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Home My WebLink About200 S Second Ave # 1-4 - 2024 -200 S. SECOND AVE., ARCADIA, CA91006 200 SOUTH SECOND AVENUE CONDOMINIUMS PARTICIPANTS CODE SUMMARY DESCRIPTION OF WORK PROJECT SITE VICINITY MAP SCALE: NOT TO SCALE N cad file: drawing no: plot date: job#: Feb 02, 2024 issue date:Feb 02, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # CD A + P D G , I N C . N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 0 . 0 _ C O V E R S H E E T . D W G XR E F S I N C L U D E D : PL O T T E D : Fe b r u a r y 2 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s 4 01 / 3 1 / 2 0 2 3 4T H B & S P l a n C h e c k C o r r e c t i o n s PROJECT SUMMARY ABBREVIATIONSDRAWING SYMBOLS SHEET INDEX G0.0 TI T L E S H E E T GENERAL NOTES LEGAL DESCRIPTION DEFERRED SUBMITTALS AGING-IN-PLACE/FALL PREVENTION NOTES: cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 1 . 0 _ C O N D I T I O N S O F A P P R O V A L . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s G1.0 CO N D I T I O N S O F A P P R O V A L cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 1 . 0 _ C O N D I T I O N S O F A P P R O V A L . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s G1.1 CO N D I T I O N S O F A P P R O V A L cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 2 . 0 _ C A L G R E E N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s G2.0 CA L G r e e n cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 2 . 0 _ C A L G R E E N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s G2.1 CA L G r e e n S. 2 N D A V E . UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B UNIT 1 UNIT 2 UNIT 4 UNIT 3 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B 20 UNIT 1 13'- 6 " 5'-10" 1 3 ' - 6 " 5'-10" 1 6 ' - 6 " 5'- 5 " 16'- 0 " 4'-0" 5'- 1 0 " 1 9 ' - 6 " 4'- 6 " 17-9" 12 ' - 6 " 16-6" 11 ' - 6 " 13-9" 10 ' - 2 " 6' - 0 " 20 20 20 STAIR WIDTH 20 OCC. x .15 INCHES 3" REQUIRED 36" PROVIDED EGRESS WIDTH 20 OCC. x 0.2 INCHES 6" REQUIRED 48" PROVIDED 20 OCC. x .15 INCHES 3" REQUIRED 36" PROVIDED EGRESS WIDTH STAIR WIDTH 20 OCC. x 0.2 INCHES 6" REQUIRED 48" PROVIDED STAIR WIDTH 20 OCC. x .15 INCHES 3" REQUIRED 36" PROVIDED EGRESS WIDTH 20 OCC. x 0.2 INCHES 6" REQUIRED 48" PROVIDED STAIR WIDTH 20 OCC. x 0.2 INCHES 6" REQUIRED 48" PROVIDED 20 OCC. x .15 INCHES 3" REQUIRED 36" PROVIDED EGRESS WIDTH INDICATES CUMULATIVE NUMBER OF OCCUPANTS EXITING A SPACE EXITING PATH OF TRAVEL ### DIRECTION OF TRAVEL INDICATES EXIT ACCESS TRAVEL DISTANCEXX'-X" LEGEND FIRST FLOOR PLAN SCALE: 1/8" = 1'-0" N cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ G 3 . 0 _ E G R E S S P L A N S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s G3.0 EG R E S S P L A N S SECOND FLOOR PLAN SCALE: 1/8" = 1'-0" THIRD FLOOR PLAN SCALE: 1/8" = 1'-0" PR O J E C T L O C A T I O N : N45846ONG E HARE AT ST ER EGN FO R NIA LIFCA CIVIL O H S RPREETSKI D PR E P A R E D F O R : A ELIG- N G I N J AL I N NIOSEFOS T-1 4- U N I T C O N D O M I N I U M S 20 0 S . S E C O N D A V E . , AR C A D I A , C A 9 1 0 0 6 SCALE : 1"=10'-0" 11 8 1 9 G O L D R I N G R O A D , U N I T A AR C A D I A , C A 9 1 0 0 6 TE L : ( 6 2 6 ) - 2 6 3 - 3 5 8 8 E- m a i l : M A I L @ E G L 8 8 . C O M EG L A s s o c i a t e s , I n c . SECTION A-A SECTION B-B Not To Scale VICINITY MAP 20 0 S . S E C O N D A V E L L C 33 5 N . B E R R Y S T . , BR E A , C A 9 2 8 2 1 RYAN K E I TH J O N E S G E OTECH N I C AL REGISTE R E D P RO FESSIONAL E N G I N EER S T ATE OF CA L I F O R NIA No. 2852 EG L A s s o c i a t e s , I n c . 11 8 1 9 G O L D R I N G R O A D , U n i t A AR C A D I A , C A 9 1 0 0 6 Te l : ( 6 2 6 ) 2 6 3 - 3 5 8 8 Fa x : ( 5 6 2 ) 2 6 3 - 3 5 9 9 PR O J E C T L O C A T I O N : PR E P A R E D F O R : FI G U R E 8 G R O U P 13 1 1 E . L A S T U N A S D R , SA N G A B R I E L , C A 9 1 7 7 6 E N O F SSION NG-LIA E AL ONG I N EE R G N J P H R S I A F CAL I F O R CIVIL NI TE O TE GI RE S DRE KN A S T HA 45846 NE W 4 - U N I T C O N D O M I N I U M 20 0 S . 2 N D A V E A V E . , AR C A D I A , C A 9 1 0 0 7 AP N : 5 7 7 3 - 0 1 6 - 0 3 7 VICINITY MAP N.T.S. GRADING & DRAINAGE PLAN TITLE SHEET & DETAIL INFILTRATION DETAIL SECTION A-A CATCH BASIN DETAIL C-1 SECTION B-B SCALE : 1"=10'-0" SCOTT YANG SCALE : 1"=10'-0" DEMOLITION & EROSION CONTROL PLAN EG L A s s o c i a t e s , I n c . 11 8 1 9 G O L D R I N G R O A D , U n i t A AR C A D I A , C A 9 1 0 0 6 Te l : ( 6 2 6 ) 2 6 3 - 3 5 8 8 Fa x : ( 5 6 2 ) 2 6 3 - 3 5 9 9 PR O J E C T L O C A T I O N : PR E P A R E D F O R : FI G U R E 8 G R O U P 13 1 1 E . L A S T U N A S D R , SA N G A B R I E L , C A 9 1 7 7 6 E N O F SSION NG-LIA E AL ONG I N EE R G N J P H R S I A F CAL I F O R CIVIL NI TE O TE GI RE S DRE KN A S T HA 45846 NE W 4 - U N I T C O N D O M I N I U M 20 0 S . 2 N D A V E A V E . , AR C A D I A , C A 9 1 0 0 7 AP N : 5 7 7 3 - 0 1 6 - 0 3 7 C-2 12/13/2023 S. 2 N D A V E . UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B SITE PLAN SCALE: 1/8" = 1'-0" PROJECT DATA N cad file: drawing no: plot date: job#: Dec 13, 2023 issue date: Dec 13, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 0 . 1 _ S I T E P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 3 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A0.1 SI T E P L A N SITE PLAN NOTES LEGEND UNIT 1 UNIT 2 UNIT 4 UNIT 3 SLAB INTERFACE KEYNOTES SLAB INTERFACE SPECIFIC NOTES A A A A D D D D F FF F "BUILDING A" FIRST FLOOR SLAB PLAN SCALE: 1/8" = 1'-0" N cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 . 1 _ S L A B P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A1.1 SL A B P L A N "BUILDING B" FIRST FLOOR SLAB PLAN SCALE: 1/8" = 1'-0" UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B FLOOR PLAN KEYNOTES FLOOR PLAN NOTES WALL SCHEDULE BUILDING PLAN NOTES ® ® INTERIOR FINISH NOTES INTERIOR FINISH IDENTIFIER VINYL FLOOR TILE WITH SLIP RESISTANCE DCOF 0.42 OR GREATER EXPOSED CONCRETE CARPET ON PAD 1.FLOOR FINISH 2.BASE FINISH WOOD BASEBOARD COLOR MATCH TO WALL AND CEILING. 3.WALL FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE 3.CEILING FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE CEILING FINISH WALL FINISH BASE FINISH FLOOR FINISH FIRST FLOOR PLAN SCALE: 1/4" = 1'-0" N cad file: drawing no: plot date: job#: Jan 18, 2024 issue date: Jan 18, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 2 . 1 - A 2 . 2 _ F L O O R P L A N S . D W G XR E F S I N C L U D E D : PL O T T E D : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s A2.1 FL O O R P L A N S GENERAL NOTES UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA FLOOR PLAN KEYNOTES FLOOR PLAN NOTES WALL SCHEDULE BUILDING PLAN NOTES ® ® INTERIOR FINISH NOTES INTERIOR FINISH IDENTIFIER VINYL FLOOR TILE WITH SLIP RESISTANCE DCOF 0.42 OR GREATER EXPOSED CONCRETE CARPET ON PAD 1.FLOOR FINISH 2.BASE FINISH WOOD BASEBOARD COLOR MATCH TO WALL AND CEILING. 3.WALL FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE 3.CEILING FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE CEILING FINISH WALL FINISH BASE FINISH FLOOR FINISH N cad file: drawing no: plot date: job#: Jan 22, 2024 issue date: Jan 22, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 2 . 1 - A 2 . 2 _ F L O O R P L A N S . D W G XR E F S I N C L U D E D : PL O T T E D : Ja n u a r y 2 2 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s SECOND FLOOR PLAN SCALE: 1/4" = 1'-0"A2.2 FL O O R P L A N S K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B UNIT 1 FLOOR PLAN KEYNOTES FLOOR PLAN NOTES WALL SCHEDULE BUILDING PLAN NOTES ® ® INTERIOR FINISH NOTES INTERIOR FINISH IDENTIFIER VINYL FLOOR TILE WITH SLIP RESISTANCE DCOF 0.42 OR GREATER EXPOSED CONCRETE CARPET ON PAD 1.FLOOR FINISH 2.BASE FINISH WOOD BASEBOARD COLOR MATCH TO WALL AND CEILING. 3.WALL FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE 3.CEILING FINISH DRYWALL WITH (2) COATS SEMI-GLOSS PAINT WITH ORANGE PEEL TEXTURE DRYWALL WITH (2) COATS FLAT PAINT WITH ORANGE PEEL TEXTURE CEILING FINISH WALL FINISH BASE FINISH FLOOR FINISH cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 2 . 3 - A 2 . 4 _ F L O O R A N D R O O F P L A N S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A2.3 FL O O R P L A N S THIRD FLOOR PLAN SCALE: 1/4" = 1'-0" N 3 & 6 A11.9 18 A11.1 BLDG. A BLDG. B ROOF KEYNOTES ROOF PLAN SPECIFIC NOTES ROOF PLAN TYPICAL NOTES ROOF VENTILATION REQUIRED cad file: drawing no: plot date: job#: Feb 02, 2024 issue date:Feb 02, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # CD A + P D G , I N C . N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 2 . 3 - A 2 . 4 _ F L O O R A N D R O O F P L A N S . D W G XR E F S I N C L U D E D : PL O T T E D : Fe b r u a r y 2 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s 4 01 / 3 1 / 2 0 2 3 4T H B & S P l a n C h e c k C o r r e c t i o n s A2.4 RO O F P L A N ROOF PLAN SCALE: 1/8" = 1'-0" N 4 A11.2 3 A11.2 9 A11.2 9 A11.2 UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B +8'-0" +9'-0" +8'-0"FH TV TV +9'-0" +8'-0" FH +8'-6" TV +8'-6" TV F H +8'-0" TV +9'-0" F H +8'-0" TV +9'-0" +8'-0" +8'-0" +8'-0" UNIT 1 UNIT 2 UNIT 4 UNIT 3 BLDG. A BLDG. B +8'-0" +8'-0" +8'-0"+8'-0" cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 3 . 1 - A 3 . 2 _ R E F L E C T E D C E I L I N G P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 2ND FLOOR CEILING PLANS SCALE: 1/4" = 1'-0" RCP NOTES RCP LEGEND ONE HOUR CEILING AT GARAGE GARAGE CEILING NOTES F H TV DESCRIPTIONSYMBOL FD A3.1 RE F L E C T E D C E I L I N G P L A N S 13 A11.7 13 A11.7 13 A11.7 13 A11.7 1ST FLOOR CEILING PLANS SCALE: 1/4" = 1'-0" BLDG. A BLDG. B +9'-0" +9'-0" +9'-0" +9'-0" +8'-0" +8'-0" +9'-0" +9'-0" +9'-0" +9'-0" +8'-0" F H F H F H +8'-0" F H +8'-0" F H +8'-0" F H +8'-0" F H +8'-0" FH UNIT 1 UNIT 2 UNIT 4 UNIT 3 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 3 . 1 - A 3 . 2 _ R E F L E C T E D C E I L I N G P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s RCP NOTES RCP LEGEND ONE HOUR CEILING AT GARAGE GARAGE CEILING NOTES F H TV DESCRIPTIONSYMBOL FD A3.2 RE F L E C T E D C E I L I N G P L A N S 3RD FLOOR CEILING PLANS SCALE: 1/4" = 1'-0" EL1EL2EL6EL9 EL3EL10EL11 EL1 EL2EL6 EL4EL8EL9EL10EL3EL5 EL1 EL1EL2EL4 EL9EL3 EL1EL4 EL8EL3EL2 EL1 EXTERIOR FINISHES EAGLE CAPISTRANO 3560 CALIENTE EL2 STUCCO:ECOSTUCCO, PRIMA & TRIDALIME, FINISH: SAND. COLOR TO MATCH:DUNN EDWARDS DEW 380 "WARM WHITE" OR APPROVED EQUAL EL3 STUCCO:ECOSTUCCO, PRIMA & TRIDALIME, FINISH: SAND. COLOR MATCH: DUNN EDWARDS DE 6123 "TRAIL DUST" OR APPROVED EQUAL EL4 DECORATIVE SHUTTER : PAINTED COLOR MATCH: DUNN EDWARDS DET 697" NOMAD" OR APPROVED EQUAL REFERENCE DETAILS: 13&15 / A11.6 EL5 EL6 EL7 EL8 EL9 42" HIGH MIN. METAL GUARDRAIL: PAINT COLOR TO MATCH: DUNN EDWARDS DE 6357 " BLACK TIE" OR APPROVED EQUAL REFERENCE DETAILS: 17/ A11.5 WOOD GARAGE DOOR OR UNIT ENTRY DOOR, PAINT, COLOR MATCH: DUNN EDWARDS DET 697 " NOMAD" OR APPROVED EQUAL TERRACOTTA CLAY ATTIC GABLE VENT OR APPROVED EQUAL WINDOW AND DOOR FRAME, PAINT, COLOR TO MATCH DUNN EDWARDS DET 697 "NOMAD" OR APPROVED EQUAL EAVES OR DECORATIVE BRACKETS, PAINT, COLOR TO MATCH DUNN EDWARDS DET 697 "NOMAD" OR APPROVED EQUAL QUOIZEL WESTOVER 1 LIGHT EARTH BLACK OUTDOOR WALL LANTERN SCONCE OR APPROVED EQUALEL10 EL11 ACCENT TILE AROUND ARCHED EXTERIOR DOOR EL8 EL9EL1EL2 EL3EL4EL10 EL1 EL9 EL2EL6 EL10EL8EL3EL11 EL2 EL1EL2 EL3EL9EL10 EL4 EL3EL4 EL9EL1EL2EL5EL8EL10EL6 ELEVATION NOTES 'BUILDING A' WEST ELEVATION SCALE: 1/8" = 1'-0" cad file: drawing no: plot date: job#: Dec 12, 2023 issue date: Dec 12, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 5 . 1 _ B U I L D I N G E L E V A T I O N S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 2 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 'BUILDING A' NORTH ELEVATION SCALE: 1/8 = 1'-0" 'BUILDING A' EAST ELEVATION SCALE: 1/8" = 1'-0" 'BUILDING A' SOUTH ELEVATION SCALE: 1/8" = 1'-0" SITE DIAGRAM SCALE: 1/16" = 1'-0" 3 - 1 - 4 -BUILDING A BUILDING B SE C O N D A V E . 2 - N A5.1 BU I L D I N G E L E V A T I O N S 'BUILDING B' WEST ELEVATION SCALE: 1/8" = 1'-0" 'BUILDING B' NORTH ELEVATION SCALE: 1/8 = 1'-0" 'BUILDING B' EAST ELEVATION SCALE: 1/8" = 1'-0" 'BUILDING B' SOUTH ELEVATION SCALE: 1/8" = 1'-0" 5 - 7 - 6 - 8 9 A11.11 15 A11.6 6 A11.2 9 A11.11 6 A11.2 6 A11.2 6 A11.2 6 A11.2 9 A11.11 15 A11.6 9 A11.11 6 A11.2 15 A11.6 6 A11.4 6 A11.2 6 A11.2 9 A11.11 15 A11.6 6 A11.4 6 A11.4 6 A11.4 6 A11.4 6 A11.4 9 A11.11 6 A11.2 6 A11.2 6 A11.2 6 A11.4 15 A11.6 9 A11.11 6 A11.2 6 A11.4 9 A11.11 2 A11.1 3 A11.1 1 A11.2 5 A11.2 3 A11.4 6 A11.5 1 A11.6 3 A11.6 13 A11.1 17 A11.1 SECTION KEYNOTES SECTION NOTES 1 A11.2 5 A11.2 3 A11.4 6 A11.5 3 A11.1 1 A11.6 3 A11.9 2 A11.1 11 A11.6 19 A11.5 3 A11.6 17 A11.1 cad file: drawing no: plot date: job#: Jan 18, 2024 issue date: Jan 18, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 6 . 1 _ B U I L D I N G S E C T I O N S . D W G XR E F S I N C L U D E D : PL O T T E D : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s A6.1 BU I L D I N G S E C T I O N S BUILDING A SECTION 2 SCALE: 1/4 = 1'-0" BUILDING A SECTION 1 SCALE: 1/4" = 1'-0" SITE DIAGRAM SCALE: 1/16" = 1'-0" BUILDING A BUILDING B SE C O N D A V E . N 1 A11.2 3 A11.4 6 A11.5 2 A11.1 1 A11.6 3 A11.6 13 A11.1 4 A11.8 3 A11.1 17 A11.1 SECTION KEYNOTES SECTION NOTES 1 A11.6 3 A11.6 11 A11.6 5 A11.2 2 A11.1 19 A11.5 3 A11.9 4 A11.8 17 A11.1 7 A11.5 cad file: drawing no: plot date: job#: Jan 18, 2024 issue date: Jan 18, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 6 . 1 _ B U I L D I N G S E C T I O N S . D W G XR E F S I N C L U D E D : PL O T T E D : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s A6.2 BU I L D I N G S E C T I O N S SITE DIAGRAM SCALE: 1/16" = 1'-0" BUILDING A BUILDING B SE C O N D A V E . NBUILDING B SECTION 2 SCALE: 1/4 = 1'-0" BUILDING B SECTION 1 SCALE: 1/4" = 1'-0" K-3654PERSUADETOILETSVITREOUS CHINA 9 A11.7 4&5 A11.7 9 A11.7 4&5 A11.7 4 A11.7 K-3654PERSUADETOILETSVITREOUS CHINA UNIT 2 4&5 A11.7 16 A11.7 UNIT 1 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 7 . 1 _ S T A I R S E C T I O N S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A7.1 BU I L D I N G A - S T A I R P L A N S & S E C T I O N S UNIT 1 - STAIR SECTION SCALE: 3/8" = 1'-0" UNIT 2 - STAIR SECTION SCALE: 3/8" = 1'-0" ENLARGED STAIR PLAN - 1ST FLOOR SCALE: 3/8= 1'-0" ENLARGED STAIR PLAN - 2ND FLOOR SCALE: 3/8= 1'-0" ENLARGED STAIR PLAN - 3RD FLOOR SCALE: 3/8= 1'-0" STAIR SECTION 3 SCALE: 3/8" = 1'-0" HANDRAIL NOTESHANDRAIL NOTES 4 A11.7 K-3654PERSUADETOILETSVITREOUS CHINA 10 A11.7 9 A11.7 4&5 A11.7 10 A11.7 4&5 A11.7 16 A11.7 UNIT 3UNIT 4 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 7 . 1 _ S T A I R S E C T I O N S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A7.2 BU I L D I N G B - S T A I R P L A N S & S E C T I O N S UNIT 3 - STAIR SECTION SCALE: 3/8" = 1'-0" UNIT 4 - STAIR SECTION SCALE: 3/8" = 1'-0" ENLARGED STAIR PLAN - 1ST FLOOR SCALE: 3/8= 1'-0" ENLARGED STAIR PLAN - 2ND FLOOR SCALE: 3/8= 1'-0" ENLARGED STAIR PLAN - 3RD FLOOR SCALE: 3/8= 1'-0" STAIR SECTION SCALE: 3/8" = 1'-0" HANDRAIL NOTESHANDRAIL NOTES 1 DOORS SCALE: N.T.S. DOOR SCHEDULE SIZE W HT THK MATLTYPE GLAZINGMARK U-FACTOR SHGC DOOR FRAME MATL FINISH HEAD JAMB SILL DETAIL NOTES LABEL RATING FIRE MATERIAL VT DOOR AND FRAME COLOR 2 WINDOWS SCALE: N.T.S. WINDOW NOTES DOOR NOTES cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 9 . 1 _ D O O R A N D W I N D O W S C H E D U L E S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A9.1 DO O R S & W I N D O W S S C H E D U L E S 1 2 3 5 6 7 9 10 11 1317 1-HOUR EXTERIOR WALL SCALE: 3" = 1'-0" NON RATED INTERIOR PARTITION SCALE: 3" = 1'-0" 1-HOUR INTERIOR WALL SCALE: 3" = 1'-0" NON RATED PLUMBING WALL SCALE: 3" = 1'-0" NON RATED FURRED WALL SCALE: 3" = 1'-0" TYP. BACKING FOR SHELVES & CABINETS SCALE: 3" = 1'-0" OUTLET BOX AT RATED WALL SCALE: 3" = 1'-0" FLOOR & CEILING @ RESTROOM SCALE: 3" = 1'-0" FRAMING NOTES SCALE: NONE NON-RATED EXTERIOR WALL SCALE: 3" = 1'-0" 48121-HOUR PARTY WALL SCALE: 3" = 1'-0" 1-HOUR FIRE PARTITION @ ATTIC SCALE: 3" = 1'-0"19 NON-RATED EXT. WALL @ PORCH & BALCONY SCALE: 3" = 1'-0" 1 2 3 5 6 7 9 10 11 1317 18 4812 WALL SECTION (1 HR FIRE PARTY WALL) SCALE: 1 1/2"=1'-0" FLOOR/ CLG. AT GARAGE TO DWELLING UNIT SCALE: 1 1/2"=1'-0" TUB/SHOWER @ RATED WALL SCALE: 1 1/2"=1'-0" ® ® ® ® ® ® ® ® ® cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.1 FL O O R & W A L L A S S E M B L Y D E T A I L S ’ O'HAGIN ROOF VENT SCALE: NONE9 DOWN SPOUT ANCHORAGE TO WALL SCALE: NONE 10 ROOF TO WALL SCALE: 1 1/2" = 1'-0" FALSE TILE VENT SCALE: NTS SPANISH EAVE SCALE: 1 1/2" = 1'-0" HIP / RIDGE CAP SCALE: 1 1/2" = 1'-0" FLASHING AT VALLEY SCALE: 1 1/2" = 1'-0" ROOF TILE FLASHING AT WALL (1-HOUR) SCALE: 1 1/2" = 1'-0" VENT PIPE AND FLASHING SCALE: 1 1/2" = 1'-0" DRYER VENT THRU ROOF SCALE: 1 1/2" = 1'-0" PROTECT DIRECT VENT APPLIANCES SCALE: NONE VENT THRU ROOF SCALE: NONE GALVANIZED IRON CRICKET AT ROOF SCALE: 1 1/2" = 1'-0" 1 2 5 6 7 9 1014 15 4812 ROOF AT RAKE SCALE: 1 1/2" = 1'-0" 13 3 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.2 SL O P E D R O O F D E T A I L S 1 2 3 ROOF VENT SCALE: 3" = 1'-0" SOLAR PANEL MOUNTING- SLOPED ROOF SCALE: 1 1/2" = 1'-0" NOTES: APPROVED SUBSTRATE / SEPARATION: · · · BASE FLASHING AT STUCCO WALL SCALE: 3" = 1'-0" cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.3 RO O F D E T A I L 3 2 15 4 SECTION : CONTROL JOINT SCALE: 6" = 1'-0" PLAN: EXTRUDED ALUM. CORNER BEAD SCALE: 6" = 1'-0" SECTION: EXTRUDED ALUM. WEEP SCREED @ BASE SCALE: 6" = 1'-0" SECTION: EXTRUDED ALUMINUM REVEAL SCALE: 6" = 1'-0" SECTION: EXTRUDED ALUM. SOFFIT DRIP @ STUD FRAMING SCALE: 6" = 1'-0" CORBEL AT WALL SCALE: 1 1/2" = 1'-0"6 RECESSED DOOR JAMB SCALE: 3" = 1'-0"9 RECESSED DOOR HEADER SCALE: 1 1/2" = 1'-0"7 10 PENETRATION AT RATED WALL NOT TO SCALE SPRINKLER RISER PANEL NOT TO SCALE14 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.4 EX T E R I O R D E T A I L S CONCRETE CURB SCALE: 3" = 1'-0" BASE AT PLASTER WALL SCALE: 3" = 1'-0" EXTERIOR:INTERIOR: WEEP SCREED AT EARTH SCALE: 3" = 1'-0" EXTERIOR:INTERIOR: WEEP SCREED AT CONCRETE CURB SCALE: 3" = 1'-0" DECK TO WALL SCALE: 3" = 1'-0" WATERPROOFING SYSTEMS APPLICATIONS SCALE: 3" = 1'-0" WROUGHT IRON DETAIL SCALE: 3/4" = 1'-0"1 2 5 6 7 9 10 11 13 14 15 17 19 48121620 SILL AT BALCONY SCALE: 3" = 1'-0" FLASHING AT DOOR THRESHOLD SCALE: 3" = 1'-0" EXTERIOR DOOR TO EXTERIOR PAVING/LANDING SCALE: 3" = 1'-0" TRESHOLD AT SWING-OUT DOOR SCALE: 3" = 1'-0" TRESHOLD AT SWING-IN DOOR SCALE: 3" = 1'-0" DECK TERMINATION SCALE: 1 1/2" = 1'-0" EXTERIOR INTERIOREXTERIOR DECK VENTILATION SCALE: 1 1/2" = 1'-0" 13 1 2 5 6 7 9 10 11 14 15 17 19 48121620CONTRACTION JOINT SCALE: 1 1/2" = 1'-0" EXPANSION JOINT SCALE: 1 1/2" = 1'-0" CONSTRUCTION JOINT SCALE: 1 1/2" = 1'-0" FOUNDATION DETAIL @ FOOTING SCALE: 1 1/2" = 1'-0" cad file: drawing no: plot date: job#: Jan 18, 2024 issue date: Jan 18, 2024 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s 3 01 / 1 8 / 2 0 2 3 3r d B & S P l a n C h e c k C o r r e c t i o n s A11.5 EX T E R I O R D E T A I L S GARAGE DOOR JAM SCALE: NONE VAPOUR BARRIER SCALE: NONE SHUTTER ATTACHMENT SCALE: 1 1/2" = 1'-0" SHUTTER DESIGN SCALE: 3/4" = 1'-0" 1 2 3 5 6 7 913 1115 4820 HEAD AT EXT. DOOR/ JAMB SIM. SCALE: 3" = 1'-0" WINDOW JAMB - FLUSH SCALE: 3" = 1'-0" WINDOW JAMB - RECESSED SCALE: 3" = 1'-0" TRESHOLD AT SWING-OUT DOOR SCALE: 3" = 1'-0" WINDOW HEAD - FLUSH SCALE: 3" = 1'-0" WINDOW SILL- FLUSH SCALE: 3" = 1'-0" WINDOW HEAD - RECESSED SCALE: 3" = 1'-0" WALL TILE INSERT SCALE: 3" = 1'-0" WINDOW SILL - RECESSED SCALE: 3" = 1'-0" GARAGE DOOR HEADER SCALE: 3" = 1'-0" 10 16 EXTERIOR WOOD DOOR - JAMB DETAIL SCALE: 3" = 1'-0" 17 EXTERIOR WOOD DOOR - HEAD DETAIL SCALE: 3" = 1'-0" cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.6 DO O R & W I N D O W D E T A I L S TYPICAL FLOOR/CEILING SCALE: 3" = 1'-0" SOFFIT DETAIL SCALE: 3" = 1'-0" HORIZONTAL FAU (ATTIC INSTALLATION) SCALE: 3/4"=1'-0"3 10 11 14 15 WROUGHT IRON RAILING SCALE: 1 1/2" = 1'-0" PONY WALL (GYPSUM WALL BOARD) SCALE: 3" = 1'-0" HANDRAIL DETAIL SCALE: NONE SPRINKLER HEAD/LIGHT FIXTURE AT CEILING SCALE: 3" = 1'-0" COMBINATION SMOKE & FIRE DAMPER SCALE: NONE 15 6 9 7 13 4812LOW WALL GUARD SCALE: 3/4" = 1'-0" 610 LANDING ASSEMBLY TO WALL SCALE: 1 1/2" = 1'-0" STAIR TO SLAB SCALE: 1 1/2" = 1'-0" STRINGER TO 2ND FLOOR SCALE: 1 1/2" = 1'-0" STAIR LANDING SCALE: 1 1/2" = 1'-0"59 16 1 3 5 7 9 6 13 10 1115 14 4128 STAIR HANDRAIL SCALE: 1" = 1'-0" cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.7 ST A I R S & I N T E R I O R D E T A I L S 1 10 13 8 BI-FOLD CLOSET DOOR SCALE: NONE JAMB: CASE OPENING (HEAD SIMILAR) SCALE: 3" = 1'-0" INTERIOR DOOR JAM (WOOD FRAME) SCALE: 3" = 1'-0" INTERIOR DOOR HEAD (WOOD FRAME) SCALE: 3" = 1'-0" 2 3 6 5 7 9 11 412 BI-PASS CLOSET DOOR SCALE: 3"=1'-0" STONE/STONE & STONE/CARPET TRANSITION SCALE: 3" = 1'-0" RECESSED ACCESSORY SCALE: 3" = 1'-0" WOOD / RESILIENT FLOOR SCALE: 3" = 1'-0" WOOD / CARPET WITH PAD SCALE: 3" = 1'-0" STONE THRESHOLD ON STONE (RESTROOM) SCALE: 3" = 1'-0" RESILIENT FLOOR / CARPET-DIRECT GLUE SCALE: 3" = 1'-0" WOOD/ STONE SCALE: 3" = 1'-0" PERMANENT LADDER- ROOF ACCCESS SCALE: N.T.S. PONY WALL (GYPSUM WALL BOARD) SCALE: 3" = 1'-0"14 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.8 DO O R / I N T E R I O R D E T A I L S STAIR FLASHING DETAIL NTS SIDE MOUNT RAILING NTS OUTSIDE CORNER FLASHING NTS STAIR FLASHING DETAIL NTS TOPMOUNT RAILING NTS DRAIN FLASHING DETAIL NTS POST FLASHING & REGLET NTS DECK EDGE & WALL-TO-DECK DETAIL NTS OUTSIDE CORNER FLASHING NTS SCUPPER FLASHING DETAIL NTS THRESHOLD FLASHING DETAIL NTS INSIDE CORNER FLASHING NTS MULTIPLE FLASHING DETAILS NTS · · ·58 ·14 · · · ·58 ·14 · · · · ·58 ·14 · · · · ·58 ·14 · · · · · ·58 ·14 · · · ·58 ·14 · · · ·58 ·14 · · · ·58 ·14 · · · · ·58 ·14 · · WP-81 CEMENT MODIFIER & TC-1 BASE COAT CEMENT · · ·58 ·14 · · · · ·58 ·14 · · · ·58 ·14 · · · · ·58 ·14 · WESTCOAT WATERPROOFING FINISH ALT OR APPROVED EQUAL IS USED FOR 2ND FL BALCONY WATERPROOFING 4 3 2 15 6 7 8 9 10 11 12 13 cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.9 EX T E R I O R B A L C O N Y W A T E R P R O O F I N G D E T A I L S 3 2 PIECE FLASHING AT DOOR THRESHOLD SCALE: 3" = 1'-0" 2 SHEET METAL HEAD FLASHING ISOMETRIC SCALE: 3" = 1'-0" 1 FLASHING & PENETRATION NOTES 4 CORNER LATH REINFORCEMENT NTS - SF-4 5 DOOR FLASHING SCALE: 3" = 1'-0" 8 2 PIECE SILL PAN FLASHING SCALE: 3" = 1'-0" 9 FLUSHING WINDOW FLASHING SCALE: 3" = 1'-0"17 SILL PAN FLASHING SEQUENCE NTS cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.10 DO O R & W I N D O W F L A S H I N G D E T A I L S 9 1 1115 APPLICATION OVER WOOD FRAMING N.T.S. SOFFIT AND EVE TERMINATIONS SCALE: 1 1/2" = 1'-0" ROOF / WALL KICK-OUT FLASHING DETAIL SCALE: 1 1/2" = 1'-0" APPLICATIONS SEQUENCE N.T.S. WATER RESISTIVE AIR BARRIER 7 4 3 8 5 2610 TYPICAL TERMINATION AT DECK SCALE: 3" = 1'-0" HORIZONTAL / VERTICAL TYPICAL CONTROL JOINT SCALE: 3" = 1'-0" WINDOW HEAD SCALE: 3" = 1'-0" WINDOW SILL DETAIL SCALE: 3" = 1'-0" SILL W/ OPTIONAL BACKER ROD AND SEALANT SCALE: 3" = 1'-0" TYPICAL TERMINATION AT FOUNDATION SCALE: 3" = 1'-0" TYPICAL EXPANSION JOINTS SCALE: 3" = 1'-0" TYPICAL CORNER DETAILS SCALE: 3" = 1'-0" cad file: drawing no: plot date: job#: Dec 11, 2023 issue date: Dec 11, 2023 drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E # RE V I S I O N DA T E # N: \ 2 0 2 1 _ P R O J \ 2 1 0 3 _ R E S _ 2 0 0 S 2 N D A V E \ 5 0 0 0 D R A W I N G S \ A 1 1 . 1 _ D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : De c e m b e r 1 1 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 BW 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E C O N D O M I N I U M S 1 09 / 2 1 / 2 0 2 3 1s t B & S P l a n C h e c k C o r r e c t i o n s 2 12 / 1 2 / 2 0 2 3 2n d B & S P l a n C h e c k C o r r e c t i o n s A11.11 DI A M O N D W A L L O N E - C O A T I N S U L A T I N G SY S T E M D E T A I L S I:HANGERS 1.FILL ALL NAIL HOLES PER MANUFACTURER SPECIFICATIONS, FOR MAXIMUM CAPACITY. 2.USE ITS OR IUS HANGERS FOR I-JOIST CONNECTIONS U.N.O. BEND TABS DOWN TO TOP OF BOTTOM CHORD WHERE APPLICABLE. 3.USE LUS FULL DEPTH HANGERS FOR 2X JOIST CONNECTIONS U.N.O. 4.USE HU FULL DEPTH HANGERS FOR BEAM CONNECTIONS U.N.O. 5.USE LUS HANGERS PER TABLE BELOW FOR ROOF TRUSSES AT 24" O.C. (OR LESS) TO NON-TRUSS FRAMING MEMBERS: TRUSS SPAN HANGER ≤ 10'LUS 24 ≤ 20'LUS 26 ≤ 30'LUS 28 ≤ 40'HUS 26 J:MANUFACTURED SHEAR WALLS 1.MANUFACTURED SHEAR WALLS SHALL BE BY SIMPSON STRONG-TIE ( ICC ESR-1679), HARDY FRAMES, INC. (ICC ESR-2089), OR TRUS JOIST (ICC ESR-1153), AS SPECIFIED ON THE PLANS. 2.ALL MANUFACTURED SHEAR WALLS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 3.TEMPLATES SHALL BE USED FOR MANUFACTURED SHEAR WALLS FOR ACCURATE ANCHOR PLACEMENT IN THE FOUNDATION. 4.FOR HARDY PANELS / BRACED FRAMES - FOLLOW MANUFACTURERS RECOMMENDATIONS FOR MOISTURE BARRIER PLACED BETWEEN THE WALL AND CONCRETE, GROUT OR MUD SILL. O:SPECIAL INSPECTIONS 1.PROVIDE SPECIAL INSPECTION WHERE REQUIRED BY SECTION 1704 OF THE CBC. ADDITIONALLY, VERIFY OTHER AREAS REQUIRING SPECIAL INSPECTION WITH THE BUILDING OFFICIAL OF THE GOVERNING JURISDICTION. 2.INSPECTIONS SHALL CONFORM WITH CBC SECTIONS 110 AND 1704. 3.INSPECTIONS SHALL BE PERFORMED BY QUALIFIED INSPECTORS AND TESTING AGENCIES RETAINED BY THE OWNER AND NOT THE CONTRACTOR. INSPECTORS AND AGENCIES SHALL BE APPROVED BY THE GOVERNING JURISDICTION. 4.COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS SHALL BE FURNISHED TO THE OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER. COPIES OF THE REPORTS AND RESULTS SHALL ALSO BE KEPT AT THE JOB SITE. 5.FINAL REPORT FOR ALL INSPECTIONS AND TESTING, STATING THAT THE WORK WAS COMPLETED IN ACCORDANCE WITH THE APPROVED PLANS AND ALL APPLICABLE CODES AND STANDARDS, SHALL BE SUBMITTED TO THE OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER. 6.STRUCTURAL OBSERVATION MAY BE REQUIRED BY THE JURISDICTION, ENGINEER, OR OWNER. THESE OBSERVATIONS DO NOT REPLACE ANY OF THE REQUIRED INSPECTIONS BY DEPUTY INSPECTORS OR THE LOCAL JURISDICTION. 7.SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK: EPOXY TITEN HD SCREW ANCHORS NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS EXCEPT FOR FASTENERS WITH SPACING 4" OR MORE. SIMPSON STRONG WALLS ADDITIONAL ITEMS REQUIRING SPECIAL INSPECTION MAY BE NOTED ON THE PLANS. K:WOOD CONNECTORS 1.UNLESS SPECIFICALLY NOTED OTHERWISE, ALL WOOD FRAMING CONNECTORS SHALL BE BY SIMPSON STRONG-TIE. ALL INSTALLATIONS SHALL FOLLOW CURRENT RECOMMENDATIONS OF SIMPSON. 2.WHERE SIMPSON STRONG-TIE ALLOWS THE USE OF ALTERNATE OR ADDITIONAL FASTENERS, THE FASTENER TYPE AND AMOUNT RESULTING IN THE HIGHER CAPACITY SHALL BE USED, UNLESS NOTED OTHERWISE. 3.THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION SHALL BE FOLLOWED WITH RESPECT TO FABRICATION AND ASSEMBLY OF ALL FASTENERS, EDGE AND END DISTANCE REQUIREMENTS, AND MINIMUM PENETRATION REQUIREMENTS. 4.BOLTS, LAG SCREWS, AND WOOD SCREWS SHALL CONFORM TO ASME STANDARD B-18.2.6. 5.ALL HOLES DRILLED FOR BOLTS THROUGH WOOD SHALL BE A MINIMUM OF 132" AND A MAXIMUM OF 116" OVERSIZED. 6.STANDARD CUT WASHERS SHALL BE INSTALLED BETWEEN THE WOOD AND THE NUT FOR ALL BOLT INSTALLATIONS. 7.THE THREADED PORTION OF BOLTS SUBJECT TO WOOD BEARING SHALL BE KEPT TO A PRACTICAL MINIMUM. 8.CARE SHALL BE TAKEN TO CENTER BOLT HOLES IN MAIN MEMBERS. 9.WHEN NAILING A MEMBER CAUSES SPLITTING, THE MEMBER SHALL BE PREDRILLED TO PREVENT THE SPLITTING. THE DIAMETER OF THE BOLTED HOLE SHALL NOT EXCEED 75% OF THE NAIL DIAMETER. 10.ALL NAILS SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN FEDERAL SPECIFICATION FF-N-105B. 11.ALL NAILS EXPOSED TO WEATHER, HEAT, OR MOISTURE SHALL BE GALVANIZED. 12.LEAD HOLES FOR LAG SCREWS SHALL BE BORED AS FOLLOWS: (A)THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK. (B)THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO 70% OF THE SHANK DIAMETER IN WOOD AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE LARGER PERCENTILE SHALL APPLY TO LAG SCREWS OF 12" OR GREATER DIAMETER. 13.THE THREADED PORTION OF WOOD SCREWS SHALL BE INSERTED IN IT'S LEAD HOLES BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. 14.DO NOT OVER-TORQUE LAG AND WOOD SCREWS. 15.SOAP OR OTHER LUBRICANT SHALL BE USED ON THE WOOD/LAG SCREW OR IN THE LEAD HOLES TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE LAG SCREW. 16.WOOD SCREWS LOADED IN WITHDRAWAL MAY BE INSERTED WITHOUT A LEAD HOLE. 17.LEAD HOLES FOR WOOD SCREWS LOADED LATERALLY SHALL BE BORED AS FOLLOWS: THE PART OF THE LEAD HOLE RECEIVEING THE SHANK SHALL BE ABOUT 78 THE DIAMETER OF THE SHANK AND THAT RECEIVEING THE THREADED PORTION SHALL BE ABOUT 78 THE DIAMETER OF THE SCREW AT THE ROOT OF THE THREAD. 18.ALL NAILS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE BEING NAILED, BUT DOES NOT PUNCTURE THE SURFACE BEING NAILED. 19.NAIL DEFINITIONS AND PENETRATION (INTO MAIN MEMBER) REQUIREMENTS: NAIL DIAMETER (IN.)REQUIRED PENETRATION (IN.) 8d COMMON 0.131 1.31 10d COMMON 0.148 1.48 12d COMMON 0.148 1.48 16d SINKER 0.148 1.48 16d COMMON 0.162 1.62 20.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT-DIPPED GALVANIZED STEEL, ZINC-COATED STEEL, STAINLESS STEEL, SILICON COVERED, BRONZE, OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE PER ASTM A153. FASTENINGS FOR WOOD FOUNDATIONS SHOULD BE AS REQUIRED IN AF&PA TECHNICAL REPORT #7. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. FIELD CUT ENDS, NOTCHES, DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE FIELD TREATED PER AWPA M4. N:WELDING 1.A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. 2.WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS D1.1 USING APPROVED E70XX ELECTRODES. 3.ALL WELDING SHALL BE PERFORMED BY AN EXPERIENCED, CERTIFIED WELDER FOR THE TYPE OF WELD BEING MADE. 4.TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED BY THE FABRICATOR, ERECTOR, AND INSPECTOR. AMPERAGE AND VOLTAGE SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE APPROVED WELDING PROCEDURE SPECIFICATION. 5.WELD LENGTHS CALLED FOR ON THE PLANS ARE NET EFFECTIVE WELD LENGTHS. 6.ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING. FIELD WELDING SHALL BE INDICATED ON THE SHOP DRAWINGS. 7.ALL SHOP WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING UNLESS IT IS PERFORMED BY A LICENSED FABRICATOR APPROVED BY THE GOVERNING JURISDICTION. 8.SURFACES ON WHICH WELDS WILL BE DEPOSITED SHALL BE SMOOTH, UNIFORM, FREE FROM FINS, TEARS, CRACKS, AND OTHER DISCONTINUITIES WHICH WOULD ADVERSELY AFFECT THE STRENGTH, DUCTILITY, OR OTHER QUALITY OF THE WELD. 9.WELD SIZES NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS WITH SIZES BASED ON AISC TABLE J2.4. 10.GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT. 11.PARTIAL AND FULL PENETRATION GROOVE WELDS SHALL HAVE NON-DESTRUCTIVE (ULTRASONIC OR RADIOGRAPHIC) TESTING PERFORMED. THE RATE OF TESTING SHALL BE 100% BUT MAY BE REDUCED AS ALLOWED BY AWSD1.1. 12.STRUCTURAL STEEL FRAMING MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE. 13.BOLTS, NUT, AND RODS SHALL NOT BE WELDED OR HEATED EXCEPT FOR A36 AND A307 AND THOSE ONLY WITH THE APPROVAL OF THE ENGINEER OF RECORD. 14.STRUCTURAL STEEL SHALL NOT BE TACK WELDED TO REINFORCEMENT IN ANY WAY. 15.FOR WELDING AT PRIMARY MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (BRACED FRAMES, MOMENT FRAMES, DRAG CONNECTIONS, CHORD MEMBERS, ETC.) THE WELDING FILLER METAL SHALL HAVE CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FOOT POUNDS AT MINUS 20 DEGREES FAHRENHEIT AND 40 FOOT POUNDS AT 70 DEGREES FAHRENHEIT (E70T4 IS PROHIBITED). M:STRUCTURAL STEEL 1.ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND CODE OF STANDARD PRACTICE AND CHAPTER 22 OF THE BUILDING CODE. 2.STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MATERIAL SPECIFICATIONS: WIDE FLANGE MEMBERS A-992 CONTINUITY, SHEAR, & DOUBLER PLATES A-572 HSS TUBES A-500, GRADE B STRUCTURAL PIPES A-53, TYPE E OR S, GRADE B ALL OTHER SHAPES A-36 HIGH STRENGTH BOLTS A-325, SLIP CRITICAL ANCHOR RODS F-1554, GRADE 36 TYPICAL BOLTS A-307 3.A-992 OR A-572 (GRADE 50) MATERIAL MAY BE SUBSTITUTED FOR A-36 MATERIAL AT CONTRACTOR'S OPTION. 4.STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL BE FREE OF EXCESSIVE RUST, DIRT, GREASE, ETC. 5.ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. SHOP AND ERECTION DRAWINGS SHALL CONTAIN ALL INFORMATION NECESSARY TO ERECT ALL STRUCTURAL STEEL IN THE FIELD WITHOUT REFERRING TO THE STRUCTURAL DRAWINGS. 6.STUD ANCHORS SHALL BE NELSON STUD ANCHORS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE ½" STUD ANCHORS AT 32" O.C. AT ALL LOCATIONS WHERE ATTACHMENT OF ARCHITECTURAL FINISHES REQUIRES THE USE OF SUCH ANCHORS. 7.INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS OF THE AISC SPECIFICATIONS FOR STRUCTURAL JOINTS. ASSEMBLE WITH HARDENED WASHERS UNDER THE NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT USED IN TIGHTENING. CONTACT FACES AT CONNECTIONS WHERE HIGH STRENGTH BOLTS ARE USED SHALL BE FREE OF ALL DEBRIS OR OTHER MATERIALS WHICH PREVENT A SOLID CONNECTION. 8.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE. REFER TO THE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND ADDITIONAL APPEARANCE AND TOLERANCE REQUIREMENTS. GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT. REMOVE ALL TEMPORARY ERECTION CLIPS. 9.ALL STEEL SHALL BE PROTECTED AGAINST RUST EITHER BY PERMANENT ENCASEMENT, RUST INHIBITIVE PRIMER, HOT DIP GALVANIZATION, ETC. BASED ON THE EXPECTED EXPOSURE AND RISK OF DETERIORATION. 10.PENETRATIONS OR OPENINGS SHALL NOT BE MADE IN STEEL MEMBERS UNLESS SHOWN ON APPROVED STRUCTURAL PLANS. STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL IS ERECTED. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE. 11.STRUCTURAL STEEL SHALL BE PROTECTED AS REQUIRED CHAPTER 7 OF THE CBC AS DETERMINED BY THE ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR FIRE PROTECTION REQUIREMENTS. 12.ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH A ¼" CAP PLATE UNLESS NOTED OTHERWISE PER THE ARCHITECTURAL DRAWINGS. 13.LIGHT GAGE COLD FORMED STEEL MEMBERS SHALL CONFORM TO ASTM A-441. 14.ALL GROUT UNDER BASE PLATES SHALL BE SOLID DRY PACK OR NON-SHRINK GROUT PLACED AS DIRECTED BY THE MANUFACTURER AND BE OF COMPRESSIVE STRENGTH EQUAL TO OR GREATER THAN THE CONCRETE OR MASONRY SUPPORTING IT (4000 PSI MIN). A: GENERAL 1.IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, GRADE DATUMS, ELEVATIONS, REQUIRED RETAINING WALLS, DEEPENED FOOTINGS, AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND START OF CONSTRUCTION. VERIFY ALL DETAILS AND DIMENSIONS OF RELATED REQUIREMENTS ON ALL OTHER CONSULTANT DRAWINGS WITH STRUCTURAL DRAWINGS FOR ANY CONFLICTS AND NOTIFY THE ENGINEER OF RECORD AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO START OF CONSTRUCTION. 2.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER CONSULTANT DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION AND VERIFICATION OF ALL WORK. 3.IF A CONFLICT OCCURS WITHIN THE STRUCTURAL DRAWINGS OR WITH ANY OTHER CONSULTANT DRAWINGS, NOTIFY THE EOR IMMEDIATELY FOR CLARIFICATION OF THE INTENT OF THE CONTRACT DOCUMENTS. 4.DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL DRAWINGS. 5.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN ON PLANS OR SPECIFICATIONS, ALL MATERIALS AND CONSTRUCTION PRACTICES SHALL CONFORM TO THE REQUIREMENTS OF THE ADOPTED VERSION OF THE CALIFORNIA BUILDING CODE AND ALL APPLICABLE STATE AND LOCAL ORDINANCES AS ADOPTED BY THE GOVERNING JURISDICTION. 6.THE DESIGN AND SAFETY OF BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND NOT WITHIN THE SCOPE OF THE ENGINEER. THAT CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE COMPLETION OF THE COMPLETE BUILDING PER PERMITTED STRUCTURAL PLANS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY THE ASSUMPTION OF ANY RESPONSIBILITY IN THIS REGARD. 7.ALL DIMENSIONS OF DOORS, OPENINGS, WALLS, ETC. SHALL BE DETERMINED FROM THE ARCHITECTURAL DRAWINGS, SHOP DRAWINGS, EQUIPMENT DATA, OR DOCUMENTS PROVIDED BY OTHER CONSULTANTS. 8.PENETRATIONS, OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED AREAS, DEEPENED FOOTINGS, AND ALL OTHER ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL REQUIREMENTS MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION. 9.STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED ON THESE PLANS. 10.NO SUBSTITUTION OF STRUCTURAL MEMBERS OR HARDWARE MAY OCCURS UNLESS ALTERNATES ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER, AND STRUCTURAL ENGINEER. 11.ANY REFERENCE TO THE WORDS "APPROVED" OR "APPROVAL" IN DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND HIS SUBCONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS AND COORDINATING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS WITH OTHER TRADES. 12.WHERE A DETAIL, SECTION, OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION. 13.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE PRIMARY BUILDING STRUCTURE ARE THE RESPONSIBILITY OF THE DISCIPLINES WHICH MAKE THESE ATTACHMENTS. COORDINATE ALL ATTACHMENTS WITH ARCHITECTURAL AND STRUCTURAL PLANS. 14.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWINGS OR NOT, AND TO PROTECT THEM FROM DAMAGE. 15.VIBRATION EFFECTS OF MECHANICAL AND / OR ANY OTHER EQUIPMENT OR HUMAN ASSEMBLY HAVE NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER. 16.FLOOR SYSTEMS HAVE NOT BEEN DESIGNED FOR EXCESSIVE LOAD CONCENTRATIONS SUCH AS WATER BEDS. ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONSTRUCTION IF ANY EXTRAORDINARY HEAVY OBJECTS ARE TO BE INSTALLED. 17.ALL EXPOSED STEEL OR METAL FASTENERS SHALL BE HOT DIP GALVANIZED OTHERWISE PROTECTED FROM THE EFFECTS OF WEATHER EXPOSURE. 18.NO CHANGES ARE TO BE MADE TO THESE DRAWINGS AND SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF A LICENSED ENGINEER UNDER THE EMPLOYMENT OF JKL STRUCTURAL ENGINEERING, INC. SEE HANGER CALLOUTS FOR GIRDER TRUSSES L:PREFAB OPEN WEB WOOD TRUSSES (ROOF / FLOOR) 1.ALL WOOD TRUSSES SHALL BE DESIGNED PER CBC 2303.4 AND FABRICATED BY A LICENSED FABRICATOR APPROVED BY THE BUILDING DEPARTMENT IN ACCORDANCE WITH CBC 1704.2.5. 2.THE TRUSS DESIGN IS THE SOLE RESPONSIBILITY OF THE FABRICATOR AND IT IS THE FABRICATOR'S RESPONSIBILITY TO PROVIDE SHOP DRAWINGS (INCLUDING A LAYOUT PLAN) FOR THE APPROVAL OF THE BUILDING DEPARTMENT. 3.TRUSS DEFLECTION UNDER TOTAL LOAD SHALL BE CONTROLLED SUCH THAT TRUSSES DO NOT BEAR ON NON-BEARING WALLS AND DEFLECTIONS SHALL BE LIMITED TO L/360 FOR LIVE LOAD AND L/240 FOR TOTAL LOAD. 4.TRUSS MANUFACTURER SHALL VERIFY LOCATION OF, COORDINATE, AND PROVIDE DESIGN FOR ALL ARCHITECTURAL, MECHANICAL, AND OTHER CONSULTANTS REQUIREMENTS. 5.TRUSS BOTTOM CHORD SHALL FOLLOW THE CEILING LINE (INCLUDING AT EXTERIOR WALLS). 6.TOP AND BOTTOM CHORDS AND ALL MEMBERS RECEIVING SHEAR TRANSFER NAILING SHALL BE DOUGLAS FIR. 7.WHERE A LATERAL LOAD IS SPECIFIED (IE. DRAG TRUSS), TRUSSES SHALL BE DESIGNED TO TRANSFER THE SPECIFIED LATERAL LOAD UNIFORMLY FROM THE TOP CHORD TO THE SHEAR RESISTING ELEMENT BELOW THROUGH THE TRUSS ITSELF. 8.TRUSSES SPECIFIED TO HAVE BOUNDARY NAILING SHALL BE DESIGNED FOR A MINIMUM LATERAL LOAD OF 2500 POUNDS UNLESS NOTED OTHERWISE. 9.ALL CONNECTIONS INVOLVING TRUSSES SHALL BE ICC APPROVED AND RESIST THE APPLIED STRESSES DUE TO THE LOADINGS INVOLVED AND SHALL BE DESIGNED BY THE TRUSS FABRICATOR. THE TRUSS FABRICATOR SHALL PROVIDE ALL BRACING/BRIDGING REQUIRED FOR TRUSS STABILITY. 10.EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE SHOW THE IDENTITY OF THE TRUSS FABRICATOR, THE DESIGN LOAD, AND THE SPACING OF THE TRUSS. 11.TRUSS MANUFACTURER SHALL VERIFY ADEQUACY OF PROVIDED TRUSS BEARING AREA AND ADD ADDITIONAL PLIES OF TRUSSES TO MEET BEARING AREA REQUIREMENTS WHERE NECESSARY. 12.TRUSS MANUFACTURER SHALL VERIFY THE LOCATION OF FIRE SPRINKLERS, MECHANICAL EQUIPMENT, OR OTHER ITEMS REQUIRING ADDITIONAL SUPPORT AND DESIGN THE TRUSSES FOR THE ADDED LOAD. COORDINATE TRUSSES WITH ALL OTHER RELATED DRAWINGS, INCLUDING ARCHITECTURAL, MECHANICAL, ELECTRICAL, FIRE SPRINKLER, ETC. 13.CONTRACTOR SHALL HAVE TRUSS SHOP DRAWINGS APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER OF RECORD AT THE JOB SITE PRIOR TO POURING THE FOUNDATION CONCRETE. B:FRAMING 1.ALL FRAMING SHALL CONFORM TO THE GRADES AS SET FORTH BY THE W.C.L.I.B. OR W.W.P.A. AND THE CBC. ALL LUMBER SHALL BEAR THE GRADE STAMP OF AN APPROVED TESTING AGENCY, EXCEPT ARCHITECTURALLY EXPOSED LUMBER. 2.ALL LUMBER USED FOR STRUCTURAL PURPOSES SHALL BE DOUGLAS FIR LARCH AND COMPLY WITH DOC PS20. 3.ALL WOOD IN CONTACT WITH THE GROUND, A MASONRY OR CONCRETE FOUNDATION WALL, OR SLAB ON GRADE SHALL BE PRESSURE TREATED IN ACCORDANCE WITH CBC 2304.12. 4.ALL CONVENTIONALLY FRAMED PORTIONS OF THE STRUCTURE SHALL BE BUILT IN ACCORDANCE WITH CBC SECTION 2308. 5.THE MINIMUM GRADE OF LUMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: SILL PLATES P.T.D.F. STANDARD AND BETTER 2X4 STANDARD AND BETTER OR STUD GRADE 3X DF-L #2 2X6 TO 2X14 DF-L #2 4X12 OR SMALLER DF-L #2 4X14 OR LARGER DF-L #2 6X AND 8X DF-L #1 6.ALL LUMBER SHALL HAVE MOISTURE CONTENT OF LESS THAN 19% PRIOR TO ENCLOSING WALL AND FLOOR FRAMING. THREE RANDOM MOISTURE READINGS PER CGBC 4.505.3 SHALL BE PERFORMED AND SUBMITTED TO THE CITY BUILDING OFFICIAL. 7.NAILING SHALL BE PER CBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. 8.TIMBER CONNECTORS AND FASTENERS SHALL BE IN ACCORDANCE WITH CBC 2304.10. 9.PRE-DRILL AS REQUIRED TO PREVENT WOOD SPLITTING. 10.PROVIDE 1X6 DIAGONAL LET-IN BRACING AT 25 FEET ON CENTER FOR STUD WALLS NOT FULLY SHEATHED. NAIL WITH TWO 8d'S PER STUD AND 3-8d'S AT EACH END TO TOP PLATE / SILL PLATE. 11.PROVIDE SINGLE JOIST BELOW NON-BEARING PARTITIONS PARALLEL TO FLOOR FRAMING. PROVIDE DOUBLE JOISTS BELOW BEARING PARTITIONS PARALLEL TO FLOOR FRAMING, UNLESS NOTED OTHERWISE. 12.WHERE PIPES ARE PLACED IN OR PARTLY IN A PARTITION AND NECESSITATE THE CUTTING OF THE SOLES OR PLATES, A METAL TIE NOT LESS THAN 0.058" X 1.5" WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN 6-16D NAILS. 13.ALL STRUCTURAL SHEATHING (PLYWOOD OR OSB) SHALL BE IDENTIFIED WITH THE GRADE TRADEMARK OF APA - THE ENGINEERED WOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF PRODUCTS STANDARD PS 1-09, PS2-10 OR APA PRP 108. ALL SHEATHING WHICH HAS ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. SPAN RATING SHALL NEVER BE LESS THAN THE ON CENTER SPACING OF SUPPORTS. SHEATHING LESS THAN 24 INCHES IN ANY DIMENSION SHALL NOT BE USED IN STRUCTURAL APPLICATIONS. SPACING OF 1/8" IS RECOMMENDED AT PANEL ENDS AND EDGES. ROOF SHEATHING: 19/32" APA RATED SHEATHING, EXP 1, 32/16 SPAN RATING WITH 8d COMMON @ 6" O.C. AT SHEATHING EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. LAY SHEATHING WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS. FLOOR / DECK SHEATHING: 23/32" APA RATED STURD-I-FLOOR SHEATHING, EXP 1, WITH MINIMUM SPAN RATING OF 24" O.C. SHEATHING SHALL BE GLUED PER APA AFG-01 OR ASTM D3498 AND NAILED WITH 10d COMMON (OR 10d RING SHANK / SCREW SHANK) @ 6" O.C. AT SHEATHING EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. SIMPSON QUICK DRIVE SCREWS (ER-1472) MAY BE SUBSTITUTED FOR THE 10d COMMON NAILING. LAY SHEATHING WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS. USE ADHESIVE MEETING APA SPECIFICATION AFG-01 OR ASTM D-3498, APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 14.ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS: DL: 16 PSF AT TOP CHORD FOR CONCRETE TILE ROOF (ROOFING MAX WEIGHT 12 PSF, ADJUST TOP CHORD LOAD FOR SLOPE), 10 PSF AT TOP CHORD FOR BUILT UP ROOF (ROOFING MAX WEIGHT 6 PSF, INCLUDING RE-ROOF) 10 PSF AT BOTTOM CHORD FOR SINGLE LAYER OF DRYWALL 13 PSF AT BOTTOM CHORD FOR DOUBLE LAYER OF DRYWALL 13 PSF AT BOTTOM CHORD FOR STUCCO CEILING LL:20 PSF AT TOP CHORD 10 PSF AT BOTTOM CHORD (NON-CONCURRENT WITH TOP CHORD LL) ADDITIONAL LOAD: EQUIPMENT ON ROOF: IN ADDITION TO DL AND LL, TRUSSES SHALL BE DESIGNED TO SUPPORT THE INSTALLED AND OPERATING WEIGHT OF ALL ROOFTOP EQUIPMENT AND EQUIPMENT PADS. THE LOCATION AND CORRESPONDING DESIGN WEIGHTS OF ALL ROOFTOP EQUIPMENT SHALL BE INDICATED ON THE TRUSS SHOP DRAWING LAYOUT PLAN. ARCHITECTURAL FEATURES: IN ADDITION TO DL AND LL, TRUSSES SHALL BE DESIGNED TO SUPPORT ANY SUSPENDED / CEILING MOUNTED ARCHITECTURAL FEATURES LIKE CHANDELIERS. LOCATION AND WEIGHT OF SUCH FEATURES SHALL BE INDICATED ON THE TRUSS LAYOUT. WE RECOMMEND USING A 500# POINT LOAD AS A MINIMUM. COORDINATE WITH ARCH AND DEVELOPER / OWNER FOR ACTUAL LOADING. OVERHANGS: OVERHANGS SHALL BE DESIGNED TO SUPPORT ROOFING AND SOFFIT OF OVERHANG. REFER TO ARCH PLANS. USE 25 PSF DL MIN WHERE STUCCO SOFFIT EXISTS. 15.ALL GABLE END TRUSSES (GET) SHALL BE DESIGNED TO TRANSFER 180 PLF FROM THE TOP CHORD TO THE LOCATION OF THE SHEAR WALL OR DRAG STRAP CONNECTED TO THE BOTTOM CHORD. DESIGN CRITERIA BUILDING CODE: 2022 CALIFORNIA BUILDING CODE WIND DESIGN DATA: WIND SPEED (ULTIMATE) = 110 MPH WIND RISK CATEGORY = II WIND EXPOSURE = C INTERNAL PRESSURE COEFFICIENT = ± 0.18 SEISMIC DESIGN DATA: SS = 1.934; S1 = 0.696; SMS = 1.934; SDS = 1.289 SEISMIC IMPORTANCE FACTOR = 1.0 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D SITE CLASS = D REDUNDANCY FACTOR = 1.0 ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE RESISTING SYSTEM: LIGHT-FRAME (WOOD) WALLS SHEATHED W/ WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE CS = 0.198; R = 6.5 LOADING: DEAD LOAD:LIVE LOAD: ROOF = 21 PSF; FLOOR = 19 PSF; DECK = 13 PSF ROOF = 20 PSF;FLOOR = 40 PSF; DECK = 60 PSF GEOTECHNICAL INFORMATION: GEOTECHNICAL ENGINEER:EGL, INC. SOIL REPORT #:21-177-002GE SOIL REPORT DATE:APRIL 7, 2023 BEARING CAPACITY =1,800 PSF ABBREVIATIONS ABBREVIATION DESCRIPTION AB ANCHOR BOLT ADD'L ADDITIONAL ADJ ADJACENT ABV ABOVE ALT ALTERNATE ARCH ARCHITECTURAL B BOTTOM BLDG BUILDING BLKG BLOCKING BLW BELOW BM BEAM BN BOUNDARY NAILING BOT BOTTOM BRG BEARING C CAMBER CANT CANTILEVER CB CEILING BEAM CBC CALIFORNIA BUILDING CODE CJ CEILING JOIST CL CENTERLINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECT, CONNECTION CONT CONTINUOUS D DEEP, DEPTH DF DOUGLAS FIR LARCH DIA DIAMETER DIM DIMENSION DJ DECK JOIST DL DEAD LOAD DT DRAG TRUSS DWG DRAWING(S) E OR EXIST EXISTING EA EACH ELEV ELEVATION ENGR ENGINEER EQ EQUAL ES EACH SIDE EW EACH WAY EXT EXTERIOR FND FOUNDATION FF FINISH FLOOR FG FINISH GRADE FH FULL HEIGHT FJ FLOOR JOIST ABBREVIATION DESCRIPTION FL FLUSH FLR FLOOR F.O.B.FACE OF BEAM F.O.W.FACE OF WALL FRG FRAMING FTG FOOTING FT FOOT (FEET) GA GAGE GALV GALVINIZED G.C.GENERAL CONTRACTOR GET GABLE END TRUSS GLB GLU LAM BEAM GT GIRDER TRUSS H OR HT HEIGHT HB HIP BEAM HD HOLD DOWN STRAP OR DEVICE HDR HEADER HGR OR HNGR HANGER HOR HORIZONTAL HSS HOLLOW STRUCTURAL STEEL (TUBE) INT INTERIOR INV INVERTED JST JOIST K KIP (1000 POUNDS) KP KING POST KS KING STUD LL LIVE LOAD LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER MANUF MANUFACTURER, MANUFACTURED MAX MAXIMUM MB MACHINE BOLT MIN MINIMUM ML MICROLLAM MULT MULTIPLE N NEW NG NATURAL OR COMPACTED GRADE NTS NOT TO SCALE O/OVER O.C.ON CENTER OD OUTSIDE DIAMETER PERP PERPENDICULAR PSL PARALLAM PT POST TENSION SHEET INDEX SD0 STRUCTURAL SPECIFICATIONS S1 FOUNDATION PLAN S2 SECOND FLOOR FRAMING PLAN S3 THIRD FLOOR FRAMING PLAN S4 ROOF FRAMING PLAN SD1 STRUCTURAL DETAILS SD2 STRUCTURAL DETAILS SD3 STRUCTURAL DETAILS SD4 STRUCTURAL DETAILS WSWH1.1 WSWH STRONG-WALL DETAILS WSWH2 WSWH STRONG-WALL DETAILS P:STRUCTURAL OBSERVATION 1.STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE VISIBLE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. 2.STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY CBC SECTION 110, 1704, OR OTHER SECTION OF THE APPLICABLE CODE AND APPROVED PLANS. 3.STRUCTURAL OBSERVATION IS REQUIRED AT THE FOLLOWING SIGNIFICANT STAGES OF CONSTRUCTION: A.FOUNDATION GEOMETRY, HARDWARE AND REBAR PRIOR TO POURING OF CONCRETE. B.STRUCTURAL FRAMING PRIOR TO COVERING OR INSULATION. 4.THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD OR HIS DESIGNEE TO PERFORM STRUCTURAL OBSERVATION. 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING STRUCTURAL OBSERVATIONS WITH JKL STRUCTURAL, INC. A MINIMUM OF 3 BUSINESS DAYS ADVANCE NOTICE IS REQUIRED TO SCHEDULE OBSERVATIONS. ABBREVIATION DESCRIPTION PTDF PRESSURE TREATED DOUGLAS FIR PLYWD PLYWOOD PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT RAFT RAFTER RB RIDGE BEAM RR ROOF RAFTER REINF REINFORCEMENT RF ROOF REQ'D REQUIRED REQ'T REQUIREMENT RT ROOF TRUSS(ES) SAD SEE ARCHITECTURAL DRAWINGS SCHED OR SCH SCHEDULE SEL SELECT SHR SHEAR SHTG SHEATHING SIM SIMILAR SIMP SIMPSON SPECS SPECIFICATIONS SQ SQUARE STAGG STAGGERED STD STANDARD STL STEEL STRUCT STRUCTURAL SW SHEAR WALL OR STRONG WALL SYM SYMMETRICAL T TOP TOC TOP OF CURB TOS TOP OF SLAB OR TOP OF STEEL T&G TONGUE AND GROOVE THK THICK TRIM OR TR TRIMMER TS TIMBERSTRAND TYP TYPICAL UNO UNLESS NOTED OTHERWISE V OR VERT VERTICAL VB VALLEY BEAM VIF VERIFY IN FIELD WD WOOD WT WEIGHT W/WITH W/O WITHOUT MANUFACTURER ILEVEL LOUISIANA PACIFIC BOISE CASCADE ROSEBURG ICC-ES REPORT ESR-1153 ESR-1305 ESR-1336 ESR-1251 DEPTH 1178" 14"/16" TJI 210 LPI 36 BCI 6000-1.7 RFPI-400 TJI 360 LPI 56 BCI 60-2.0 RFPI-70 TJI 560 -BCI 90-2.0 RFPI-90 LPI 32 PLUS LPI 56 - TJI 210 TJI 360 TJI 560 BCI 6000-1.8 BCI 60-2.0 - RFPI-400 RFPI-70 RFPI-90 TYP. ROOF & FLOOR SHEATHING LAYOUT WALL SHEATHING SHALL BE INSTALLED PERPENDICULAR TO FRAMING MEMBERS W/ GLUE PER APA AFG-01 OR ASTM D3498 BN AT ALL SHEATHING EDGES (MIN 38" EDGE DISTANCE) OFFSET SECOND ROW OF SHEATHING BY LENGTH OF ONE PANEL FIELD NAILING ADD BLKG. AT BLOCKED DIAPHRAGMS EN TO MATCH BN FRAMING MEMBERS H:ENGINEERED LUMBER 1.FOLLOW ALL MANUFACTURER RECOMMENDATIONS FOR DRILLING, NOTCHING, HANDLING, STORAGE, BRACING, AND ERECTION OF PREFABRICATED FRAMING MEMBERS. 2.1.25" AND 1.5" WIDE LSL RIM MANUFACTURERS (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL RIMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,300,000 PSI; Fb = 1,700 PSI; Fcperp = 680 PSI; Fv = 400 PSI; AND VERTICAL LOAD CAPACITY = 4250 PLF 3.LSL BEAMS (1.75" AND WIDER) MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,550,000 PSI; Fb = 2,325 PSI; Fcperp = 800 PSI; AND Fv = 400 PSI. 4.ML BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST MICROLLAM (ICC ESR-1387), BOISE CASCADE VERSALAM (ICC ESR-1040), AND LOUSIANA PACIFIC LPLVL (ICC ESR-1254). ML BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,900,000 PSI; Fb = 2,600 PSI; Fcperp = 750 PSI; AND Fv = 285 PSI. 5.PSL BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST PARALLAM (ICC ESR-1387). PSL BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 2,000,000 PSI; Fb = 2,900 PSI; Fcperp = 750 PSI; AND Fv = 290 PSI. 6.I-JOIST MANUFACTURERS (AND APPROVAL REPORTS) ARE: ILEVEL (ICC ESR-1153); LOUSIANA PACIFIC (ICC ESR-1305); BOISE CASCADE (ICC ESR-1336), ROSEBURG (ICC ESR-1251). SEE TABLE BELOW FOR ALLOWABLE JOIST SUBSTITUTIONS. G:GLUED-LAMINATED BEAMS 1.GLUED LAMINATED BEAMS SHALL CONFORM TO THE "AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER", AITC / APA-EWS 117, ANSI / AITC A-190.1 AND ALL APPROVED SUPPLEMENTS THEREOF. 2.INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2" IN THICKNESS. 3.SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR 24F V-4 AND CANTILEVER SPANS SHALL BE DOUGLAS FIR 24F V-8. 4.WHERE SIZES OF 318" WIDE OR 518" WIDE ARE SPECIFIED, WIDTHS OF 3.5" AND 5.5", RESPECTIVELY, MAY BE SUBSTITUTED. 5.BEAMS SHALL BEAR A LEGIBLE APA-EWS OR AITC GRADE STAMP. 6.APPROVED INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE BUILDING INSPECTOR OR BUILDING DEPARTMENT PRIOR TO ERECTION. CERTIFICATES SHALL INCLUDE THE QUALITY CONTROL INSPECTION DATA. 7.END OF BEAMS SHALL BE SEALED AND BEAMS SHALL BE LOAD WRAPPED FOR PROTECTION PRIOR TO CONSTRUCTION. STORAGE OF GLB'S SHALL COMPLY WITH AITC 111-79. 8.GLB'S PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE FACTORY PRESSURE TREATED. 9.ALL GLB'S BEAMS SHALL HAVE STANDARD CAMBER (RADIUS OF 3,500 FEET), UNLESS NOTE OTHERWISE. 10.MOISTURE CONTENT IN SERVICE SHALL BE BETWEEN 8% AND 12%. 11.BEAMS SHALL CONFORM TO APA-EWS OR AITC FRAMING OR INDUSTRIAL GRADE APPEARANCE, UNLESS NOTED OTHERWISE. 12.REFER TO ARCHITECTURAL PLANS FOR FINISH OF ARCHITECTURALLY EXPOSED GLB'S (ARCHITECTURAL OR PREMIUM GRADE APPEARANCE CLASSIFICATION). 13.GLB'S SHALL MEET THE FOLLOWING MINIMUM ALLOWABLE STRESS REQUIREMENTS: FLEXURAL STRESS 2,400 PSI TENSION PARALLEL TO GRAIN 1,100 PSI COMPRESSION PARALLEL TO GRAIN 1,650 PSI HORIZONTAL SHEAR PERP. TO WIDE FACE 240 PSI MODULUS OF ELASTICITY 1,800,000 PSI COMPRESSION PERP TO GRAIN 650 PSI F:REBAR 1.ALL REBAR SHALL CONFORM TO ASTM A-615 (GRADE 40 FOR SIZES #3 AND #4; GRADE 60 FOR SIZES #5 AND LARGER). 2.WELDED WIRE MESH / FABRIC SHALL CONFORM TO ASTM A-185 (GRADE 65) AND BE LAPPED 1.5 SPACES (12" MINIMUM) FOR PLAIN WIRE AND ASTM A-497 (GRADE 75) FOR DEFORMED BAR. 3.REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706. 4.DETAILS OF REINFORCING SHALL CONFORM TO THE CURRENT ACI CODE. 5.REINFORCING BAR BENDS SHALL BE BENT COLD. 6.WELDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH AWS D1.4. USE LOW HYDROGEN ELECTRODES AND PREHEAT. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. 7.SPLICES OF HORIZONTAL BARS IN WALLS AND FOOTINGS SHALL BE STAGGERED AT LEAST 48" MINIMUM. D:CONCRETE 1.CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND SHALL BE STAMPED AND SIGNED BY A LICENSED CIVIL OR STRUCTURAL ENGINEER. 2.THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT THE MIX DESIGN WILL ATTAIN THE REQUIRED SPECIFIED STRENGTH AND SHRINKAGE CHARACTERISTICS. 3.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-14 TABLE 19.3.1.1 AND 19.3.2.1 4.MAXIMUM SLUMP OF NORMAL WEIGHT CONCRETE SHALL NOT EXCEED 4". 5.READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94. 6.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. 7.AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. 8.THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI (3000 PSI FOR FOOTINGS AND GRADE BEAMS OF THREE STORY AND TALLER STRUCTURES) UNLESS OTHERWISE NOTED. 9.SPECIAL INSPECTION IS REQUIRED ON CONCRETE WORK WHERE THE SPECIFIED ULTIMATE COMPRESSIVE DESIGN STRENGTH EXCEEDS 2500 PSI. 10.REFER TO REQUIREMENTS IN ACI 318-14 TABLES 19.3.1.1, 19.3.2.1, & 19.3.3.1 FOR CONCRETE EXPOSED TO FROST, DEICING CHEMICALS, SULFATE, CORROSION, OR OTHER SPECIAL EXPOSURE CONDITIONS. 11.FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND SERVICEABILITY OF THE STRUCTURE. CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE SUFFICIENT STRENGTH NOT TO BE DAMAGED BY REMOVAL OF FORMS. C:SUBGRADE AND FOUNDATION 1.THE FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL REPORT REFERENCED IN THE DESIGN CRITERIA SECTION OF THIS SHEET. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL REQUIREMENTS SET FORTH BY THE REFERENCED GEOTECHNICAL REPORT AND MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES. 2.THE GEOTECHNICAL REPORT IN ITS ENTIRETY SHALL BE MADE A PART OF THE CONTRACT DOCUMENTS. 3.THE ENGINEER OF RECORD SHALL BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA MADE BY THE SOIL ENGINEER IN THE COURSE OF CONSTRUCTION. 4.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON COMPACTED FILL APPROVED BY THE GEOTECHNICAL ENGINEER. CONTRACTOR SHALL PROVIDE BUILDING INSPECTOR WITH COMPACTION REPORTS AND WRITTEN APPROVAL OF COMPACTED FILL FROM THE GEOTECHNICAL ENGINEER FOR ALL REQUIRED FILL. 5.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM RELATIVE COMPACTION OF 90% IN ACCORDANCE WITH ASTM D-1557. 6.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL SECTIONS DURING EXCAVATION, AND SHORING FOR FORMING AND PLACEMENT OF CONCRETE. 7.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE ALL FOUNDATION TRENCHES PRIOR TO CALLING FOR CITY FOUNDATION INSPECTION AND PLACING REINFORCING AND/OR CONCRETE. THE CONTRACTOR SHALL SUBMIT THE GEOTECHNICAL ENGINEER'S WRITTEN APPROVAL OF THE FOUNDATION TRENCHES TO THE CITY BUILDING INSPECTOR. 8.ALL RETAINING WALLS HAVE BEEN DESIGNED FOR A FREE DRAINING CONDITION. DESIGN OF THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE REQUIREMENTS OF THE SOILS REPORT. BACK FILL AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED. BACKFILL SHALL BE ACCOMPLISHED IN SUCH A MANNER AS TO NOT CAUSE A SURCHARGE ON THE RETAINING WALL. 9.SOIL CORROSIVENESS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. WHERE REQUIRED, MITIGATION MEASURES FOR CORROSIVE SOILS SHALL BE PROVIDED BY A GEOTECHNICAL ENGINEER, CORROSION ENGINEER, OR OTHER EXPERT IN THE MITIGATION MEASURES. E:CONCRETE MASONRY 1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CBC CHAPTER 21. 2.CONCRETE MASONRY UNITS SHALL CONFORM ASTM C-90. CONCRETE BRICK SHALL CONFORM TO ASTM C55, SPECIFICATIONS FOR CONCRETE BUILDING BRICK. 3.SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE. 4.CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS TO BE FILLED FOR POURS EXCEEDING 4 FEET IN HEIGHT. 5.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270 AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR MASONRY STRUCTURES (TMS 602-16/ACI 530.1-16/ASCE 6-16). 6.GROUT SHALL COMPLY WITH ARTICLE 2.2 & 2.6B OF TMS 602-16/ACI 530.1-16/ASCE 6-16 AND SHALL ATTAIN A MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 2000 PSI OR THE REQUIRED COMPRESSION, F'M, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019. 7.GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. 8.GRADE N CONCRETE BRICKS SHALL BE USED AS ARCHITECTURAL VENEER AND GRADE S CONCRETE BRICKS SHALL BE FOR GENERAL USE AND RESISTANCE TO FROST AND MOISTURE PENETRATION IS REQUIRED. Q:FASTENING SCHEDULE (PER SECTION 2308.10.1, TABLE 2308.10.1) FOR SI:1 INCH = 25.4MM A.COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. B.NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. C.COMMON OR DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). D.COMMON (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). E.DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). F.CORROSION-RESISTANT SIDING (6d-178" X 0.106"; 8d-238" X 0.128") OR CASING (6d-2" X 0.099"; 8d-212" X 0.113") NAIL. G.FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. H.CORROSION-RESISTANT ROOFING NAILS WITH 716 INCH DIAMETER HEAD AND 112 INCH LENGTH FOR 12 INCH SHEATHING AND 134 INCH LENGTH FOR 2532 INCH SHEATHING. J.CASING (112" X 0.080") OR FINISH (112" X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. K.PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. L.FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (212" X 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. N.FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. O.FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING FASTENING 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS LOCATION TOENAIL CONNECTION 1.JOIST TO SILL OR GIRDER A 2-8d COMMON (212" X 0.131") 2-3" X 0.131" NAILS 2.BRIDGING TO JOIST TOENAIL EACH END 3.1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON (212" X 0.131")FACE NAIL 4.WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3-8d COMMON (212" X 0.131")FACE NAIL 5.2" SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON (312" X 0.162")BLIND AND FACE NAIL 6.SOLE PLATE TO JOIST OR BLOCKING 16d (312" X 0.135") AT 16" O.C. 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 16d (312" X 0.135") AT 16" 4-3" X 0.131" NAILS AT 16" SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL BRACED WALL PANELS 7.TOP PLATE TO STUD 2-16d COMMON (312 X 0.162") 3-3" X 0.131" NAILS END NAILS 8.STUDS TO SOLE PLATE 4-8d COMMON (212" X 0.131") 4-3" X 0.131" NAILS TOENAIL 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS END NAILS 9.DOUBLE STUDS 16d (312 X 0.135") AT 24" O.C. 3" X 0.131" NAIL AT 8" O.C. FACE NAILS 16d (312" X 0.131") AT 16" O.C. 3" X 0.131" NAIL AT 12" O.C. 8-16d COMMON (312" X 0.162") 12-3" X 0.131" NAILS LAP SPLICE TYPICAL FACE NAIL10.DOUBLE TOP PLATES DOUBLE TOP PLATES 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS 11.BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE TOENAIL 12.RIM JOIST TO TOP PLATE 8d (212" X 0.131") AT 6" O.C. 3" X 0.131" NAIL AT 6" O.C. TOENAIL 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS FACE NAIL13.TOP PLATES, LAPS AND INTERSECTIONS 14.CONTINUOUS HEADER, TWO PIECES 16d COMMON (312" X 0.162")16" O.C. ALONG EDGE 15.CEILING JOISTS TO PLATE 3-8d COMMON (212" X 0.131") 5-3" X 0.131" NAILS TOENAIL 16.CONTINUOUS HEADER TO STUD 4-8d COMMON (212" X 0.131")TOENAIL 3-16d COMMON (312" X 0.162") MINIMUM, TABLE 2308.10.4.1 4-3" X 0.131"NAILS 17.CEILING JOISTS, LAPS OVER PARTITIONS (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) FACE NAIL 3-16d COMMON (312" X 0.162") MINIMUM, TABLE 2308.10.4.1 4-3" X 0.131"NAILS 18.CEILING JOISTS TO PARALLEL RAFTERS (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) FACE NAIL 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS 19.RAFTER TO PLATE (SEE SECTION 2308.10.1, TABLE 2308.10.1) TOENAIL 2-8d COMMON (212" X 0.131") 2-3" X 0.131" NAILS 20.1" DIAGONAL BRACE TO EACH STUD AND PLATE FACE NAIL 21.1" X 8" SHEATHING TO EACH BEARING 3-8d COMMON (212" X 0.131")FACE NAIL 3-8d COMMON (212" X 0.131")FACE NAIL22.WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 16d COMMON (312" X 0.162") 3" X 0.131" NAILS 23.BUILT-UP CORNER STUDS 24" O.C. 16" O.C. 2-20d COMMON (4" X 0.192") 3-3" X 0.131" NAILS 20d COMMON (4" X 0.192") 32" 3" X 0.131" NAIL AT 24" O.C. 24.BUILT-UP GIRDER AND BEAMS FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES FACE NAIL AT ENDS AND AT EACH SPLICE 25.2" PLANKS 16d COMMON (312" X 0.162")AT EACH BEARING 3-10d COMMON (3" X 0.148") 4-3" X 0.131" NAILS FACE NAIL26.COLLAR TIE TO RAFTER 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS 3-10d COMMON (3" X 0.148") 4-3" X 0.131" NAILS FACE NAIL TOENAIL27.JACK RAFTER TO HIP 28.ROOF RAFTER TO 2-BY RIDGE BEAM 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS TOENAIL FACE NAIL 3-16d COMMON (312" X 0.162") 4-3" X 0.131" NAILS 29.JOIST TO BAND JOIST FACE NAIL 3-16d COMMON (312" X 0.162") 4-3" X 0.131" NAILS 30.LEDGER STRIP FACE NAIL 31.WOOD STRUCTURAL PANELS AND PARTICLEBOARD SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING) 32.PANEL SIDING (TO FRAMING) 33.FIBERBOARD SHEATHINGG 34.INTERIOR PANELING 12" AND LESS 6d 238" X 0.113" NAIL 1932" TO 34"8d OR 6d 238" X 0.113" NAIL 78" TO 1"8d 118" TO 114"10d OR 8d B C,L N ED P E D D 34" AND LESS 6d 78" TO 1"8d 118" TO 114"10d OR 8d E ED 12" OR LESS 6d 58"8d F F 12"NO. 11 GAGE ROOFING NAIL 6d COMMON NAIL (2" X 0.113") 2532"NO. 11 GAGE ROOFING NAIL 8d COMMON NAIL (212" X 0.131") H H 14"4d 38"6dK J JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL SD0 ST R U C T U R A L S P E C I F I C A T I O N S FOUNDATION PLAN JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL S1 FO U N D A T I O N P L A N 4x 4 HTT 4 SD1 1 SLAB ON GRADE. SEE SCHEDULE. EDGE OF FOOTING BELOW. SEE SCHEDULE. SLAB EDGE OR CHANGE IN ELEVATION. 4. DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL CALLOUT 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION. DETAIL NUMBER SHEET NUMBER 2. 1. (SEE DETAILS ON SD1) 4" MIN SLAB THICKNESS 12 X 12 30" SQ MIN. X 24" D MIN. 18 X 24 AT SLAB CENTERLINE GRADE BM. SLAB ON GRADE*#4 @ 16" O.C. EACH WAY ISOLATED PAD DESCRIPTION INT. CONT. #5 @ 12" O.C. EACH WAY W x D (INCHES)REBAR REQUIREMENT 2-#5 TOP AND BOTTOM EXT. CONT.18 X 24 2-#5 TOP AND BOTTOM TIE BEAM 2-#5 TOP AND BOTTOM *PER THE GEOTECHNICAL REPORT, CONCRETE SLABS IN MOISTURE SENSITIVE AREAS SHOULD BE UNDERLAIN WITH A VAPOR BARRIER CONSISTING OF 10 MIL VAPOR BARRIER WITH ALL LAPS SEALED, AND A MINIMUM OF 2" SAND OVER THE MEMBRANE. IF CONCRETE IS TO BE POURED DIRECTLY ON THE VAPOR BARRIER, MINIMUM CONCRETE f'c SHALL BE 4500 psi. ALL SUBGRADE AND FOUNDATION RECOMMENDATIONS SHALL BE CONFIRMED WITH THE FINAL GEOTECHNICAL REPORT. 16 5/8 0.2290.2290.2290.2290.229 33333 16 5/8 SHEAR NO 2 3/16 SQUARE SIZE (INCHES) THICKNESS (INCHES) PLATE WASHER 2x2x 2424 5/85/85/8 2x2x2xMUD SILL SHEAR WALL DESIGNATION CONSTRUCTION BOLT DIAMETER (INCHES) SPACING (INCHES O.C.) 1/2 48 32 2x FOOTNOTES FOOTNOTES: A.FOR INTERIOR NON-SHEAR WALLS, SHOT PINS MAY BE USED IN LIEU OF ANCHOR BOLTS. USE 0.145" SHOT PINS @ 24" O.C. MIN. WITH MIN. 1.25" PENETRATION INTO CONCRETE (ICC-ES REPORT #2379). B.THE HOLE IN 3" SQUARE PLATE WASHERS FOR ANCHOR BOLTS MAY BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 316" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 134", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. C.SQUARE PLATE WASHERS SHALL EXTEND TO WITHIN 12" OF THE EDGE OF THE SILL PLATE ON SHEATHING SIDE. D.STANDARD CUT WASHERS ARE PERMITTED PER ANSI / AF AND PA SDPWS - 2015 TABLE A2. E.ALL FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE-TREATED WOOD SHALL BE FIELD-TREATED PER AWPA M4. THE SPECIFIED FOOTING EMBEDMENT DEPTH, D, SHALL BE MEASURED FROM THE LOWEST ADJACENT FINAL COMPACTED OR NATURAL GRADE WITHIN 5' OF THE BUILDING FOOTPRINT. SLOPES OF ADJACENT AREAS SHALL BE CONSIDERED WHEN DETERMINING THIS MINIMUM EMBEDMENT DEPTH REQUIREMENT. 1.THE NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES SHALL APPLY TO ALL FOUNDATION CONSTRUCTION. 2.ALL FOUNDATION RECOMMENDATIONS ARE BASED ON THE SOILS REPORT LISTED ON SHEET SD0. IF THE REPORT'S RECOMMENDATIONS ARE MODIFIED IN ANY WAY, THE ENGINEER OF RECORD AND THE ARCHITECT SHALL BE NOTIFIED. 3.THE REQUIREMENTS OF THE SOILS REPORT SHALL GOVERN IF THEY ARE MORE STRINGENT THAN THE REQUIREMENTS OF THESE PLANS. 4.FOUNDATION PLANS AND DETAILS SHALL BE REVIEWED AND STAMPED BY GEOTECHNICAL ENGINEER OF RECORD. 5.FOUNDATION SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE OR INSPECTION BY THE LOCAL JURISDICTION. 6.ALL FOUNDATION HARDWARE AND REINFORCEMENT SHALL BE SECURELY TIED IN PLACE PRIOR TO FOUNDATION INSPECTION AND CONCRETE POUR. 7.GARAGE SHALL BE SLOPED TO DRAIN PER ARCHITECTURAL PLANS. 8.CRACK CONTROL JOINTS (SAWCUTS) ARE RECOMMENDED AT 15' O.C. MAX IN EACH DIRECTION FOR CONVENTIONAL CONCRETE SLABS. ADDITIONAL JOINTS MAY BE ADDED IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES AND CONTRACTOR EXPERIENCE. 9.PLUMBING SHALL NOT BE INSTALLED IN SHEAR WALLS. 10.ALL PAVING, FLAT WORK, PLANTERS, AND GRADE ADJACENT TO THE BUILDING SHALL SLOPE AWAY FROM THE BUILDING. FOUNDATION NOTES FOUNDATION LEGEND FOOTING & SLAB SCHEDULE ANCHOR BOLT SCHEDULE TYPICAL FOUNDATION DETAILS, UNO DESCRIPTION DETAIL EXTERIOR FOOTING SD1 1 INTERIOR FOOTING SD1 2 HOLD DOWN ANCHOR SD1 8 ANCHOR BOLTS SD1 14 DESCRIPTION DETAIL 3. 8'-0" 4 GARAGE CURB FOOTING SD1 5 6 4 3 2 1 INTERIOR PAD FOOTING SD1 3 EXTERIOR PAD FOOTING SD1 4 REFER TO GRADING PLANS FOR LOCATIONS OF DEEPENED FOOTINGS IF OCCURS. DEEPENED FOOTINGS SHALL BE CONSTRUCTED PER DETAIL 1/SD1, UNO. CONTACT JKL IF DEEPER FOOTINGS ARE NEEDED. 18 X 24 2-#5 TOP AND BOTTOM B,C,EA,D,E B,C,E B,C,E B,C,E B,C,E SECOND FLOOR FRAMING PLAN JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL S2 SE C O N D F L O O R F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER (ALTERNATIVELY, 2-2X STUDS MAY BE USED IF THEY ARE STITCHNAILED TOGETHER AT SHEAR WALL EDGE NAILING) B.APA STRUCT 1 RATED SHEATHING C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2.ALL FIELD NAILING SHALL BE 12" O.C. 3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4.ALL SHEATHING EDGES SHALL BE BLOCKED. 5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38" FROM THE EDGE OF THE CONNECTING MEMBERS. 3/8"3/8"3/8" A,C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6"4"3"2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2022 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20"13"10"8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20"13 10"8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1.THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3.WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 4x 4 HT T 4 SD1 1 INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL SECTION 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.6. 5. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" MAX, U.N.O. DJ - INDICATES 2 X 12 DF-L #2 DECK JOISTS AT 16" O.C., U.N.O. (MAX SPAN = 14') RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C. JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C. 4. CANT. **2. 1.** 3. PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES FRAMING MEMBER AS DEFINED BELOW 7. 8. POST ABOVE9. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES INDICATES FRAMING MEMBER AS DEFINED BELOW. DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN DETAIL NUMBER SHEET NUMBER 8'-0" 4 KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. TYPICAL FRAMING DETAILS, UNO DESCRIPTION DETAIL FLOOR FRAMING AT SHEAR SD2 2 FRAMING AT NON-BRG WALL SD2 3 STRUCTURAL WALL FRAMING SD2 12 HOLD DOWN CONNECTIONS SD4 1 DESCRIPTION DETAIL POST AND BEAM CONNECTION SD2 10 DRAG STRAPS SD4 9 TYPICAL STAIR FRAMING SD2 4 TYPICAL TOP PLATE SPLICE SD2 5 AND BEARING WALLS THIRD FLOOR FRAMING PLAN JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL S3 TH I R D F L O O R F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER (ALTERNATIVELY, 2-2X STUDS MAY BE USED IF THEY ARE STITCHNAILED TOGETHER AT SHEAR WALL EDGE NAILING) B.APA STRUCT 1 RATED SHEATHING C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2.ALL FIELD NAILING SHALL BE 12" O.C. 3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4.ALL SHEATHING EDGES SHALL BE BLOCKED. 5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38" FROM THE EDGE OF THE CONNECTING MEMBERS. 3/8"3/8"3/8" A,C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6"4"3"2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2022 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20"13"10"8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20"13 10"8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1.THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3.WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 4x 4 HT T 4 SD1 1 INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL SECTION 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.6. 5. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" MAX, U.N.O. DJ - INDICATES 2 X 12 DF-L #2 DECK JOISTS AT 16" O.C., U.N.O. (MAX SPAN = 14') RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C. JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C. 4. CANT. **2. 1.** 3. PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES FRAMING MEMBER AS DEFINED BELOW 7. 8. POST ABOVE9. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES INDICATES FRAMING MEMBER AS DEFINED BELOW. DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN DETAIL NUMBER SHEET NUMBER 8'-0" 4 KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. TYPICAL FRAMING DETAILS, UNO DESCRIPTION DETAIL FLOOR FRAMING AT SHEAR SD2 2 FRAMING AT NON-BRG WALL SD2 3 STRUCTURAL WALL FRAMING SD2 12 HOLD DOWN CONNECTIONS SD4 1 DESCRIPTION DETAIL POST AND BEAM CONNECTION SD2 10 DRAG STRAPS SD4 9 TYPICAL STAIR FRAMING SD2 4 TYPICAL TOP PLATE SPLICE SD2 5 AND BEARING WALLS ROOF FRAMING PLAN 1 2 3 4 5 1 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL S4 RO O F F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER (ALTERNATIVELY, 2-2X STUDS MAY BE USED IF THEY ARE STITCHNAILED TOGETHER AT SHEAR WALL EDGE NAILING) B.APA STRUCT 1 RATED SHEATHING C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2.ALL FIELD NAILING SHALL BE 12" O.C. 3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4.ALL SHEATHING EDGES SHALL BE BLOCKED. 5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38" FROM THE EDGE OF THE CONNECTING MEMBERS. 3/8"3/8"3/8" A,C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6"4"3"2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2022 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20"13"10"8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20"13 10"8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1.THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3.WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 4x 4 HT T 4 SD1 1 INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL SECTION 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.6. 5. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" MAX, U.N.O. DJ - INDICATES 2 X 12 DF-L #2 DECK JOISTS AT 16" O.C., U.N.O. (MAX SPAN = 14') RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C. JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C. 4. CANT. **2. 1.** 3. PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES FRAMING MEMBER AS DEFINED BELOW 7. 8. POST ABOVE9. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES INDICATES FRAMING MEMBER AS DEFINED BELOW. DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN DETAIL NUMBER SHEET NUMBER 8'-0" 4 TYPICAL ROOF TRUSS DETAILS, U.N.O DESCRIPTION DETAIL RT AT EXTERIOR WALL SD3 1 RT AT INT. NON-BRG WALL SD3 2 RT AT INTERIOR SD3 3 RT AT GIRDER TRUSS 4 DESCRIPTION DETAIL SD3 5 SHR/BRG WALL GABLE END TRUSS TRAY CEILING SD3 SD3 SD3 6 7 RT PARALLEL TO INTERIOR SHEAR WALL SD3 10SHEAR TRANSFER AT CLIPPED TRUSS KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. 4 1 2 3 5 8 13 15 16 14 17 12 < > 18 9 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL SD1 ST R U C T U R A L D E T A I L S 3 4 9 10 13 12 17 5 7 2 18 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL SD2 ST R U C T U R A L D E T A I L S 1 3 4 5 7 8 9 10 14 2 6 15 13 11 12 16 17 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL SD3 ST R U C T U R A L D E T A I L S 6 9 1 2 3 5 11 10 7 4 12 8 14 15 16 18 13 22 25 H CURB 20 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 20 0 S . S E C O N D A V E N U E L L C . 20 0 S . S E C O N D A V E N U E AR C A D I A , C A 9 1 0 0 6 22103 JL JL 04/21/2023 1 PLAN CHECK COMMENTS 08/23/2023 JL 2 PLAN CHECK COMMENTS 11/21/2023 JL 3 PLAN CHECK COMMENTS 01/16/2024 JL SD4 ST R U C T U R A L D E T A I L S ® ® ® ST R O N G - W A L L W S W H AL T E R N A T E A N C H O R A G E D E T A I L S EN G I N E E R E D D E S I G N S ® WSWH1 N.T.S. 03-16-2021 0 10 - 1 2 - 2 0 2 0 FI R S T R E L E A S E - 2 0 1 8 I B C 1 03 - 1 6 - 2 0 2 1 20 2 1 I B C R E V I S I O N S SI M P S O N S t r o n g - T i e , C o . I n c . TH E R E I S N O E Q U A L TH E R E I S N O E Q U A L S:\ @ C G V i s i o n s \ 2 . T e m p l a t e \ L o g o \ L o g o _ S S T _ R G B . p n g S:\ @ C G V i s i o n s \ 2 . T e m p l a t e \ L o g o \ L o g o _ S S T _ R G B . p n g WSWH1.1 ® MODEL NO.W (in.)H (in.)ANCHOR BOLTS TOTAL WALL WEIGHT (lb.)QUANTITY DIA. (in.) ® ® ® ® GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO.TRIMMED PANEL HEIGHTH CURB ROUGH OPENING HEIGHT ® GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 ® WSWH-TP CONNECTION MODEL NO.FASTENER QUANTITY SWS16150 SDS25600 SECTION VIEW 2X6 OR WIDER FRAMING EDGE DISTANCE FOR SCREWS ® ® ® PLAN VIEW SDS SCREW SPACING QTY. OF SDS14"x6" SCREWS REQ'D. SECTION ® · · · · 1" TO 4" SHIM BLOCK418" TO 12" SHIM BLOCK ® CRIPPLE WALL ® ® ® ® ® ® SECTION 4x FRAMING SECTION 6x FRAMING STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL MODELS 1STRONG-WALL® WSWH MODELS 2SINGLE STORY WSWH ON CONCRETE 4STANDARD INSTALLATION BASE CONNECTION 6TOP CONNECTION 9TOP OF WALL HEIGHT ADJUSTMENTS 5WOOD FLOOR SYSTEM BASE CONNECTION 7BACK-TO-BACK TOP CONNECTION 10TRIM ZONE AND ALLOWABLE HOLES 3ALTERNATE WSWH GARAGE FRONT OPTIONS 8RAKE WALL 11NOTES ® 6 - 4 - 5 - 6 - 6 - 4 - 4 - ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES · · · · · ● ● ● WSWH-TP CONNECTION MODEL NO.FASTENER QUANTITY SWS16150 SDS25600 ® SECTION 8x FRAMING ST R O N G - W A L L W S W H FR A M I N G D E T A I L S EN G I N E E R E D D E S I G N S ® WSWH2 N.T.S. 03-16-2021 0 11 - 2 0 - 2 0 2 0 FI R S T R E L E A S E - 2 0 1 8 I B C 1 03 - 1 6 - 2 0 2 1 20 2 1 I B C R E V I S I O N S SI M P S O N S t r o n g - T i e , C o . I n c . TH E R E I S N O E Q U A L TH E R E I S N O E Q U A L MECHANICAL SPECIFICATIONS 3.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 6. PROVISION AND INSTALLATION OF CONDUIT AND WIRING FOR MECHANICAL CONTROLS AND ITS FINAL CONNECTION TO RELATED CONTROLS SHALL BE THE SOLE RESPONSIBILITY OF THE MECHANICAL CONTRACTOR IN ORDER TO HAVE A COMPLETE AND FUNCTIONAL CONTROL SYSTEM. IT IS ACCEPTABLE FOR MECHANICAL CONTRACTOR TO SUB OUT THIS WORK AS LONG AS THE MECHANICAL CONTRACTOR WILL BE RESPONSIBILE FOR ALL RELATED WORK. 7. SHEET METAL PLENUMS TO BE FIELD FABRICATED. SUBMIT SHOP DRAWINGS OF CONSTRUCTION TO ENGINEER FOR REVIEW. 8. FIRE RATED SEALS SHALL BE PROVIDED AT ALL PENETRATIONS THROUGH FIRE RATED AREAS. 9. BALANCE AND ADJUST ALL FANS, DIFFUSERS, REGISTERS AND GRILLES FOR OPTIMUM AIR DISTRIBUTION AND MINIMUM NOISE. SUBMIT A QUALIFIED AIR BALANCE REPORT BY INDEPENDENT AABC REGISTERED AIR BALANCE CONTRACTOR TO THE ENGINEER FOR REVIEW. 10. AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. 11. THE OWNER SHALL BE RESPONSIBLE FOR LEGAL REMOVAL AND OR ABATEMENT OF ASBESTOS INSULATION. CONTACT THE OWNER'S REPRESENTATIVE FOR INSTRUCTIONS, IF ENCOUNTERED IN THE WORK AREA. 12. THE DESIGN ON THE DRAWINGS (ELECTRICAL, STRUCTURAL, ETC.) IS BASED ON THE MANUFACTURER LISTED. IF THE UNIT IS FURNISHED BY ONE OF THE OTHER LISTED MANUFACTURERS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY MODIFICATIONS REQUIRED TO INSTALL SUCH MANUFACTURERS UNIT. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, INCREASES IN UNIT ELECTRICAL FEEDER SIZES, SWITCH AND FUSE OR BREAKER SIZES, ETC. 13.ELECTRICAL CONTRACTOR SHALL PROVIDE CONDUIT AND PULL WIRING FOR CONTROLS. FINAL CONNECTION TO CONTROLS SHALL BE BY MECHANICAL CONTRACTOR. 14.REFRIGERANT PIPING: A.ALL REFRIGERANT PIPING SHALL BE REFRIGERATION GRADE TYPE ACR DEGREASED, SEALED AT MILL COPPER TUBING. B.CONTRACTOR SHALL FURNISH A SWEAT TYPE COMBINATION SIGHT GLASS AND MOISTURE INDICATOR. INCLUDE IN THE REFRIGERATION PIPING A FILTER/DRYER. C.A SWEAT TYPE 3 WAY VALVE SHALL BE INSTALLED IN THE LIQUID LINE FOR CHARGING AND EVACUATING. D.HANGERS AND SUPPORTS: 1)ALL TUBING SHALL BE SECURELY SUPPORTED AND ANCHORED WITH "UNISTRUT" OR EQUAL CLAMPS AND CHANNELS; RUBBER GROMMETS SHALL BE USED BETWEEN TUBING AND CLAMPS TO PROTECT THE TUBING FROM POSSIBLE RUBBING. 15.CHARGING: A.THE PROPER AMOUNT OF REFRIGERANT SHALL BE CHARGED INTO THE SYSTEM THROUGH THE LIQUID LINE. THE OIL LEVEL SHALL BE CHECKED AND OIL EITHER ADDED OR REMOVED TO BRING THE LEVEL IN THE COMPRESSOR TO THE MIDDLE OF THE SIGHT GLASS. B.BEFORE ANY MOTORS ARE OPERATED, THE LUBRICATION SHALL BE CHECKED AND OIL OR GAS ADDED WHERE NECESSARY. 16.UNIT START UP: A.SPLIT SYSTEM UNITS SHALL BE CHARGED WITH OIL AND REFRIGERANT AND STARTED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. 1. THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. 2. THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE MECHANICAL WORK TO THE SATISFACTION OF THE OWNER, ARCHITECT, AND ENGINEER. 3. THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 4. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE MECHANICAL WORK. 5. BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER REPRESENTATIVE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, AND PATCHING TO COMPLETE THE INSTALLATION OF THE MECHANICAL WORK. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 7. ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT DUCTWORK, PIPING AND ELECTRIC SERVICES. 8. ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE BUILDING'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIMES. 9. SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER. 10. THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS AT SUCCESSFUL COMPLETION OF WORK, BEFORE FINA PAYMENT CAN BE APPROVED BY THE OWNER REPRESENTATIVE. 1. ALL EQUIPMENT SHALL BE AS SCHEDULED ON THE PLANS. ANY EQUIPMENT SUBSTITUTION SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT IT MEETS ALL THE REQUIREMENTS SUCH AS CAPACITY, DIMENSIONS, ELECTRICAL DATA, ETC. OF THE SPECIFIED EQUIPMENT SHOWN ON THE DRAWINGS. 2. DUCTWORK SHALL BE PROVIDED AS FOLLOWS: A. ALL SHEET METAL DUCTWORK SHALL BE NEW GALVANIZED SHEET METAL. DUCT GAUGES, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH SMACNA AND THE CALIFORNIA MECHANICAL CODE, 2022 EDITION. B. FLEXIBLE DUCTWORK SHALL BE CASCO "CAL-FLEX" FULLY LINED, UL AND NFPA RATED, INSULATED FIBERGLASS DUCT. LENGTH OF FLEX DUCT SHALL NOT EXCEED 5-FEET. C. FLEXIBLE DUCT CONNECTIONS SHALL BE PROVIDED FOR ALL DUCTWORK ATTACHED TO AIR MOVING EQUIPMENT. FLEXIBLE CONNECTIONS SHALL BE VENTFABRICS "VENTGLASS LA" TYPE 30 OUNCE CLOSELY WOVEN GLASS FABRIC DOUBLE COATED WITH NEOPRENE. PROVIDE SHEET METAL WEATHERCOVER OVER FLEXIBLE CONNECTIONS EXPOSED TO WEATHER. D. ALL TRANSVERSE JOINTS ON NEW DUCTWORK SHALL BE SEALED AIRTIGHT WITH HARDCAST DT FIBERGLASS TAPE SATURATED WITH HARDCAST RTA-50. THE TAPE SHALL EXTEND 1-INCH ON BOTH SIDES OF THE SEAM OR JOINT. E. ALL COMBINATION FIRE/SMOKE DAMPERS SHALL BE TESTED AND LISTED UNDER BOTH UL 555 AND UL 555S. UNITS SHALL BE FACTORY SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE, AND APPROVED ACTUATOR. DAMPERS SHALL HAVE A MINIMUM CLASS II LEAKAGE AND DYNAMIC CLOSURE RATING UNDER UL 555S, POTTORFF MODEL FSD 142 OR APPROVED EQUAL. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. 3. DIFFUSERS, REGISTERS, AND GRILLES HAVE BEEN SIZED ON THE BASIS OF MANUFACTURER AND TYPE INDICATED ON THE PLANS. ALL DIFFUSERS, REGISTERS, AND GRILLES SHALL BE LOCATED TO OPERATE WITHOUT OBJECTIONABLE NOISE OR DRAFTS. 4. PIPING SHALL BE PROVIDED AS FOLLOWS: A. COPPER TUBING. TYPE "L" (REFRIGERANT LINES): 1) PIPING SYST EM SHALL BE ARRANGED TO PREVENT LIQUID REFRIGERANT FROM ENTERING THE COMPRESSOR. PIPING SHALL BE ARRANGED SO OIL WILL RETURN TO THE COMPRESSOR. 2) HORIZONTAL SUCTION LINES SHALL SLOPE TOWARD THE COMPRESSOR. AT THE BOTTOM OF EACH RISER SHALL BE A "U" TRAP. 3) ALL LINES SHALL BE STRAIGHT AND FREE FROM KINKS OR RESTRICTIONS AND SHALL BE PROPERLY WRAPPED TO MINIMIZE VIBRATIONS. B. ALL SWEAT TYPE COPPER FITTINGS SHALL BE WROUGHT COPPER. ALL ELBOWS AND RETURN BENDS SHALL BE LONG RADIUS TYPE EXCEPT FOR TRAPS IN RISERS WHICH MAY BE FORMED OF SHORT SWEEP STREET ELLS OR SHORT RETURN BENDS OF FACTORY FABRICATED TRAPS SUCH AS MUELLER BRASS CO. "U" TRAPS. C. THE PIPING SHALL BE PLANNED AND ARRANGED TO KEEP THE NUMBER OF FITTINGS AT A MINIMUM AND TO KEEP THE RUNS AS SHORT POSSIBLE. ARRANGE THE PIPING SO THAT NORMAL INSPECTION AND SERVICING OF THE COMPRESSOR AND OTHER EQUIPMENT IS NOT HINDERED. DO NOT OBSTRUCT THE VIEW OF THE CRANK CASE OIL SIGHT GLASS OR RUN PIPING SO IT INTERFERES WITH REMOVAL OF THE COMPRESSOR, ACCESS PLATES, FANS, FAN MOTORS, OR OTHER PARTS. D. FOR REFRIGERANT LINE LENGTHS THAT EXCEED 50 EQUIVALENT FEET, VERIFY REFRIGERANT PIPE SIZING WITH MANUFACTURER. PART 1 - GENERAL PART 2 - MATERIALS: E. ALL PIPING, EXCEPT WHERE EXISTING PIPING IS INDICATED TO BE REUSED, SHALL BE NEW PIPING MATERIALS. PIPING SCHEDULE, MATERIALS, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE UNIFORM MECHANICAL CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". F. CONDENSATE DRAIN PIPING SHALL BE TYPE "M" COPPER WITH WROUGHT COPPER FITTINGS FOR 95-5 SOLDER. PLASTIC PIPING IS NOT ACCEPTABLE FOR CONDENSATE DRAIN PIPING. G. FIRE RATED PENETRATION SEALS FOR FLOORS, CEILING AND WALLS SHALL BE PROSET SYSTEM "A" FOR COPPER AND STEEL PIPING. H. PROVIDE PIPE SLEEVES AND ESCUTCHEON PLATES FOR PIPES RUNNING THROUGH WALLS, PARTITIONS, CEILING AND FLOORS EXPOSED TO VIEW. ESCUTCHEON PLATES SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. 5. VALVES AND PIPING SPECIALTIES SHALL BE PROVIDED AS FOLLOWS: A. BALL VALVES 2" AND SMALLER SHALL BE 2-PIECE BRONZE WITH STAINLESS STEEL BALL, TFE SEAT, AND LEVER OPERATOR FOR SCREWED, OR SOLDERED CONNECTION BY NIBCO OR STOCKHAM. PROVIDE LEVER ARM EXTENSION TO CLEAR INSULATION ON ALL SERVICE VALVES. B. BALANCING COCKS 2" AND SMALLER SHALL BE BRONZE BODY, CLASS 150 BY NIBCO OR ARMSTRONG. C. STRAINERS 2" AND SMALLER SHALL BE "Y" PATTERN, CLASS 150, BRONZE BODY, STAINLESS STEEL PLUG, SCREWED BY NIBCO OR ARMSTRONG. D. FLOW CONTROL VALVES SHALL BE 2 PSI MAXIMUM PRESSURE DROP, THREADED OR THREADED FLANGE. E. PRESSURE AND TEMPERATURE TAPS (PETE'S PLUG II) SHALL BE BRASS BODY AND CAP, 1/4" NPT BY PETERSON EQUIPMENT. F. DIELECTRIC UNIONS SHALL BE PROVIDED TO JOIN DISSIMILAR MATERIALS TO PREVENT GALVANIC CORROSION BY NIBCO OR WATTS. 6.THERMAL INSULATION FOR DUCTWORK AND PIPING SHALL BE PROVIDED AS FOLLOWS: A.SUPPLY AND RETURN DUCTWORK (WITHOUT DUCT LINER) IN CONCEALED CEILING SPACES SHALL BE WRAPPED AND WIRED WITH MANVILLE "R-SERIES MICROLITE WITH FSK" TYPE FIBERGLASS INSULATION WITH ALUMINUM FOIL VAPOR BARRIER. THE INSULATION SHALL BE 2 INCHES THICK AND 1.5 LB/CU. FT. DENSITY. B.SOUND LINED DUCT AND PLENUM BOXES SIZES SHOWN ON PLANS ARE NET INSIDE DIMENSIONS. DUCT LINER SHALL BE MANVILLE "LINACOUSTIC" TYPE FIBERGLASS DUCT LINER WITH NEOPRENE COATING OR APPROVED EQUAL BY OWENS CORNING. C.CONDENSATE DRAIN PIPING IN CONCEALED CEILING AND WALL SPACES SHALL BE INSULATED WITH AEROTUBE II FLEXIBLE CLOSED CELL PIPING INSULATION. ALL SEAMS AND MITERED JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. D.REFRIGERANT SUCTION PIPE SHALL BE PROVIDED WITH 1" THICK OWENS CORNING MOLDED FIBERGLASS PIPE INSULATION WITH A FACTORY APPLIED ALL SERVICE (ASJ) VAPOR BARRIER JACKET STAPLED IN PLACE WITH 1/2 INCH GALVANIZED STAPLES SPACED 4 INCHES ON CENTER. LONGITUDINAL AND BUTT JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31. E.SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE AND APPROVED FITTINGS SHALL BE INSULATED BY CUTTING AND MITERING TO SKIP OVER THE CONTROLS. F.FITTING SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. G.ALL DUCT/PIPING INSULATION THAT IS EXPOSED TO THE SUN SHALL BE WEATHER PROOF WITH CANVAS JACKET/ ALUMINUM JACKET / PVC WRAP. 7.MANUAL VOLUME DAMPERS SHALL BE OPPOSED BLADE TYPE FOR RECTANGULAR DUCTWORK OR BUTTERFLY TYPE FOR ROUND DUCTWORK. CONSTRUCTION AND INSTALLATION SHALL BE AS DETAILED IN THE SMACNA "LOW PRESSURE DUCTWORK CONSTRUCTION MANUAL". PROVIDE WITH QUADRANT TYPE SCREW LOCKING HANDLE AND EXTENSION ARM TO CLEAR INSULATION. A.DUCTS WITH EXTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR APPROVED EQUAL. B.DUCTS WITH INTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH SPRING END BEARING OR APPROVED EQUAL. 8.AIR EXTRACTOR SHALL BE TITUS AC-35 WITH NO. 3 OPERATOR, KRUEGER EX-8A OR APPROVED EQUAL. 9.TURNING VANES SHALL BE AIR FOILED FOR ALL SUPPLY AIR ELBOWS SHARPER THAN 45 DEGREES. SQUARE AND RECTANGULAR ELBOWS SHALL HAVE TURNING VANES. MITER ELBOWS (NOT SQUARE) SHALL HAVE SPLITTER VANES 3 INCHES ON CENTERS. 1. THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING CONDUIT, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. OFFSET AND TRANSITION TO AVOID OBSTRUCTIONS IN PATH OF DUCTWORK AND PIPING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, TRANSITIONS, ETC.). 2.DUCTWORK, EQUIPMENT, AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE ARRANGED TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT PIPING SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. 3. HOLD DUCTWORK TIGHT TO UNDERSIDE OF STRUCTURE ABOVE TO MAXIMIZE FREE SPACE IN CEILING PLENUM. COORDINATE LOCATION OF DUCTWORK AND PIPING TO AVOID CREATING INTERFERENCES WITH OTHER TRADES SUCH AS PLUMBING, ELECTRICAL, LIGHTING, ETC. 4.PROVIDE HANGERS TO SUPPORT DUCTWORK AND EQUIPMENT. DUCT AND PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, CALIFORNIA PLUMBING CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS" PART 3 - EXECUTION: ME C H A N I C A L N O T E S & S H E E T I N D E X M0.00 ELECTRICAL SHEET INDEX SHEET #SHEET TITLE ISSUE TAG M0.00 MECHANICAL NOTES & SHEET INDEX PC CORR#3 M0.01 GENERAL NOTES SYMBOLS & SCHEDULE PC CORR#3 M0.02 ADDITIONAL NOTES PC CORR#3 M2.01 MECHANICAL FIRST FLOOR PLAN PC CORR#3 M2.02 MECHANICAL SECOND FLOOR PLAN PC CORR#3 M2.03 MECHANICAL THIRD FLOOR PLAN PC CORR#3 M3.01 MECHANICAL ROOF PLAN PC CORR#3 M5.01 MECHANICAL DETAILS PC CORR#3 M6.01 TITLE 24 - SHEET 1 PC CORR#3 M6.02 TITLE 24 - SHEET 2 PC CORR#3 M6.03 TITLE 24 - SHEET 3 PC CORR#3 M6.04 TITLE 24 - SHEET 4 PC CORR#3 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 0 . 0 0 M E C H N O T E S & I N D E X . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M0.00 MECH NOTES & INDEX.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 1.PROVIDE NEW SPLIT TYPE UNIT HEAT PUMPS. 2.PROVIDE BATHROOM VENTILATION. 800-R 10"Ø NK A AIR DEVICE DATA TAG DIFFUSER MARK AIR QUANTITY (CFM) S=SUPPLY R=RETURN E=EXHAUST NECK SIZE EQUIPMENT TAG EQUIPMENT TAG NUMBER IDENTIFICATION SYMBOLS NOTE TO ALL BIDDERS: THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. GENERAL NOTES SCOPE OF WORK FCU 4 EXISTING DUCTWORK OR EQUIPMENT TO BE REMOVED ABBREV.SYMBOL DESCRIPTION (D) (E)EXISTING DUCTWORK OR EQUIPMENT TO BE REMAIN 48x36 (N)NEW DUCTWORK OR EQUIPMENT. DUCT SIZE NOTATION W/SIZE OF NEAREST SIDE INDICATED FIRST CD SG RG EG CEILING SUPPLY DIFFUSER SUPPLY GRILLE RETURN AIR GRILLE OR REGISTER EXHAUST GRILLE MVD BDD FSD MANUAL VOLUME DAMPER BACKDRAFT DAMPER FIRE SMOKE DAMPER T TSTAT THERMOSTAT POS POINT ON CONNECTION SD SD SMOKE DETECTOR ARCH ABV AFF BEL BOT CD CFM FT OBD N.T.S NK TYP UC ARCHITECT ABOVE ABOVE FINISHED FLOOR BELOW BOTTOM CONDENSATE DRAIN CUBIC FEET PER MINUTE FOOT / FEET OPPOSED BLADE DAMPER NOT TO SCALE NECK TYPICAL DOOR UNDERCUT SCHEDULES 1.THE WORK SHALL COMPLY WITH ALL OF THE LATEST APPLICABLE ORDINANCES, REGULATIONS AND CODES OF ALL AGENCIES, INCLUDING CALIFORNIA, CITY(LOCAL) CODE AND ALL OTHER AUTHORITIES HAVING JURISDICTIONS. A.NOTHING IN THESE DRAWINGS AND SPECIFICATIONS ARE TO BE CONSTRUED TO PERMIT WORK IN VIOLATIONS THEROF. B.NO EXTRAS WILL BE PAID FOR FURNISHING ITEMS REQUIRED BY THE CODES BUT NOT MENTIONED OR INDICATED IN THE DRAWINGS. C.RULING AND INTERPRETATIONS OF THE ENFORCING AGENCIES SHALL BE CONSIDERED AS PART OF THE CODE. 2.AIR/WATER BALANCING WORK SHALL BE WITNESSED BY PROJECT MANAGER/ CHIEF ENGINEER AND A COPY OF THE CERTIFIED BALANCING REPORT SHALL BE SUBMITTED TO THE BUILDING MANAGEMENT. PROVIDE 48 HOUR NOTICE TO THE BUILDING MANAGEMENT FOR THIS WORK. 3.ALL EXHAUST DUCTS FOR CLOTHES DRYER SHALL BE PROVIDED WITH BACKDRAFT DAMPER. 4.ALL ENVIRONMENTAL EXHAUST DUCTS SHALL BE OF SHEET METAL, TERMINATED 3 FT. AWAY FROM OPENINGS INTO THE BUILDING AND 3 FT. FROM PROPERTY LINE. 5.ALL CONDENSATE LINE SHALL BE ROUTED, SLOPED AND CONNECTED TO THE NEAREST LAVATORY TAILPIECE OR APPROVED PLUMBING RECEPTOR. 6.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE DESIGN CONCEPT. 7.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH THEY ARE NOT SHOWN ON THE DRAWINGS. 8.ALL REFRIGERANT PIPING SHALL BE SIZED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 9.ALL AIR FILTERS SHALL BE MINIMUM MERV-13 FILTERS. FILTER SIZES SHALL MATCH THE SIZES OF THE RETURN AIR GRILLES. 10.CONTRACTOR SHALL MAKE ALL NECESSARY OFFSETS AND TRANSITION IN ORDER TO ACCOMMODATE DUCTWORK AND PIPING THAT CROSS WITH ONE ANOTHER INSIDE THE SOFFIT AREA. 11.CONTRACTOR SHALL PROVIDE NECESSARY SUPPORT MEMBRANE AND ASSOCIATED COMPONENTS IN ORDER TO MINIMIZE THE SPACE BETWEEN THE TOP OF FAN COIL UNIT AND THE STRUCTURE ABOVE. 12.ALL DUCTWORK SHALL BE ROUTED AS TIGHT AS POSSIBLE TO THE STRUCTURE ABOVE. 13.ALL EQUIPMENT SUBJECT TO NOISE-PRODUCING VIBRATIONS SHALL BE MOUNTED ON VIBRATION ISOLATORS WITH FLEXIBLE CONNECTIONS TO RELATING EQUIPMENT. ALL EQUIPMENT SHALL BE LABELED IN ACCORDANCE WITH THE PLANS. 14.PROVIDE LABELS AT ALL THERMOSTATS INDICATING THE UNIT DESIGNATION (COORDINATE WITH LABELING AT UNITS). CHECK THERMOSTATS LABEL AND REPLACE IF NOT LEGIBLE. 15.CONTRACTOR SHALL ADJUST SUPPLY AIR GRILLES, REGISTERS AND DIFFUSERS TO ACHIEVE PROPER AIR QUANTITIES AND THROW DISTRIBUTION OF AIR IN SPACE. CONTROL DAMPERS SHALL BE WITH LOCKING QUADRANTS ON OUTSIDE AIR DUCTING. 16.DUCTWORK WITH EXTERNAL INSULATION SHALL HAVE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR EQUAL. 17.CONTRACTOR SHALL VERIFY IN THE FIELD THE LOCATION OF NEW UNITS AND EQUIPMENT FOR ACCESSIBILITY PER MANUFATURER'S RECOMMENDATIONS AND APPLICABLE CODES PRIOR TO PURCHASING AND INSTALLATION. 18.CONTRACTOR SHALL PROVIDE TRAVERSE READING AT ALL FAN SYSTEM SUPPLY, RETURN AND EXHAUST DUCTS. VERIFY AIR AMOUNT AND CHECK FOR DUCT LEAKS. LEAKS IN DUCTWORK SHALL NOT EXCEED SMACNA STANDARDS. CONTRACTOR TO PROVIDE ALL NECESSARY CORRECTIVE ACTION. CONTRACTOR SHALL CHANGE FAN RPM TO MEET FIELD PRESSURE CONDITIONS INCLUDING CHANGING OF SHEAVES AS REQUIRED. 19.LISTED SMOKE DAMPERS AND FIRE DAMPERS ARE REQUIRED TO BE INSTALLED AT ALL DUCT PENETRATIONS THROUGH AREA SEPARATION, OCCUPANCY SEPARATION WALLS, FIRE RATED CEILING, AND FIRE RATED SHAFTS PER CMC 2019. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. 20.PROVIDE ACOUSTICAL LINING ON EVERY MAIN DUCT 10' AWAY FROM THE AC UNIT. 21.DUCT SYSTEM SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 5% OF THE NOMINAL AIR HANDLER AIRFLOW RATE AS CONFIRMED THROUGH FIELD VERIFICATION AND DIAGNOSTIC TESTING. 22.CONTRACTOR SHALL PROVIDE AIR BALANCING DAMPERS AT BRANCH TAKE-OFFS WETHER STATED IN THE PLANS OR NOT. 23.INSULATION MATERIAL SHALL MEET THE CALIFORNIA QUALITY STANDARDS PER SECTION 110.8 OF THE LATEST CALIFORNIA ENERGY EFFICIENCY STANDARDS. 24.ALL PIPING AND DUCTWORK SHALL BE INSULATED CONSISTENT WITH THE REQUIREMENTS OF SECTIONS 120.3 AND 120.4 AND 120.7 OF TITLE 24 ENERGY EFFICIENCY STANDARDS AND CHAPTER 6 OF THE CMC. 25.DOORS AND WINDOWS SHALL MEET THE MINIMUM INFILTRATION REQUIREMENTS OF SECTIONS 110.6 AND 110.7 OF CALIFORNIA EES. 26.ALL HVAC EQUIPMENT SHALL MEET THE REQUIREMENTS PER SECTIONS 110.1 - 110.3, 110.5 AND 120.1-120.4 TITLE 24 ENERGY STANDARDS. A FAN SCHEDULE TAG QTY LOCATION SERVICE MANUFACTURER AND MODEL TYPE CFM ESP SONES WATTS ELECTIRCAL WEIGHT REMARKS 4 RESTROOMS WHOLE HOUSE FAN PANASONIC FV-0511VKS2 CEILING MOUNTED 100 0.25 0.7 13 120 1 60 8 1,3,4,5,6 8 RESTROOMS RESIDENTIAL RESTROOM PANASONIC FV-0511VKS2 CEILING MOUNTED 50 0.25 0.4 8.5 120 1 60 8 2,3,4,5 4 KITCHEN KITCHEN EXHAUST BROAN F40000 RANGE HOOD 140 0.1 3.4 240 120 1 60 VERIFY 7,8 REMARKS: 1. UNIT SHALL RUN CONTINUOUSLY AT SET CFM 2. PROVIDE BUILT IN HUMIDSTAT. 3. PROVIDE WITH MOUNTING BRACKETS. 4. PROVIDE MANUAL ON/OFF SWITCH. 5. PROVIDE WITH BACKDRAFT DAMPER. 6. PROVIDE SIGN "DO NOT TURN OFF VENTILATION". 7. TWO SPEED FAN CONTROL. 8. HVI CERTIFIED. EF 1 EF 2 GRILLES, REGISTERS AND DIFFUSER SCHEDULE TAG TYPE MANUFACTURER MODEL FRAMESIZE DESCRIPTION OPTIONS REMARKS SUPPLY GRILLE TITUS 300FS 12X6 14X6 ALUMINUM DOUBLE DEFLECTION SUPPLY GRILLE, 3/4" BLADE SPACING, FRONT BLADES PARALLEL TO SHORT DIMENSION BORDER 1, PROVIDE OPPOSED BLADE DAMPERS 1,2 SUPPLY DIFFUSER TITUS 250AA 12X12 STEEL CURVED BLADE CEILING AND WALL DIFFUSER BORDER 1, PROVIDE OPPOSED BLADE DAMPERS 1,2 RETURN GRILLE TITUS 23RL 14X8 STEEL RETURN GRILLE, 45 DEGREE DEFLECTION, 3/4" BLADE SPACING, BLADES PARALLEL TO LONG DIMENSION BORDER 1, PROVIDE OPPOSED BLADE DAMPERS 1,2 REMARKS: 1. COLOR AND FINISH TO BE SELECTED BY ARCHITECT. REQUEST FOR APPROVAL BEFORE ORDERING. 2. SEE FLOOR PLANS FOR DIFFUSER SIZE, NECK, AIRFLOW AND QUANTITY. B C SPLIT SYSTEM CONDENSING UNIT SCHEDULE MARK QTY MAKE & MODEL COOLING CAPACITY HEATING CAPACITY ELECTRICAL REFRIGER ANT OPERATING WEIGHT (LBS) FAN COIL UNIT REMARKSTOTAL CAPACITY (BTUH) SEER2/ EER2 TOTAL CAPACITY (BTUH) HSPF2 VOLT PH MCA MOCP 1 LG ARUN038GSS4 38,000 20.10/14 51,000 10.6 208 / 230 1 25 40 R410A 207 FCU A1 FCU B1 FCU C1 FCU D1 1 1 LG ARUN038GSS4 38,000 20.10/14 51,000 10.6 208 / 230 1 25 40 R410A 207 FCU A2 FCU B2 FCU C2 FCU D2 1 1 LG ARUN038GSS4 38,000 20.10/14 51,000 10.6 208 / 230 1 25 40 R410A 207 FCU A3 FCU B3 FCU C3 FCU D3 1 1 LG ARUN038GSS4 38,000 20.10/14 51,000 10.6 208 / 230 1 25 40 R410A 207 FCU A4 FCU B4 FCU C4 FCU D4 1 REMARKS: 1. PROVIDE DISCONNET SWITCH BE ELECTRICAL CONTRACTOR, EQUIPMENT PAD WITH VIBRATION ISOLATORS, REFRIGERANT PORT LOCKING CAP AND ALL NECESSARY APPURTENANCES TO ENSURE SAFE OPERATION AND COMPLIANCE TO GOVERNING CODES. INSTALL PER MANUFACTURER'S RECOMMENDATION AND ENGINEERING MANUAL. CU 1 SPLIT SYSTEM FAN COIL UNIT SCHEDULE MARK QTY MAKE & MODEL NOMINAL CAPACITY BLOWER ELECTRICAL OPERATING WEIGHT (LBS) REMARKSCOOLING CAPACITY (BTUH) HEATING CAPACITY (BTUH) SUPPLY AIR (CFM) ESP WATTS VOLT PH Hz MCA MOCP 4 LG ARNU073 M2A4 7,500 8,500 477 0.3 38 208 / 230 1 60 2.9 15 83 1 4 LG ARNU153 M2A4 15,400 17,100 520 0.4 43 208 / 230 1 60 2.9 15 83 1 4 LG ARNU073 M2A4 7,500 8,500 440 0.3 38 208 / 230 1 60 2.9 15 83 1 4 LG ARNU073 M2A4 7,500 8,500 440 0.3 38 208 / 230 1 60 2.9 15 83 1 REMARKS: 1. POWERED FROM SEPARATELY FROM OUTDOOR UNIT, PROVIDE PROGRAMMABLE TITLE 24 APPROVED THERMOSTAT, MANUFACTURER FILTER, AND ALL NECESSARY APPURTENANCES TO ENSURE SAFE OPERATION AND COMPLIANCE TO GOVERNING CODES. INSTALL PER MANUFACTURER'S RECOMMENDATION AND ENGINEERING MANUAL. PROVIDE CONDENSATE PUMP AND 3 4" CONDENSATE LINE AND TERMINATE TO LAVATORY TAILPIECE, SEE PLUMBING PLANS. FCU A1-A4 THIS BUILDING IS APPLYING ASHRAE 62.2 WHOLE HOUSE VENTILATION SYSTEMS USING TOILET EXHAUST FAN, IN LIEU OF BALANCED VENTILATION SYSTEM. CONTRACTOR SHALL COMLY WITH TITLE 24 REQUIREMENTS FOR ENVELOPE LEAKAGE TEST AT CEC 150.0(0)1Eii. ii. CONTINUOUSLY OPERATING SUPPLY VENTILATION SYSTEMS, OR CONTINUOUSLY OPERATING EXHAUST VENTILATION SYSTEMS SHALL BE ALLOWED TO BE USED TO PROVIDE THE REQUIRED DWELLING UNIT VENTILATION AIRFLOW IF THE DWELLING-UNIT ENVELOPE LEAKAGE IS LESS THAN OR EQUAL TO 0.3 CUBIC FEET PER MINUTE AT 50 PA (0.2 INCH WATER) PER FT2 OF DWELLING UNIT ENVELOPE SURFACE AREA AS CONFIRMED BY FIELD VERIFICATION AND DIAGNOSTIC TESTING IN ACCORDANCE WITH THE PROCEDURES SPECIFIED IN REFERENCE RESIDENTIAL APPENDIX RA3.8. GE N E R A L N O T E S S Y M B O L S & S C H E D U L E M0.01 FCU B1-B4 FCU C1-C4 FCU D1-D4 CU 2 CU 3 CU 4 H 1 1 GE N E R A L N O T E S SY M B O L S & SC H E D U L E cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 0 . 0 1 N O T E S , S Y M B & S C H E D . D W G XR E F S I N C L U D E D : 0 2 4 - X T B [ . \ 0 2 4 - X T B . d w g ] , , , , , , , , PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M0.01 NOTES, SYMB & SCHED.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 PIPING NOTES 1.CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL NEW AND EXISTING EQUIPMENT (AC UNITS,FANS, TERMINAL DEVICES, REFRIGERANT CONTROL DEVICES, ETC.) TO ALLOW FOR PROPER MAINTENANCE ACCESS. PROVIDE ACCESS DOORS AS REQUIRED. ALL ACCESS PANELS TO BE REVIEWED BY ENGINEER AND CONFIRMED BY ARCHITECT. 2.ALL REFRIGERANT PIPING SHALL BE SIZED PER MANUFACTURER'S RECOMMENDATIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE FINAL REFRIGERANT PIPING LENGTHS WITH MANUFACTURER. CONTRACTOR TO FIELD ROUTE ALL REFRIGERANT PIPING. COORDINATE ROUTING WITH ARCHITECT. PROVIDE FULL SYSTEM DETAILS FOR REVIEW. 3.PROVIDE STRUCTURAL SUPPORT AND VIBRATION ISOLATORS FOR ALL NEW EQUIPMENT. EQUIPMENT EXCEEDING 400 LBS. SHALL BE PROVIDED WITH SEISMIC BRACING. 4.NEW PIPING SHALL BE CHEMICALLY CLEANED AND FLUSHED IN THE PRESENCE OF THE BUILDING MANAGEMENT'S REPRESENTATIVE USING CHEMICAL IN ACCORDANCE WITH BUILDING'S CHEMICAL TREATMENT COMPANY'S RECOMMENDATION. REFRIGERANT PIPING SHALL BE LEAK TESTED IN ACCORDANCE WITH ASHRAE 15 FOR RESPECTIVE REFRIGERANT TYPE. 5.REFER TO DETAILS FOR PIPING TRIM CONNECTIONS TO ALL EQUIPMENT. 6.PIPING PENETRATING FULL HEIGHT WALLS SHALL BE ACOUSTICALLY SEALED. 7.PIPING FOR ALL SPACE CONDITIONING AND SERVICE WATER HEATING SYSTEMS SHALL BE INSULATED IN ACCORDANCE WITH TABLE 120.3-A OF THE CALIFORNIA ENERGY CODE. 8.PIPING PENETRATING FIRE-RESISTIVE ASSEMBLIES SHALL BE FIRE CAULKED/SEALED TO MAINTAIN THE INTEGRITY OF THE CONSTRUCTION. 9.ALL EXPOSED PIPING TO BE PAINTED, EXACT COLOR TO BE VERIFIED WITH ARCHITECT. PRIOR TO PAINTING, ALL LABELS AND STICKERS SHALL BE REMOVED FROM DUCTWORK. MECHANICAL EQUIPMENTNAMEPLATES, TAGS, AND OTHER TECHNICAL LABELS SHALL NOT BE PAINTED OVER. 10.PROVIDE ESCUTHONS ON ALL PIPE PENETRATIONS THROUGH WALLS. 1.THE PERMANENT HVAC SYSTEM SHALL ONLY BE USED DURING CONSTRUCTION IF NECESSARY TO CONDITION THE BUILDING OR AREAS OF ADDITION OR ALTERATION WITH IN THE REQUIRED TEMPERATURE RANGE OF THE MATERIAL AND EQUIPMENT INSTALLATION. IF THE HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS WITH A MINIMUM EFFICIENCY REPORTING VALUE (MERV OF 8M BASED ON ASHRAE 52.2-1992. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY OR IF THE BUILDING IS OCCUPIED DURING ALTERATION AT THE END OF CONSTRUCTION. 2.CONTRACTOR SHALL PERFORM TESTING AND ADJUSTING PROCEDURE IN ACCORDANCE WITH THE MANUFACTURER;S SPECIFICATIONS AND APPLICABLE NATIONAL STANDARDS ON EACH SYSTEM. 3.AFTER COMPLETION OF TESTING, ADJUSTING AND BALANCING, PROVIDE A FINAL REPORT OF TESTING SIGNED BY THE INDIVIDUAL RESPONSIBLE FOR PERFORMING THESE SERVICES. 4.CONTRACTOR SHALL PROVIDE THE BUILDING OWNER OR REPRESENTATIVE WITH DETAILED OPERATING AND MAINTENANCE INSTRUCTIONS AND COPIES OF THE GUARANTIES AND WARRANTIES FOR EACH SYSTEM. O&M INSTRUCTIONS SHALL BE CONSISTENT WITH OSHA REQUIREMENTS IN CCR TITLE 8 SECTION 5142 AND OTHER RELATED REQUIREMENTS. 5.INCLUDE A COPY OF ALL INSPECTION VERIFICATIONS AND REPORTS REQUIRED BY THE ENFORCING AGENCY WITH THE FINAL REPORT TO THE HOME OWNER. 6.AT THE TIME OF ROUGHT INSTALLATION AND DURING STORAGE ON THE CONSTRUCTION SITE UNTIL FINAL STARTUP OF THE HEATING AND COOLING AND VENTILATION EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTRION COMPONENTS OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEET METAL OR OTHER METHODS ACCEPTANLE TO THE ENGORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER OR DEBRIS WHICH MAY ENTER THE SYSTEM. CALGREEN NOTES PIPING AND DUCT DETAILS AD D I T I O N A L N O T E S M0.02 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 0 . 0 1 N O T E S , S Y M B & S C H E D . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M0.01 NOTES, SYMB & SCHED.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 FCU A2 FCU A1 FCU A4 FCU A3 UNIT 1 GARAGE DEN DENDEN UNIT 2 GARAGE UNIT 4 GARAGE UNIT 3 GARAGE DEN SPRINKLER PANEL SPRINKLER PANEL SPRINKLER PANEL SPRINKLER PANEL REFERENCE NOTES: PROVIDE SUPPLY SIDE PLENUM. PROVIDE RETURN SIDE PLENUM. ARCHITECT TO PROVIDE SOFFIT. 1 2 3 GENERAL NOTES: A.CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL NEW AND EXISTING EQUIPMENT (AC UNITS, FANS, TERMINAL DEVICES, ETC.) TO ALLOW FOR PROPER MAINTENANCE ACCESS. PROVIDE ACCESS DOORS AS REQUIRED. ALL ACCESS PANELS TO BE REVIEWED BY ENGINEER AND CONFIRMED BY ARCHITECT. B.ALL DUCTWORK SHALL BE CONSTRUCTED OF METAL AS SET FORTH IN THE ANSI/SMACNA 006-2006 HVAC DUCT CONSTRUCTION STANDARDS - METAL AND FLEXIBLE. C.PROVIDE STRUCTURAL SUPPORT AND VIBRATION ISOLATORS FOR ALL NEW EQUIPMENT. EQUIPMENTEXCEEDING 400 LBS. SHALL BE PROVIDED WITH SEISMIC BRACING. D.ALL OPEN ENDED DUCTWORK TO HAVE WIRE MESH SCREEN. E.ALL ACOUSTICAL FLEXIBLE DUCT SHALL BE CASCO ACOUSTICAL FLEX DUCT SM-181M. CONTRACTOR SHALL PROVIDE MINIMUM OF 3FT AND A MAXIMUM 5 FT. ACOUSTICAL FLEXIBLE DUCT CONNECTION BETWEEN DIFFUSERS AND VOLUME DAMPERS. F.PROVIDE MANUAL BALANCING DAMPERS TO PROPERLY BALANCE THE AIR DISTRIBUTION SYSTEM AS LISTED BELOW: a. ALL SUPPLY AIR MAIN BRANCHES FROM TRUNK, EACH SPLIT, AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. b. EXHAUST AND RETURN MAIN BRANCHES FROM TRUNK, EACH SPLIT AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. c. IF DAMPER IS NOT ACCESSIBLE, OR IS LOCATED ABOVE A DRYWALL CEILING, PROVIDE CABLE OPERATED DAMPER OR APPROVED EQUAL. G.ALL SINGLE AND DOUBLE ELBOW TRANSFER DUCTS SHALL HAVE 1" INTERNAL ACOUSTIC LINING UNLESS NOTED OTHERWISE. H.DUCTWORK PENETRATING FULL HEIGHT WALLS SHALL BE ACOUSTICALLY SEALED. I.CONTRACTOR SHALL PROVIDE AND INSTALL RETURN AIR OPENINGS/GRILLES ON ALL FULL HEIGHT WALLS AS REQUIRED FOR PROPER RETURN AIR FLOW/PATH BACK TO THE MAIN RETURN SYSTEM. J.ALL NEW DUCTWORK SHALL BE PROVIDED WITH 1" ACOUSTICAL LINING IN EXPOSED CEILING AREAS AND EXTERNAL WRAP INSULATION WHERE LOCATED ABOVE HUNG CEILING. INSULATION SHALL MEET THE MINIMUM TITLE 24 ENERGY CODE REQUIREMENTS FOR INDOOR/OUTDOOR DUCTWORK INSTALLATION (R-4.2 AND R-8, RESPECTIVELY). K.ALL EXPOSED MECHANICAL DUCTWORK TO BE PAINTED, EXACT COLOR TO BE VERIFIED WITH ARCHITECT. PRIOR TO PAINTING, ALL LABELS AND STICKERS SHALL BE REMOVED FROM DUCTWORK. MECHANICAL EQUIPMENT NAMEPLATES, TAGS, AND OTHER TECHNICAL LABELS SHALL NOT BE PAINTED OVER. L.PATCH ALL UNUSED DUCT OPENINGS AIR TIGHT TO ACHIEVE PROPER SEAL CLASS. M.REFER TO BRANCH DUCT SIZING SCHEDULE FOR DUCTWORK NOT SIZED ON PLANS. N.ALL DUCT DIMENSIONS INDICATE CLEAR INTERNAL OPEN AREA UNLESS OTHERWISE NOTED. O.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. P.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). Q.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. R.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. S.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. T.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. U.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. V.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. W.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. X.PROVIDE 3 4"CONDENSATE DRAIN, REFER TO PLUMBING PLANS FOR TERMINATION. ME C H A N I C A L F I R S T F L O O R P L A N M2.01 1 SCALE: 1/4 = 1'-0" MECHANICAL PLAN - FIRST FLOOR N cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 2 . 0 1 1 F M E C H P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M2.01 1F MECH PLAN.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 200-S 12"X6" NK A 277-S 12"X6" NKA 477-R 14"X8" NKC 1 2 277-S 12"X6" NKA 477-R 14"X8" NKC 200-S 12"X6" NK A 2 1 3 3 200-S 12"X6" NK A 277-S A 477-R 14"X8" NK C 3 1 2 12"X6" NK 200-S 12"X6" NK A 277-S A 477-R 14"X8" NK C 12"X6" NK 2 1 3 FCU B2 FCU B1 FCU B4 FCU B3 EF 1 H 1 H 1 H 1 H 1 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA UNIT 1 UNIT 2 UNIT 4 UNIT 3 BATH RM. BATH RM. BATH RM. BEDROOMBEDROOM LIVING DINING KITCHEN KITCHEN LIVING LIVING DINING DINING KITCHEN KITCHEN LAUNDRY BATH RM. LIVING DINING LAUNDRY EF 1 EF 1EF 1 GENERAL NOTES: A.CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL NEW AND EXISTING EQUIPMENT (AC UNITS, FANS, TERMINAL DEVICES, ETC.) TO ALLOW FOR PROPER MAINTENANCE ACCESS. PROVIDE ACCESS DOORS AS REQUIRED. ALL ACCESS PANELS TO BE REVIEWED BY ENGINEER AND CONFIRMED BY ARCHITECT. B.ALL DUCTWORK SHALL BE CONSTRUCTED OF METAL AS SET FORTH IN THE ANSI/SMACNA 006-2006 HVAC DUCT CONSTRUCTION STANDARDS - METAL AND FLEXIBLE. C.PROVIDE STRUCTURAL SUPPORT AND VIBRATION ISOLATORS FOR ALL NEW EQUIPMENT. EQUIPMENTEXCEEDING 400 LBS. SHALL BE PROVIDED WITH SEISMIC BRACING. D.ALL OPEN ENDED DUCTWORK TO HAVE WIRE MESH SCREEN. E.ALL ACOUSTICAL FLEXIBLE DUCT SHALL BE CASCO ACOUSTICAL FLEX DUCT SM-181M. CONTRACTOR SHALL PROVIDE MINIMUM OF 3FT AND A MAXIMUM 5 FT. ACOUSTICAL FLEXIBLE DUCT CONNECTION BETWEEN DIFFUSERS AND VOLUME DAMPERS. F.PROVIDE MANUAL BALANCING DAMPERS TO PROPERLY BALANCE THE AIR DISTRIBUTION SYSTEM AS LISTED BELOW: a. ALL SUPPLY AIR MAIN BRANCHES FROM TRUNK, EACH SPLIT, AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. b. EXHAUST AND RETURN MAIN BRANCHES FROM TRUNK, EACH SPLIT AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. c. IF DAMPER IS NOT ACCESSIBLE, OR IS LOCATED ABOVE A DRYWALL CEILING, PROVIDE CABLE OPERATED DAMPER OR APPROVED EQUAL. G.ALL SINGLE AND DOUBLE ELBOW TRANSFER DUCTS SHALL HAVE 1" INTERNAL ACOUSTIC LINING UNLESS NOTED OTHERWISE. H.DUCTWORK PENETRATING FULL HEIGHT WALLS SHALL BE ACOUSTICALLY SEALED. I.CONTRACTOR SHALL PROVIDE AND INSTALL RETURN AIR OPENINGS/GRILLES ON ALL FULL HEIGHT WALLS AS REQUIRED FOR PROPER RETURN AIR FLOW/PATH BACK TO THE MAIN RETURN SYSTEM. J.ALL NEW DUCTWORK SHALL BE PROVIDED WITH 1" ACOUSTICAL LINING IN EXPOSED CEILING AREAS AND EXTERNAL WRAP INSULATION WHERE LOCATED ABOVE HUNG CEILING. INSULATION SHALL MEET THE MINIMUM TITLE 24 ENERGY CODE REQUIREMENTS FOR INDOOR/OUTDOOR DUCTWORK INSTALLATION (R-4.2 AND R-8, RESPECTIVELY). K.ALL EXPOSED MECHANICAL DUCTWORK TO BE PAINTED, EXACT COLOR TO BE VERIFIED WITH ARCHITECT. PRIOR TO PAINTING, ALL LABELS AND STICKERS SHALL BE REMOVED FROM DUCTWORK. MECHANICAL EQUIPMENT NAMEPLATES, TAGS, AND OTHER TECHNICAL LABELS SHALL NOT BE PAINTED OVER. L.PATCH ALL UNUSED DUCT OPENINGS AIR TIGHT TO ACHIEVE PROPER SEAL CLASS. M.REFER TO BRANCH DUCT SIZING SCHEDULE FOR DUCTWORK NOT SIZED ON PLANS. N.ALL DUCT DIMENSIONS INDICATE CLEAR INTERNAL OPEN AREA UNLESS OTHERWISE NOTED. O.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. P.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). Q.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. R.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. S.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. T.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. U.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. V.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. W.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. ME C H A N I C A L S E C O N D F L O O R P L A N M2.02 1 SCALE: 1/4 = 1'-0" MECHANICAL PLAN - SECOND FLOOR N REFERENCE NOTES: PROVIDE SUPPLY SIDE PLENUM. PROVIDE RETURN SIDE PLENUM. ARCHITECT TO PROVIDE SOFFIT. 7"Ø EXHAUST DUCT TO EXTERIOR WALL. PROVIDE LISTED HOOD TERMIANTION. OPERABLE PART OF WINDOW IS 3' AWAY FROM EXHAUST. 6"Ø EXTERIOR WALL WALL CAP TERMINATION PROVIDE 4"Ø LISTED DRYER VENT CAP AND 4"Ø RIGID DUCT AND ROUTE TO DRYER. 1 2 3 520-R 14"X8" NKC 520-R 14"X8" NKC 520-R 14"X8" NK C 520-R 14"X8" NK C 100-S 12"X8" NK A 120-S 12"X8" NK A 135-S 12"X8" NK A 135-S 12"X8" NK A 100-S 12"X8" NKA 50-S 12"X8" NKA 150-S 12"X8" NKA 100-S 12"X8" NKA 150-S 12"X8" NK A 185-S 12"X8" NKA 185-S 12"X8" NKA 100-S 12"X8" NK 50-S 6"ØNK 150-S 12"X8" NK A 100-S 12"X8" NK 150-S 12"X8" NKA A 120-S 12"X8" NKA 3 3 4 5 6 4 4 6"Ø 10 " X 6 " 12 " X 6 " 12 " X 8 " 12"X8" 10"X6" 10 " X 6 " 4 4 1 1 11 666"Ø 6"Ø 6"Ø 6"Ø 5 7 7 5 5 5 6 7 7 6 7 1 1 1 1 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 2 . 0 2 2 F M E C H P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M2.02 2F MECH PLAN.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 FCU D2 FCU C2 FCU C1 FCU D1 FCU D4 FCU C3 FCU D3 EF 2 440-R 12"X8" NK C FCU C4 440-R 12"X8" NK C 440-R 12"X8" NK C 440-R 12"X8" NK C EF 2 EF 2 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA UNIT 1 UNIT 2 UNIT 4 UNIT 3 MASTER BEDROOM MASTER BEDROOM BATH RM. BEDROOM BEDROOM CLOSET BATH RM. CLOSET BATH RM. BATH RM. MASTER BEDROOM BEDROOM CLOSET BATH RM. MASTER BEDROOM CLOSET BEDROOM BATH RM. CU 1 CU 2 CU 4 CU 3 EF 2 EF 2 EF 2 EF 2 GENERAL NOTES: A.CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL NEW AND EXISTING EQUIPMENT (AC UNITS, FANS, TERMINAL DEVICES, ETC.) TO ALLOW FOR PROPER MAINTENANCE ACCESS. PROVIDE ACCESS DOORS AS REQUIRED. ALL ACCESS PANELS TO BE REVIEWED BY ENGINEER AND CONFIRMED BY ARCHITECT. B.ALL DUCTWORK SHALL BE CONSTRUCTED OF METAL AS SET FORTH IN THE ANSI/SMACNA 006-2006 HVAC DUCT CONSTRUCTION STANDARDS - METAL AND FLEXIBLE. C.PROVIDE STRUCTURAL SUPPORT AND VIBRATION ISOLATORS FOR ALL NEW EQUIPMENT. EQUIPMENTEXCEEDING 400 LBS. SHALL BE PROVIDED WITH SEISMIC BRACING. D.ALL OPEN ENDED DUCTWORK TO HAVE WIRE MESH SCREEN. E.ALL ACOUSTICAL FLEXIBLE DUCT SHALL BE CASCO ACOUSTICAL FLEX DUCT SM-181M. CONTRACTOR SHALL PROVIDE MINIMUM OF 3FT AND A MAXIMUM 5 FT. ACOUSTICAL FLEXIBLE DUCT CONNECTION BETWEEN DIFFUSERS AND VOLUME DAMPERS. F.PROVIDE MANUAL BALANCING DAMPERS TO PROPERLY BALANCE THE AIR DISTRIBUTION SYSTEM AS LISTED BELOW: a. ALL SUPPLY AIR MAIN BRANCHES FROM TRUNK, EACH SPLIT, AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. b. EXHAUST AND RETURN MAIN BRANCHES FROM TRUNK, EACH SPLIT AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. c. IF DAMPER IS NOT ACCESSIBLE, OR IS LOCATED ABOVE A DRYWALL CEILING, PROVIDE CABLE OPERATED DAMPER OR APPROVED EQUAL. G.ALL SINGLE AND DOUBLE ELBOW TRANSFER DUCTS SHALL HAVE 1" INTERNAL ACOUSTIC LINING UNLESS NOTED OTHERWISE. H.DUCTWORK PENETRATING FULL HEIGHT WALLS SHALL BE ACOUSTICALLY SEALED. I.CONTRACTOR SHALL PROVIDE AND INSTALL RETURN AIR OPENINGS/GRILLES ON ALL FULL HEIGHT WALLS AS REQUIRED FOR PROPER RETURN AIR FLOW/PATH BACK TO THE MAIN RETURN SYSTEM. J.ALL NEW DUCTWORK SHALL BE PROVIDED WITH 1" ACOUSTICAL LINING IN EXPOSED CEILING AREAS AND EXTERNAL WRAP INSULATION WHERE LOCATED ABOVE HUNG CEILING. INSULATION SHALL MEET THE MINIMUM TITLE 24 ENERGY CODE REQUIREMENTS FOR INDOOR/OUTDOOR DUCTWORK INSTALLATION (R-4.2 AND R-8, RESPECTIVELY). K.ALL EXPOSED MECHANICAL DUCTWORK TO BE PAINTED, EXACT COLOR TO BE VERIFIED WITH ARCHITECT. PRIOR TO PAINTING, ALL LABELS AND STICKERS SHALL BE REMOVED FROM DUCTWORK. MECHANICAL EQUIPMENT NAMEPLATES, TAGS, AND OTHER TECHNICAL LABELS SHALL NOT BE PAINTED OVER. L.PATCH ALL UNUSED DUCT OPENINGS AIR TIGHT TO ACHIEVE PROPER SEAL CLASS. M.REFER TO BRANCH DUCT SIZING SCHEDULE FOR DUCTWORK NOT SIZED ON PLANS. N.ALL DUCT DIMENSIONS INDICATE CLEAR INTERNAL OPEN AREA UNLESS OTHERWISE NOTED. O.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. P.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). Q.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. R.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. S.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. T.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. U.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. V.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. W.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. 1 SCALE: 3/16 = 1'-0" MECHANICAL PLAN - THIRD FLOOR N ME C H A N I C A L T H I R D F L O O R P L A N M2.03 440-S 12"X6" NKA 440-R 12"X8" NKC 440-S 12"X6" NKA 440-R 12"X8" NKC 440-R 12"X8" NKC 440-S 12"X6" NKA 50-S 6"Ø NKB 390-S 12"X6" NKA 440-R 12"X8" NKC 440-S 12"X6" NK A 440-S 12"X6" NK A 440-S 12"X6" NK A 440-S 12"X6" NK A REFERENCE NOTES: PROVIDE SUPPLY SIDE PLENUM. PROVIDE RETURN SIDE PLENUM. ARCHITECT TO PROVIDE SOFFIT. 4"Ø EXHAUST DUCT UP TO ROOF. 1 2 3 4 4 4 4 4 4 4 4 4 12"X8" 12"X8" 12"X8" 12"X8" 12"X8" 12"X8" 12"X8" 12"X8" 1 1 1 1 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 2 . 0 3 3 F M E C H P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M2.03 3F MECH PLAN.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 BLDG. A BLDG. B 1 SCALE: 3/16" = 1'-0" MECHANICAL ROOF PLAN REFERENCE NOTES: 4"Ø TERMINATION FOR TOILER EXHAUST DUCT.1 GENERAL NOTES: A.CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL NEW AND EXISTING EQUIPMENT (AC UNITS, FANS, TERMINAL DEVICES, ETC.) TO ALLOW FOR PROPER MAINTENANCE ACCESS. PROVIDE ACCESS DOORS AS REQUIRED. ALL ACCESS PANELS TO BE REVIEWED BY ENGINEER AND CONFIRMED BY ARCHITECT. B.ALL DUCTWORK SHALL BE CONSTRUCTED OF METAL AS SET FORTH IN THE ANSI/SMACNA 006-2006 HVAC DUCT CONSTRUCTION STANDARDS - METAL AND FLEXIBLE. C.PROVIDE STRUCTURAL SUPPORT AND VIBRATION ISOLATORS FOR ALL NEW EQUIPMENT. EQUIPMENTEXCEEDING 400 LBS. SHALL BE PROVIDED WITH SEISMIC BRACING. D.ALL OPEN ENDED DUCTWORK TO HAVE WIRE MESH SCREEN. E.ALL ACOUSTICAL FLEXIBLE DUCT SHALL BE CASCO ACOUSTICAL FLEX DUCT SM-181M. CONTRACTOR SHALL PROVIDE MINIMUM OF 3FT AND A MAXIMUM 5 FT. ACOUSTICAL FLEXIBLE DUCT CONNECTION BETWEEN DIFFUSERS AND VOLUME DAMPERS. F.PROVIDE MANUAL BALANCING DAMPERS TO PROPERLY BALANCE THE AIR DISTRIBUTION SYSTEM AS LISTED BELOW: a. ALL SUPPLY AIR MAIN BRANCHES FROM TRUNK, EACH SPLIT, AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. b. EXHAUST AND RETURN MAIN BRANCHES FROM TRUNK, EACH SPLIT AND ALL SUB-BRANCHES FROM MAINS SHALL HAVE BALANCING DAMPERS. c. IF DAMPER IS NOT ACCESSIBLE, OR IS LOCATED ABOVE A DRYWALL CEILING, PROVIDE CABLE OPERATED DAMPER OR APPROVED EQUAL. G.ALL SINGLE AND DOUBLE ELBOW TRANSFER DUCTS SHALL HAVE 1" INTERNAL ACOUSTIC LINING UNLESS NOTED OTHERWISE. H.DUCTWORK PENETRATING FULL HEIGHT WALLS SHALL BE ACOUSTICALLY SEALED. I.CONTRACTOR SHALL PROVIDE AND INSTALL RETURN AIR OPENINGS/GRILLES ON ALL FULL HEIGHT WALLS AS REQUIRED FOR PROPER RETURN AIR FLOW/PATH BACK TO THE MAIN RETURN SYSTEM. J.ALL NEW DUCTWORK SHALL BE PROVIDED WITH 1" ACOUSTICAL LINING IN EXPOSED CEILING AREAS AND EXTERNAL WRAP INSULATION WHERE LOCATED ABOVE HUNG CEILING. INSULATION SHALL MEET THE MINIMUM TITLE 24 ENERGY CODE REQUIREMENTS FOR INDOOR/OUTDOOR DUCTWORK INSTALLATION (R-4.2 AND R-8, RESPECTIVELY). K.ALL EXPOSED MECHANICAL DUCTWORK TO BE PAINTED, EXACT COLOR TO BE VERIFIED WITH ARCHITECT. PRIOR TO PAINTING, ALL LABELS AND STICKERS SHALL BE REMOVED FROM DUCTWORK. MECHANICAL EQUIPMENT NAMEPLATES, TAGS, AND OTHER TECHNICAL LABELS SHALL NOT BE PAINTED OVER. L.PATCH ALL UNUSED DUCT OPENINGS AIR TIGHT TO ACHIEVE PROPER SEAL CLASS. M.REFER TO BRANCH DUCT SIZING SCHEDULE FOR DUCTWORK NOT SIZED ON PLANS. N.ALL DUCT DIMENSIONS INDICATE CLEAR INTERNAL OPEN AREA UNLESS OTHERWISE NOTED. O.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. P.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). Q.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. R.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. S.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. T.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. U.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. V.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. W.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. N ME C H A N I C A L R O O F P L A N M3.01 1 1 1 1 1 1 1 1 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 3 . 0 1 M E C H A N I C A L R O O F P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M3.01 MECHANICAL ROOF PLAN.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 ISOLATION HANGER DETAIL CONTROLS MOUNTING DETAIL N.T.S 4 N.T.S 3 N.T.S 2 N.T.S 8 N.T.S 6 DUCT THROUGH ROOF DETAIL DUCT ROOF FILL OR RIGID INSULATION 6" FURNISHED AND INSTALLED FURNISHED AND INSTALLED ROOFING STRIPPED IN BY OTHER BY THIS SECTION FURNISHED AND INSTALLED SHEET METAL SLEEVES OF SLEEVE TO DECK). (SECURELY FASTEN FLANGE METAL CAP FLASHING BY THIS SECTION SECTIONS BY THIS SECTION 8" COUNTER FLASHING SHEET METALDUCT ROOF STRUCTURE CONDENSATE DRAIN CONNECTION TO LAVATORY TAILPIECE DETAIL N.T.S 1 TRAP FITTING SLIP-JOINT FLOOR FINISHED LAVATORY OR SINK WALL ESCUTCHEON PLATE IN WALL. DRAIN DOWN 1" HANGER ROD 3. DO NOT SUPPORT HANGER FROM SLAB DIAPHRAGMS. 2. MOUNT HANGER BOX DIRECTLY AGAINST STRUCTURAL ELEMENT. 1. WHEN MOUNTING EQUIPMENT, ALIGN HANGER ROD TO CLEAR HANGER BOX. 5. PROVIDE A MINIMUM 1/2-INCH GAP BETWEEN THE METAL HANGER BOX AND STRUCTURE. 6. PROVIDE 1/2" CLEARANCE BETWEEN THE METAL HANGER BOX AND THE STRUCTURE. 4. TYPE HN = CALDYNE TYNE CH30. NOTES: METAL HANGER BOX ISOLATION ELEMENT NEOPRENE RUBBER UPPER ATTACHMENT STRUCTURE WASHER OFFSET TYPE 2 (METERED) OFFSET TYPE 3 (RADIUSED OR OGEE) W CL W L L OFFSET TYPE 1 (ANGLED) W W1 30° MAX W L W W W2=W1 15° MAX 60° CONVERGING. AT ROUND TO FLAT OVAL) (EXCEPT 45° IS PERMITTED ECCENTRIC TRANSITION A MAX. = 30° A L CONCENTRIC TRANSITION A MAX. 45° DIVERGING, A L OFFSETS 2 AND 3 AND TRANSITIONS MAY HAVE EQUAL OR UNEQUAL INLET AND OUTLET AREAS. TRANSITIONS MAY CONVERT DUCT PROFILES TO ANY COMBINATION FOR RECTANGULAR, ROUND OR FLAT OVAL SHAPES. DUCT OFFSET DETAIL PARALLEL TO DUCT WALL VANES MUST DIRECT FLOW DISTANCE FROM DUCT CENTER WITH FLAT PROFILE. Y IS THE ROUND SHAPED MEMBER AND 10% TO 20% AREA OBSTRUCTION WITH FIG. A IS APPLICABLE FOR UP 20% MAXIMUM AREA FIG. A REDUCTION FIG. C 15 H L W H FIG. D B L W Y DUCT Y DUCT L D L H D D H FIG. B W L N.T.S 7DUCT OBSTRUCTION DETAIL N.T.S 8 N.T.S 10 W 1" MIN. (TYP.) SQUARE TO ROUND TRANSITION L1 AIR FLOW SUPPLY 45° PLAN D ELEVATION RECTANGULAR TO ROUND BRANCH TAP D X D SQUARE DUCT DUCT TAP SIZE L1 = 1.5 BRANCH DUCT DIAMETER DIMENSION DUCT HANGER DETAIL BAND OF SAME SIZE AS HANGER STRAP LOAD RATED FASTENERS NOTE: ALL DUCTWORK HANGER AND SUPPORT SHALL BE PER SMACNA HANGER 36" DIA. MAX. HANGER 24" DIA. MAX. SECURE WIRE 10" DIA. MAX. (SCREWS MAY BE OMITTED IF HANGER LOOPS) SCREWS HANGERS MUST NOT DEFORM DUCT SHAPE (ONE HALF-ROUND MAY BE USED IF DUCT SHAPE IS MAINTAINED) BAND BOTTOM REINFORCEMENT IS PLACE UNDER A UNLESS FOOT OF STRAP 1" MIN HANGER STRAPS 60" MAX STRAP HANGERS HANGER ROD, WIRE OR STRAPS N.T.S 9 34 " M A X . 48 " M A X . FINISHED FLOOR THERMOSTAT, SWITCH, OUTLET, CONTROL 15 " M I N . 24" MAX.TOP OF THERMOSTAT, SWITCH, OUTLET, CONTROL NOT USED NOTES: 1. CLAMPS PLUS MASTIC OR APPROVED FOIL FACED TAPE AT FLEX JOINTS. GRILLE CEILING EXHAUST AIR EXHAUST DUCT CASSETTE CEILING FAN FLOOR ABOVE OR ROOF WALL CAP W/BACKDRAFT DAMPER CASETTE EXHAUST FAN DETAIL DRAIN PAN A 6" C.O. B C.O.EQUIPMENT DI-ELECTRIC COUPLING/ UNION (AS REQUIRED) SIZETONS SIZED AS FOLLOWS 3/4" 1" 1-1/4" 0-3 4-20 21-90 2" MIN DRAW THRU DRAIN LINES SHALL BE BUT NOT LESS THAN THE FULL SIZE EQUIPMENT CONN. C.O. DRAIN, 10' DOWNSTREAM PITCH DOWNWARD TOWARDS SPILL OVER RECEPTACLE FROM TRAP DRAIN @ 1/4" PER FOOT A = S.P. x 1.5 + 2" B = S.P. x 0.5 + 2" @ 2" ABOVE FLOOR OR TAILPIECE CONN INTO FIXTURE S.P. = MAX. NEGATIVE STATIC PRESSURE - INCHES CONDENSATE DRAIN DETAIL N.T.S 5 ME C H A N I C A L D E T A I L S M5.01 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 5 . 0 1 M E C H A N I C A L D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M5.01 MECHANICAL DETAILS.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 TI T L E 2 4 - S H E E T 1 M6.01 1 2 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 6 . 0 1 T I T L E 2 4 - S H E E T 1 . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M6.01 TITLE 24 - SHEET 1.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 3 TI T L E 2 4 - S H E E T 2 M6.02 1 2 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 6 . 0 2 T I T L E 2 4 - S H E E T 2 . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M6.02 TITLE 24 - SHEET 2.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 3 TI T L E 2 4 - S H E E T 3 M6.03 1 2 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 6 . 0 3 T I T L E 2 4 - S H E E T 3 . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M6.03 TITLE 24 - SHEET 3.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 3 TI T L E 2 4 - S H E E T 4 M6.04 1 2 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ D A V I D \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - D O C U M E N T S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 2 M \ M 6 . 0 4 T I T L E 2 4 - S H E E T 4 . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 8 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 JG 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 M6.04 TITLE 24 - SHEET 4.dwg 3 01 / 1 8 / 2 4 PC C O R R # 3 Aug 16, 2023 Jan 18, 2024 2023-024 3 PL U M B I N G N O T E S & S Y M B O L S cad file: drawing no: plot date: job#: P0.00 PLB NOTES & SYMBOLS.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 0 . 0 0 P L B N O T E S & S Y M B O L S . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ C : \ U s e r s \ r o n e d w a r d p r o v i d o \ c e n t u r y e n g i n e e r s \ c e n t u r y e n g i n e e r s i n c - 0 2 e n g i n e e r i n g \ 2 0 2 3 - 0 2 4 c d a + p d g d u p l e x a r c a d i a \ 0 1 - w o r k i n g \ 0 3 P \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 PROJECT NOTES LEGEND AND ABBREVIATIONSPLUMBING SPECIFICATIONS IDENTIFICATION SYMBOLS PART 1 - GENERAL: 1.THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE PLUMBING WORK TO THE SATISFACTION OF THE OWNER, ENGINEER, AND ARCHITECT. 2.ALL ROOF MOUNTED EQUIPMENT WEIGHING OVER 500 LBS REQUIRES BUILDING AND STRUCTURAL PLAN CHECK APPROVAL. VERIFY EQUIPMENT SIZE, LOCATION, WEIGHT, AND ROOF OPENING WITH STRUCTURAL ENGINEER. 3.THE PLUMBING WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. ALL FIXTURES IN ACCESSIBLE (ADA) RESTROOMS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STATE OF CALIFORNIA HANDICAP CODE, FEDERAL AND LOCAL HANDICAP CODES HAVING JURISDICTION. 4.THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 5.THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE PLUMBING WORK. 6.THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, ETC.). 7.BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER. 8.SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER AND OWNER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER AND OWNER. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, TRENCHING, BACKFILLING AND PATCHING TO COMPLETE THE INSTALLATION OF THE PLUMBING WORK. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 10.VERIFY SIZES AND LOCATIONS OF ALL OPENINGS OR HOLES, SAWCUT OR CORE DRILLED THROUGH EXISTING BUILDING STRUCTURE WITH STRUCTURAL ENGINEER. THE CONTRACTOR SHALL CONSIDER ALL CONCRETE ROOF OR FLOOR SLABS TO BE PRESTRESSED CONCRETE CONSTRUCTION UNLESS OTHERWISE NOTED. SUCH ROOF OR FLOOR SLABS MAY BE REQUIRED TO BE X-RAYED OR OTHERWISE VERIFIED BY STRUCTURAL ENGINEER BEFORE ANY SAWCUTTING OR CORE DRILLING IS PERFORMED. THE PLUMBING DRAWINGS ONLY INDICATE IN DIAGRAMATIC FORM THE APPROXIMATE SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE TO PROVIDE FOR EQUIPMENT AND PIPING. THE ACTUAL SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE SHALL CONFORM TO THE STRUCTURAL ENGINEER'S REQUIREMENTS WITHOUT EXCEPTION. 11.ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT PIPING AND ELECTRIC SERVICES. 12.ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE OWNER'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIME 13.THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS WITHIN THIRTY (30) DAYS OF THE SUCCESSFUL COMPLETION OF THE WORK. 1.ALL WORK SHALL COMPLY WITH THE 2022 CALIFORNIA PLUMBING CODE 2.ALL FIXTURES, EQUIPMENT, PIPING, AND MATERIAL SHALL BE LISTED 3.ALL PLUMBING FIXTURES SHALL MEET THE FLOW REQUIREMENTS SPECIFIED IN THE CALIFORNIA PLUMBING CODE. 4.ALL FAUCETS IN PUBLIC RESTROOMS SHALL BE SELF-CLOSING OR SELF-CLOSING METERING FAUCET. 5.PUBLIC LAVATORIES SHALL HAVE CONTROLS TO LIMIT THE WATER TEMPERATURE TO 105°F. 6.WATER PIPE AND FITTING WITH A LEAD CONTENT WHICH EXCEEDS 0.25% SHALL BE PROHIBITED IN SYSTEMS CONVEYING POTABLE WATER. 7.REQUEST STRUCTURAL ENGINEER APPROVAL WHEN PIPE PENETRATES THROUGH JOISTS. PRIOR TO ANY WORK. NOTE TO ALL BIDDERS,:THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. PIPE INSULATION PLUMBING SCOPE OF WORK COMPLETE PLUMBING SYSTEMS (WASTE/VENT & DOMESTIC COLD/HOT WATER) FOR 2 DUPLEX BUILDING, 4 TOWNHOMES PART 2 - EXECUTION: 1.PROVIDE PIPE HANGERS TO SUPPORT PIPING. PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE PLUMBING CODE, IAPMO, AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". 2.FIXTURES AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT SERVICE LINES SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. C-CLAMPS ARE NOT ACCEPTABLE FOR ATTACHING HANGER RODS TO STRUCTURAL STEEL. 3.PROVIDE SNAP-OVER-PIPE PIPING IDENTIFICATION MARKERS TO IDENTIFY CW, HW, 140F HW, GAS PIPING BY SETON. WASTE AND VENT, AND DRAIN PIPING IDENTIFICATION IS NOT REQUIRED. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 4.PROVIDE SIGNAGE FOR SAFETY HAZARDS OR EMERGENCY SHUT-OFF VALVES. ALL SIGNAGE SHALL BE IN ACCORDANCE WITH CAL-OSHA, FIRE DEPARTMENT, AND ALL OTHER CODE ENFORCEMENT AGENCIES. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 5.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 6.PIPE ENDS SHALL BE REAMED BEFORE JOINT CONNECTIONS ARE MADE. SCREWED JOINTS SHALL BE MADE UP WITH TFE JOINT COMPOUND OR TEFLON TAPE. NOT MORE THAN THREE THREADS SHALL SHOW AFTER THE JOINT IS MADE UP. JOINT COMPOUND OR TAPE SHALL BE APPLIED TO THE MALE THREADS ONLY. TAKE CARE TO PREVENT JOINT COMPOUND FROM REACHING THE INTERIOR OF THE PIPE. 7.ESCUTCHEONS SHALL BE PROVIDED AT ALL PENETRATIONS INTO FINISHED AREAS. WHERE FINISHED AREAS ARE SEPARATED BY PARTITIONS, ESCUTCHEONS SHALL BE PROVIDED ON BOTH SIDES OF THE PARTITION. FOR INSULATED PIPES, THE ESCUTCHEONS SHALL BE LARGE ENOUGH TO FIT AROUND THE INSULATION.ALL ESCUTCHEONS SHALL BE FIRMLY ANCHORED WITH SETSCREWS. 8.ALL HOT WATER PIPING SUBJECT TO EXPANSION AND CONTRACTION BE INSTALLED WITH EXPANSION LOOPS, SWING JOINTS, OR APPROVED METHODS OR DEVICES. BRANCH LINES FROM TO EXPANSION OR CONTRACTION SHALL HAVE A SWING JOINT AT THE CONNECTION TO THE MAIN. ALL LINES SUBJECT TO EXPANSION AND CONTRACTION SHALL BE PROVIDED WITH ANCHORS TO RESTRICT MOVEMENT, EXCEPT IN THE DESIRED DIRECTION. 9.TEST ALL HOT AND COLD WATER PIPING HYDROSTATICALLY AT 125 PSI FOR 8-HOURS WITH NO LOSS OF PRESSURE. TEST DRAINAGE AND VENT PIPING HYDROSTATICALLY BY TIGHTLY CLOSING ALL OPENINGS AND APPLYING A 10-FOOT HEAD OF WATER PRESSURE FOR 2-HOURS, MEASURED AT THE HIGHEST POINT OF THE VENT SYSTEM. RESEAL AND RETEST ALL PIPING SYSTEM UNTIL THEY PASS. 10.AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. ALL WATER PIPING SHALL BE STERILIZED WITH A SOLUTION OF CHLORINE AND WATER. THE SOLUTION SHALL NOT CONTAIN LESS THAN 50 PARTS PER MILLION OF AVAILABLE CHLORINE. THE SOLUTION SHALL BE HELD FOR NOT LESS THAN 8-HOURS. AFTER SUCCESSFUL STERILIZATION, THE SHALL BE REPEATEDLY FLUSHED WITH WATER UNTIL ALL TRACES OF CHLORINE TASTE AND ODOR HAVE BEEN REMOVED. 11.AFTER TESTS HAVE BEEN COMPLETED AND SURFACES CLEANED, INSULATION SHALL BE APPLIED ON HOT WATER PIPING, EXCEPT FOR CHROME PLATED BRASS OR OTHER HOT WATER EXPOSED SUPPLIES TO FIXTURES. 12.EXPOSED HOT AND DRAIN PIPING BELOW HANDICAPPED LAVATORIES AND SINKS SHALL BE WRAPPED WITH TRUEBRO HANDI LAV-GUARD # 102W OR APPROVED EQUAL. 13.VENT THROUGH ROOF SHALL TERMINATE VERTICALLY NOT LESS THAN 1-FOOT FROM ANY VERTICAL SURFACE AND NOT LESS THAN 10-FEET HORIZONTALLY OR AT LEAST 3-FEET ABOVE ANY WINDOW, DOOR, 14.ALL PENETRATIONS OF FIRE RATED ASSEMBLES SHALL BE IN CONFORMANCE WITH CBC CHAPTER 7 REQUIREMENTS SUCH THAT THE INTEGRITY OF THE ASSEMBLY IS MAINTAINED FOR FIRE AND ACOUSTICAL RATING 1.PLUMBING FIXTURES SHALL BE AS SCHEDULED ON PLANS. 2.PIPING SHALL BE PROVIDED AS FOLLOWS: A.0 WASTE - CAST IRON A.1 UNDER GROUND WASTE - SCHEDULE 40 B. VENT - CAST IRON C. COND.DRAIN - CPVC, SCHEDULE 80 (CORZAN) D.HOT AND COLD WATER ABOVE/BELOW GROUND - COPPER TYPE 'L' E. ESCUTCHEONS SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. F. WATER ANGLE STOPS SHALL BE CHROME PLATED BRASS BODY WITH NON-REMOVABLE KEY BY BRASS CRAFT. A.THE FIRST 5 FEET OF HOT AND COLD WATER PIPES FROM THE WATER HEATER SHALL BE INSULATED WITH APPROVED INSULATION. B.ALL HOT WATER PIPES 3/4" OR LARGER REQUIRES FULL AND CONTINUOUS PIPE INSULATION. SECTION150.0(J)2AI AND SECTION 150.0(J)4. C.ALL HOT WATER PIPING BETWEEN THE HEAT SOURCE TO THE KITCHEN FIXTURES. CECSTDS AND CALGREEN. PROVIDE 2" INSULATION ON THE FOLLOWING LOCATIONS (TITLE 24, 120.3): A.RECIRCULATING SYSTEM PIPING, INCLUDING THE SUPPLY AND RETURN PIPING TO THE WATER HEATER. B.THE FIRST 8 FT OF HOT AND COLD OUTLET PPING INCLUDING PIPING BETWEEN A STORAGE TANK AND A HEAT TRAP, FOR A NONRECIRCULATING STORAGE SYSTEM. C.PIPES THAT ARE EXTERNALLY HEATED. HOT WATER PIPING INSULATION LIST: PIPE SIZE, INCHES INSULATION THICKNESS 1/2" AND 3/4"1" 1" THRU 1-1/2" 1-1/2" 2" AND LARGER 2" PIPE MATERIALS SYMBOL ABBREVIATION DESCRIPTION P.O.C.POINT OF CONNECTION CFH VTR DTF DTR UTR OD BOT CONC DN BEL ABV FS FD (N) TDL WHA RI & C WH OPG TYP FU IE GPM CLG BWV CUBIC FEET PER HOUR VENT UP THRU ROOF DOWN THRU FLOOR DOWN THRU ROOF UP THRU ROOF OVERFLOW DRAIN BOTTOM CONCRETE DOWN BELOW ABOVE FLOOR SINK, 1/2 GRATE, 3/4 GRATE FLOOR DRAIN NEW TOTAL DEVELOPED LENGTH WATER HAMMER ARRESTOR ROUGH IN AND CONNECT WATER HEATER OPENING TYPICAL FIXTURE UNIT INVERT ELEVATION GALLONS PER MINUTE CEILING BACKWATER VALVE ED EMERGENCY DRAIN WH - EQUIPMENT TAG EQUIPMENT TAGNUMBER G COLD WATER HOT WATER SUPPLY FILTERED WATER VENT WASTE & STORM DRAIN BELOW FLOOR WASTE & STORM DRAIN ABOVE FLOOR NATURAL GAS SHUT-OFF VALVE BALANCING VALVE CLEAN OUT FLOOR CLEAN OUT WALL CLEAN OUT CAP UNION RELIEF VALVE PIPING ELBOW UP PIPING ELBOW DOWN CHECK VALVE GAS COCK BALL VALVE CW HW FW V W W GAS SOV BV CO FCO WCO FW P0.00 PLUMBING SHEET INDEX SHEET#SHEET TITLE ISSUE TAG P0.00 PLUMBING NOTES & SYMBOLS PC CORR#2 P0.01 PLUMBING SCHEDULES PC CORR#2 P0.02 PLUMBING CALCULATIONS PC CORR#2 P1.00 PLUMBING SITE PLAN PC CORR#2 P2.00 1ST FLOOR PLUMBING WATER PLAN PC CORR#2 P2.01 2ND FLOOR PLUMBING WATER PLAN PC CORR#2 P2.02 3RD FLOOR PLUMBING WATER PLAN PC CORR#2 P3.00 1ST FLOOR PLUMBING WASTE & VENT PLAN PC CORR#2 P3.01 2ND FLOOR PLUMBING WASTE & VENT PLAN PC CORR#2 P3.02 3RD FLOOR PLUMBING WASTE & VENT PLAN PC CORR#2 P5.00 PLUMBING RISER DIAGRAM - WATER PC CORR#2 P5.01 PLUMBING RISER DIAGRAM - WASTE & WATER PC CORR#2 P6.00 PLUMBING DETAILS PC CORR#2 PL U M B I N G S C H E D U L E S cad file: drawing no: plot date: job#: P0.01 PLUMBING SCHEDULES.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 0 . 0 1 P L U M B I N G S C H E D U L E S . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 P0.01 NOTES: 1.ALL PLUMBING FIXTURES SHALL COMPLY WITH 2022 CALIFORNIA GREEN CODE (SUCH AS THE MAXIMUM WATER FLOW RATES PER FIXTURE, AND 20% REDUCTION FROM BASELINE). 2.ALL PIPING MATERIALS, VALVES, FIXTURES, DEVICES, AND APPURTENANCES SHALL BE LISTED BY A RECOGNIZED TESTING AGENCY FOR THE INTENDED USE. 1.8 GPM MAXIMUM SHOWER HEAD FLOW RATE TAG FIXTURE MANUFACTURER MODEL DESCRIPTIONCWHWWASTEVENT LAVATORY KS-1 1 BOWL KITCHEN SINK ISLAND COUNTER SINK WITH DECK MOUNT FAUCET WITH MAXIMUM FLOWRATE OF 1.8 GPM PROVIDE FITTINGS FOR FUTURE DISHWASHER PROVISION PLUMBING FIXTURE & APPLIANCE SCHEDULE JAY R SMITH OR EQUALFS-1 FLOOR SINK SH-1 SHOWER BY OWNER 2" 1-1/2" FLUSH TANK TYPE, 1.28 GPF MAXIMUM.WC-1 LAV-1 WATER CLOSET SEE ARCHITECTURAL PLANS FOR SINK TYPE. PROVIDE FAUCET, 1.2 MAXIMUM FLOWRATE. . ---3" BY OWNER --- R-1 REFRIGERATOR ---ENERGY STAR RATED1/2"------ BY OWNER 3/4"3/4"2" BT-1 BATH TUB & SHOWER HB-1 HOSE BIBB CW-1 CLOTHES WASHER BY OWNER BY OWNER BY OWNER BY OWNER BY OWNER BY OWNER BY OWNER BY OWNER BY OWNER ACORN OR EQUAL BY OWNER BY OWNER BY OWNER 3/4"2" 1/2"1/2"2" 3/4"3/4"2"2"1.8 GPM MAXIMUM SHOWER HEAD FLOW RATE. PROVIDE THERMOSTATIC MIXING VALVE TO LIMIT TEMP. 1-1/2"2"------ 3/4"--------- 3/4"3/4"2"2"ENERGY STAR RATED. STACKABLE WITH MATCHING ELECTRIC DRYER OR COMBINATION WASHER-DRYER TYPE HALF GRATE; INDIRECT RECEPTOR FOR WATER HEATER PROVIDE FAUCET WITH MAXIMUM FLOWRATE OF 1.8 GPM. 1/2"1/2"1-1/2"2" EQUIPMENT SCHEDULE WH 1 AO SMITH FPTU-80, 80 GALLON RESIDENTIAL VOLTEX ELECTRIC HYBRID HEAT PUMP WATER HEATER. 240V/1PHASE. INSTALL ACCORDING TO MANUFACTURER'S REQUIREMENTS. WATER HEATER CP 1 CIRCULATING PUMP GRUNDFOS UP 15-29 FCU XX FAN COIL UNIT FAN COIL UNIT. SEE MECHANICAL PLANS. 1 PL U M B I N G C A L C S cad file: drawing no: plot date: job#: P0.02 PLUMBING CALCS.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 0 . 0 2 P L U M B I N G C A L C S . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 P0.02 TOTAL FIXTURE UNITS = 33 (22 GPM) (FLUSH TANK) WATER CALCULATIONS UNIT 1 AVAILABLE WATER PRESSURE (ASSUMED):60 PSI PRESSURE LOSS THROUGH EXISTING 1" METER : 3 PSI LOSS THRU BUILDING STATIC PRESSURE HEIGHT (28 FT X .434): 12.2 PSI RESIDUAL PRESSURE : 20 PSI AVAILABLE PRESSURE FOR FRICTION LOSS: 24.8 PSI TOTAL EQUIVALENT LENGTH = 135 FT X 1.2 = 162 FT. PER APPENDIX A PRESSURE AVAILABLE FOR FRICTION LOSS: 24.8 PSI X 100 FT /162 FT = 15.3 PSI/LF PIPES SIZED FOR 7 PSI LOSS/100 LF UNIT 1 CW PIPING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 21 46 MAX. VELOCITY 8 8 8 8 LOSS PSI 7 7 7 7 UNIT 1 HW SIZING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 16 28 MAX. VELOCITY 5 5 5 5 LOSS PSI 7 7 7 7 TOTAL FIXTURE UNITS = 31 (21 GPM) (FLUSH TANK) WATER CALCULATIONS UNIT 2 AVAILABLE WATER PRESSURE (ASSUMED):60 PSI PRESSURE LOSS THROUGH EXISTING 1" METER : 3 PSI LOSS THRU BUILDING STATIC PRESSURE HEIGHT (30 FT X .434): 13 PSI RESIDUAL PRESSURE : 20 PSI AVAILABLE PRESSURE FOR FRICTION LOSS: 24 PSI TOTAL EQUIVALENT LENGTH = 165 FT X 1.2 = 198 FT. PER APPENDIX A PRESSURE AVAILABLE FOR FRICTION LOSS: 24 PSI X 100 FT /198 FT = 12 PSI/LF PIPES SIZED FOR 7 PSI LOSS/100 LF TOTAL FIXTURE UNITS = 33 (22 GPM) (FLUSH TANK) WATER CALCULATIONS UNIT 3 AVAILABLE WATER PRESSURE (ASSUMED):60 PSI PRESSURE LOSS THROUGH EXISTING 1" METER: 3 PSI LOSS THRU BUILDING STATIC PRESSURE HEIGHT (28 FT X .434): 12.2 PSI RESIDUAL PRESSURE : 20 PSI AVAILABLE PRESSURE FOR FRICTION LOSS: 24.8 PSI TOTAL EQUIVALENT LENGTH = 200 FT X 1.2 = 250 FT. PER APPENDIX A PRESSURE AVAILABLE FOR FRICTION LOSS: 24.8 PSI X 100 FT /250 FT = 9.9 PSI/100 LF PIPES SIZED FOR 7 PSI LOSS/100 LF TOTAL FIXTURE UNITS = 31 (21 GPM) (FLUSH TANK) WATER CALCULATIONS UNIT 4 AVAILABLE WATER PRESSURE (ASSUMED):60 PSI PRESSURE LOSS THROUGH EXISTING 1" METER : 3 PSI LOSS THRU BUILDING STATIC PRESSURE HEIGHT (30 FT X .434): 13 PSI RESIDUAL PRESSURE : 20 PSI AVAILABLE PRESSURE FOR FRICTION LOSS: 24 PSI TOTAL EQUIVALENT LENGTH = 178 FT X 1.2 = 214 FT. PER APPENDIX A PRESSURE AVAILABLE FOR FRICTION LOSS: 24 PSI X 100 FT /214 FT = 11.2 PSI/100 LF PIPES SIZED FOR 7 PSI LOSS/100 LF WASTE & WATER FIXTURE UNITS - UNIT 1 & 3 WASTE WATER QUANTITY FIXTURE UNITS TOTAL FIXTURE UNITS (CW)TOTAL FIXTURE UNITS (HW)TOTAL KITCHEN SINK W/ DISHWASHER PROVISION 1 2 2 3 3 3 3 CLOTHES WASHER 1 3 3 4 4 4 4 BATH TUB/SHOWER 3 2 6 4 12 4 12 WATER CLOSET 3 3 9 2.5 7.5 -- LAVATORY 3 1 3 1 3 1 3 REFRIGERATOR 1 --1 1 -- HOSE BIBB 1 --2.5 2.5 -- FLOOR SINK 1 2 2 TOTAL 25.0 33.0 22.0 WASTE & WATER FIXTURE UNITS - UNIT 2 & 4 WASTE WATER QUANTITY FIXTURE UNITS TOTAL FIXTURE UNITS (CW)TOTAL FIXTURE UNITS (HW)TOTAL KITCHEN SINK W/ DISHWASHER PROVISION 1 2 2 3 3 3 3 CLOTHES WASHER 1 3 3 4 4 4 4 BATH TUB/SHOWER 2 2 `4 8 4 8 SHOWER 1 2 2 2 2 2 2 WATER CLOSET 3 3 9 2.5 7.5 -- LAVATORY 3 1 3 1 3 1 3 REFRIGERATOR 1 --1 1 -- HOSE BIBB 1 --2.5 2.5 -- FLOOR SINK 1 2 2 TOTAL 21.0 31.0 20.0 UNIT 3 CW PIPING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 21 46 MAX. VELOCITY 8 8 8 8 LOSS PSI 7 7 7 7 UNIT 3 HW SIZING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 16 28 MAX. VELOCITY 5 5 5 5 LOSS PSI 7 7 7 7 UNIT 4 CW PIPING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 21 46 MAX. VELOCITY 8 8 8 8 LOSS PSI 7 7 7 7 UNIT 4 HW SIZING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 16 28 MAX. VELOCITY 5 5 5 5 LOSS PSI 7 7 7 7 UNIT 2 CW PIPING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 21 46 MAX. VELOCITY 8 8 8 8 LOSS PSI 7 7 7 7 UNIT 2 HW SIZING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 16 28 MAX. VELOCITY 5 5 5 5 LOSS PSI 7 7 7 7 S 2 n d A v e WM WM WM WM 1"WATER METER 1"WATER METER 1"WATER METER 1"WATER METER 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/2"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4" CW UP WALL TO CLG SPACE 1-1/4" CW UP WALL TO 2ND FLOOR 1-1/4" CW UP WALL TO 2ND FLOOR 1-1/4" CW UP WALL TO 2ND FLOOR HB-1 HB-1 HB-1 HB-1 3/4"(TYPICAL) 2N D A V E 4"W(E)4"W(E) 4"W(N) 4"W 4"W 4"W 2"W 4"W PL U M B I N G S I T E P L A N P1.00 cad file: drawing no: plot date: job#: P1.00 PLUMBING SITE PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 1 . 0 0 P L U M B I N G S I T E P L A N . D W G XR E F S I N C L U D E D : S I T E [ . \ S I T E . d w g ] U A _ A P - 1 [ . . \ . . \ . . \ . . \ U A _ A P - 1 . d w g ] U B _ A P - 1 [ . . \ . . \ . . \ . . \ U B _ A P - 1 . d w g ] U A 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U A 2 _ A P - 1 . d w g ] U B 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U B 2 _ A P - 1 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] s . 2 n d a v e b a s e [ . \ L a n d s c a p e \ 2 3 0 2 0 8 \ c o n c e p t \ x r e f \ s . 2 n d a v e b a s e . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/8" = 1'-0" PLUMBING SITE PLAN GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. D. SEE CIVIL PLANS FOR ALL SITE WORK. SEE CIVIL PLANS FOR EXACT POINT OF CONNECTION OF SANITARY SEWER WASTE AND WATER MAINS FROM BUILDING TO SITE. N 1 WH 1 WM WM WM WM 1"WATER METER 1"WATER METER 1"WATER METER 1"WATER METER 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/2"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4"CW BELOW GROUND 1-1/4" CW UP WALL TO CLG SPACE 1-1/4" CW UP WALL TO 2ND FLOOR 1-1/4" CW UP WALL TO 2ND FLOOR 1-1/4" CW UP WALL TO 2ND FLOOR 1-1/4"CW @ CEILING SPACE WH 1 WH 1 WH 11-1/4"CW 1-1/4"HW UP 1-1/4"HW UP 1-1/4"HW UP 1-1/4"HW UP 1-1/4"CW 1-1/4"CW 1-1/4"CW HB-1 HB-1 HB-1 HB-1 1-1/4"CW UP 3/4"CW UP 3/4" 3/4" 3/4" 3/4" 3/4"HWR 3/4"HWR DOWN FROM ABOVE TO CEILING SPACE CP 1 3/4"HWR DOWN FROM ABOVE TO CEILING SPACE CP 1 3/4"HWR DOWN FROM ABOVE TO CEILING SPACE 3/4"HWR DOWN FROM ABOVE TO CEILING SPACE CP 1 CP 1 1F P L B W A T E R P L A N P2.00 cad file: drawing no: plot date: job#: P2.00 1F PLB WATER PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 2 . 0 0 1 F P L B W A T E R P L A N . D W G XR E F S I N C L U D E D : S I T E [ . \ S I T E . d w g ] U A _ A P - 1 [ . . \ . . \ . . \ . . \ U A _ A P - 1 . d w g ] U B _ A P - 1 [ . . \ . . \ . . \ . . \ U B _ A P - 1 . d w g ] U A 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U A 2 _ A P - 1 . d w g ] U B 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U B 2 _ A P - 1 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] s . 2 n d a v e b a s e [ . \ L a n d s c a p e \ 2 3 0 2 0 8 \ c o n c e p t \ x r e f \ s . 2 n d a v e b a s e . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 1 1 1 SCALE:1/4" = 1'-0" PLUMBING WATER PLAN - FIRST FLOOR N GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. SEE RISER DIAGRAMS FOR MORE DETAILED PIPE SIZING. D. PROVIDE CEILING ACCESS PANELS FOR SHUT-OFF VALVES IN BATHROOM GROUPS. K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA 1-1/4" CW UP FROM BELOW 1-1/4" CW UP FROM BELOW 3/4" 1/2"HW BELOW COUNTER 1/2"CW BELOW COUNTER 3/4" 1-1/4" HW UP FROM BELOW 1" CW UP FR BELOW 1-1/4" CW UP FROM BELOW TO CEILING SPACE 1/2"CW 1" HW UP TO 3RD FLR 3/4"CW DOWN WALL TO BELOW COUNTER TO CONNECT TO KS-1 3/4"HW DOWN WALL TO BELOW COUNTER TO CONNECT TO KS-1 3/4"HW DOWN WALL TO BELOW COUNTER TO CONNECT TO KS-1 3/4"CW DOWN WALL TO BELOW COUNTER TO CONNECT TO KS-1 3/4"HW DOWN WALL TO BELOW COUNTER TO CONNECT TO KS-1 3/4" 1-1/4" HW UP FROM BELOW 1/2"CW 3/4" 3/4" 1-1/4" HW UP FROM BELOW 1" CW UP TO 3RD FLR 1"CW UP 1" CW UP TO 3RD FLR 3/4"HWR DOWN FROM ABOVE TO GARAGE CEILING BELOW 1 1 2F P L B W A T E R P L A N P2.01 cad file: drawing no: plot date: job#: P2.01 2F PLB WATER PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 2 . 0 1 2 F P L B W A T E R P L A N . D W G XR E F S I N C L U D E D : 0 2 4 - X B G ( 1 S T & 2 N D F L R ) [ . \ E l e c t r i c a l R e f e r e n c e \ 0 2 4 - X B G ( 1 S T & 2 N D F L R ) . d w g ] A p - 2 [ . \ A p - 2 . d w g ] S I T E [ . \ S I T E . d w g ] U A _ A P - 2 [ . \ U A _ A P - 2 . d w g ] U B _ A P - 2 [ . \ U B _ A P - 2 . d w g ] U A 2 _ A P - 2 [ . \ U A 2 _ A P - 2 . d w g ] U B 2 _ A P - 2 [ . \ U B 2 _ A P - 2 . d w g ] U A _ A P - 1 [ . . \ . . \ . . \ . . \ U A _ A P - 1 . d w g ] U B _ A P - 1 [ . . \ . . \ . . \ . . \ U B _ A P - 1 . d w g ] U A 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U A 2 _ A P - 1 . d w g ] U B 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U B 2 _ A P - 1 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] 2 1 0 3 _ T B S [ . \ 2 1 0 3 _ T B S _ N e w . d w g ] K N _ F L O O R [ . \ K N _ F L O O R . d w g ] K N _ I N T F I N I S H E S [ . \ K N _ I N T F I N I S H E S . d w g ] s . 2 n d a v e b a s e [ . \ L a n d s c a p e \ 2 3 0 2 0 8 \ c o n c e p t \ x r e f \ s . 2 n d a v e b a s e . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/4" = 1'-0" PLUMBING WATER PLAN - SECOND FLOOR N GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. SEE RISER DIAGRAMS FOR MORE DETAILED PIPE SIZING D. PROVIDE CEILING ACCESS PANELS FOR SHUT-OFF VALVES IN BATHROOM GROUPS REFERENCE NOTES: 1 3/4"HWR DOWN 3/4"HW 1"CW 1"CW 1"CW 1"CW 1"CW 3/4"HW 3/4"HW 1"HW 3/4" 3/4" 3/4" 3/4" 1"HW UP FROM BELOW 3/4" 1 1 1 1 2 2 3/4"HWR 3 3 3/4"HWR 3 3 3F P L B W A T E R P L A N P2.02 cad file: drawing no: plot date: job#: P2.02 3F PLB WATER PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 2 . 0 2 3 F P L B W A T E R P L A N . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] 0 2 4 - X B G ( 3 R D F L R & R O O F ) [ . \ 0 2 4 - X B G ( 3 R D F L R & R O O F ) . d w g ] 2 1 0 3 _ T B S [ . \ 2 1 0 3 _ T B S _ N e w . d w g ] A p - R o o f [ . \ A p - R o o f . d w g ] A p - 3 [ . \ A p - 3 . d w g ] K N _ F L O O R [ . \ K N _ F L O O R . d w g ] K N _ R O O F [ . \ K N _ R O O F . d w g ] K N _ I N T F I N I S H E S [ . \ K N _ I N T F I N I S H E S . d w g ] U A _ A P - 3 [ . \ U A _ A P - 3 . d w g ] U B _ A P - 3 [ . \ U B _ A P - 3 . d w g ] U A 2 _ A P - 3 [ . \ U A 2 _ A P - 3 . d w g ] U B 2 _ A P - 3 [ . \ U B 2 _ A P - 3 . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/4" = 1'-0" PLUMBING WATER PLAN - THIRD FLOOR N REFERENCE NOTES: 1 1"CW UP FROM BELOW TO ABOVE CEILING. 1"HW UP FROM BELOW TO ABOVE CEILING 3/4"HWR DOWN 2 GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. SEE RISER DIAGRAMS FOR MORE DETAILED PIPE SIZING D. PROVIDE CEILING ACCESS PANELS FOR SHUT-OFF VALVES IN BATHROOM GROUPS 3 WH 1 2"V UP WH 1 4"W(E)4"W(E) 4"W(N) 4"W 4"W DOWN FROM ABOVE TO BELOW GROUND 4"W 4"W 4"W DOWN FROM ABOVE TO BELOW GROUND 4"W 4"W DOWN FROM ABOVE TO BELOW GROUND 4"W DOWN FROM ABOVE TO BELOW GROUND 2"W WH 1 WH 1 FCU A2 FCU A1 FCU A4 FCU A3 4"W 2"V 2"W 2"W 4"W 4"W 2"W 2"W 2"V 2"V UP 1 1 1 1 4"W 2"V UP 2"V UP 1F P L B W S T & V E N T P L A N P3.00 cad file: drawing no: plot date: job#: P3.00 1F PLB WST & VENT PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 3 . 0 0 1 F P L B W S T & V E N T P L A N . D W G XR E F S I N C L U D E D : 0 2 4 - X B G ( 1 S T & 2 N D F L R ) [ . \ E l e c t r i c a l R e f e r e n c e \ 0 2 4 - X B G ( 1 S T & 2 N D F L R ) . d w g ] A p - 2 [ . \ A p - 2 . d w g ] S I T E [ . \ S I T E . d w g ] U A _ A P - 2 [ . \ U A _ A P - 2 . d w g ] U B _ A P - 2 [ . \ U B _ A P - 2 . d w g ] U A 2 _ A P - 2 [ . \ U A 2 _ A P - 2 . d w g ] U B 2 _ A P - 2 [ . \ U B 2 _ A P - 2 . d w g ] U A _ A P - 1 [ . . \ . . \ . . \ . . \ U A _ A P - 1 . d w g ] U B _ A P - 1 [ . . \ . . \ . . \ . . \ U B _ A P - 1 . d w g ] U A 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U A 2 _ A P - 1 . d w g ] U B 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U B 2 _ A P - 1 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] 2 1 0 3 _ T B S [ . \ 2 1 0 3 _ T B S _ N e w . d w g ] K N _ F L O O R [ . \ K N _ F L O O R . d w g ] K N _ I N T F I N I S H E S [ . \ K N _ I N T F I N I S H E S . d w g ] s . 2 n d a v e b a s e [ . \ L a n d s c a p e \ 2 3 0 2 0 8 \ c o n c e p t \ x r e f \ s . 2 n d a v e b a s e . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. D. ALL WASTE LINES TO SLOPE AT 2%. 1 SCALE: 1/4" = 1'-0" PLUMBING WASTE & VENT PLAN - FIRST FLOOR N 1 1 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA 4"W DOWN FROM ABOVE & DOWN TO GARAGE 1 4"W 2"W 2"V UNDER COUNTER 2"V UP TO CLG SPACE 4"W 4"W 4"W DOWN FROM ABOVE TO FIRST FLOOR 2"W 4"W 4"W2"V UNDER COUNTER 4"W DOWN 2"W 2"W 2"W 4"W DOWN FROM ABOVE TO FIRST FLOOR 2"W 2"W 4"W 4"W DOWN TO FIRST FLOOR 2"W 4"W DOWN FROM ABOVE TO BELOW FLOOR 4"W 4"W 4"W 2"W 2"W 2"W 4"W 2"V UNDER COUNTER 2"W 2"W 4"W 4"W 4"W 4"V UP THROUGH ROOF FROM BELOW FCU B2 FCU B1 FCU B4 FCU B3 2"V 2 2 2 2 3"W 2"V 2"V 3 3"V 4"V UP 3"V 4 2"V 2"V UNDER COUNTER 2"V 5 2"V 3"V 5 5 2"V 2F P L B W S T & V E N T P L A N P3.01 cad file: drawing no: plot date: job#: P3.01 2F PLB WST & VENT PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 3 . 0 1 2 F P L B W S T & V E N T P L A N . D W G XR E F S I N C L U D E D : 0 2 4 - X B G ( 1 S T & 2 N D F L R ) [ . \ E l e c t r i c a l R e f e r e n c e \ 0 2 4 - X B G ( 1 S T & 2 N D F L R ) . d w g ] A p - 2 [ . \ A p - 2 . d w g ] S I T E [ . \ S I T E . d w g ] U A _ A P - 2 [ . \ U A _ A P - 2 . d w g ] U B _ A P - 2 [ . \ U B _ A P - 2 . d w g ] U A 2 _ A P - 2 [ . \ U A 2 _ A P - 2 . d w g ] U B 2 _ A P - 2 [ . \ U B 2 _ A P - 2 . d w g ] U A _ A P - 1 [ . . \ . . \ . . \ . . \ U A _ A P - 1 . d w g ] U B _ A P - 1 [ . . \ . . \ . . \ . . \ U B _ A P - 1 . d w g ] U A 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U A 2 _ A P - 1 . d w g ] U B 2 _ A P - 1 [ . . \ . . \ . . \ . . \ U B 2 _ A P - 1 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] 2 1 0 3 _ T B S [ . \ 2 1 0 3 _ T B S _ N e w . d w g ] K N _ F L O O R [ . \ K N _ F L O O R . d w g ] K N _ I N T F I N I S H E S [ . \ K N _ I N T F I N I S H E S . d w g ] s . 2 n d a v e b a s e [ . \ L a n d s c a p e \ 2 3 0 2 0 8 \ c o n c e p t \ x r e f \ s . 2 n d a v e b a s e . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/4" = 1'-0" PLUMBING WASTE & VENT PLAN - SECOND FLOOR N GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. D. ALL WASTE LINES TO SLOPE AT 2%. REFERENCE NOTES: 1 3"V UP FROM BELOW TO 3"VTR PROVIDE 3/4" CONDENSATE DRAIN PIPING FROM FCU, ROUTED INSIDE CEILING, DOWN WALL & TERMINATE INDIRECTLY TO FLOOR SINK. SEE MECHANICAL PLANS FOR EXACT LOCATION AND FCU DETAILS. 3"V UP WALL FROM LOWER FLOOR TO CEILING SPACE 4"W DOWN FROM UPPER LEVEL DOWN TO BELOW FLOOR. 2"V UP WALL TO CONNECT TO 2"V INSIDE CEILING 2 3 4 5 4"W DOWN 4"W 4"W 4"V TO 4"VTR 4"W4"W 2"V WCO 2"V 2"V 4"W 4"W 4"W 4"W 4"W 2"W 2"W 2"W2"W 4"W2"W 4"W 2"W 2"W 4"W 4"W 4"W DOWN 4"W 4"W DOWN 2"W 4"W 4"W 2"V 2"V FCU D2 FCU C2 FCU C1 FCU D1 FCU D4 FCU C3 FCU D3 FCU C4 1 1 1 1 1 1 1 1 4"V TO 4"VTR 2 3 2"V 3F P L B W S T & V E N T P L A N P3.02 cad file: drawing no: plot date: job#: P3.02 3F PLB WASTE & VENT PLAN.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 3 . 0 2 3 F P L B W A S T E & V E N T P L A N . D W G XR E F S I N C L U D E D : 0 2 4 - X B G ( 3 R D F L R & R O O F ) ) [ . \ E l e c t r i c a l R e f e r e n c e \ 0 2 4 - X B G ( 3 R D F L R & R O O F ) . d w g ] A p - R o o f [ . \ A p - R o o f . d w g ] A p - 3 [ . \ A p - 3 . d w g ] U A _ A P - 3 [ . \ U A _ A P - 3 . d w g ] U B _ A P - 3 [ . \ U B _ A P - 3 . d w g ] U A 2 _ A P - 3 [ . \ U A 2 _ A P - 3 . d w g ] U B 2 _ A P - 3 [ . \ U B 2 _ A P - 3 . d w g ] 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] 2 1 0 3 _ T B S [ . \ 2 1 0 3 _ T B S _ N e w . d w g ] K N _ F L O O R [ . \ K N _ F L O O R . d w g ] K N _ R O O F [ . \ K N _ R O O F . d w g ] K N _ I N T F I N I S H E S [ . \ K N _ I N T F I N I S H E S . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/4" = 1'-0" PLUMBING WASTE & VENT PLAN - THIRD FLOOR N GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. D. ALL WASTE LINES TO SLOPE AT 2%. REFERENCE NOTES: 1 PROVIDE 3/4" CONDENSATE DRAIN PIPING FROM FCU, ROUTED INSIDE CEILING, DOWN WALL & TERMINATE INDIRECTLY TO FLOOR SINK. SEE MECHANICAL PLANS FOR EXACT OCATION AND FCU DETAILS. 3"V UP TO CEILING SPACE FROM BELOW 4"W DOWN 2 3 PL B R I S E R - W T R P5.00 cad file: drawing no: plot date: job#: P5.00 PLB RISER - WTR.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 5 . 0 0 P L B R I S E R - W T R . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 WM 1"WATER METER WH-1 1-1/4"HW (20) 1-1/4"CW WM 1"WATER METER WH-1 1-1/4"HW (22) 1-1/4"CW WM 1"WATER METER WH-1 1-1/4"HW (22) 1-1/4"CW WM 1"WATER METER WH-1 1-1/4"HW (20) 1-1/4"CW L-1 1/2" (1) WC-1 3/4" (2.5) CW-1 3/4"(4) 3/4"(4) 1/2"(1) BT-1 3/4" (4) R-1 3/4"(3) KS-1 3/4" (3)3/4"(4) L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) WC-1 3/4" (2.5) SH-1 3/4" (2) CW-1 R-1 KS-1 L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) CW-1 WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) R-1KS-1 L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) CW-1R-1 KS-1 L-1 1/2" (2) WC-1 3/4" (2.5) SH-1 L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) L-1 1/2" (1) WC-1 3/4" (2.5) BT-1 3/4" (4) 1 SCALE: NONE UNIT 1 PLUMBING RISER DIAGRAM-WATER 2 SCALE: NONE UNIT 2 PLUMBING RISER DIAGRAM-WATER 3 SCALE: NONE UNIT 3 PLUMBING RISER DIAGRAM-WATER 4 SCALE: NONE UNIT 4 PLUMBING RISER DIAGRAM-WATER UNIT 1-4 CW PIPE SIZING (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 21 46 MAX. VELOCITY 8 8 8 8 LOSS PSI 7 7 7 7 UNIT 1-4 HW PIPE (TYPE L COPPER PIPING) PIPE SIZE 1/2"3/4"1"1-1/4" FT MAX. FU 2 8 16 28 MAX. VELOCITY 5 5 5 5 LOSS PSI 7 7 7 7 1-1/4"CW (30.5) 3/4" (6.5) 3/4"CW (7.5)3/4" (5) 1"HW(10) 3/4"HW (7) 3/4" (6.5) 3/4" (7.5) 3/4" (7.5)1"CW(15) 1"CW(19) 1-1/4"CW(23) 3/4"(5) 1"HW(10) 1"CW(15) 1" (7.5) 1" (7.5) 1/2"(1)3/4" (4) 3/4"(5.5) 3/4"(3)3/4"(3)1-1/4"(20.5) 1-1/4"CW (28.5) 3/4"(3)1-1/4" (17) 3/4"(3) 3/4" (7) 1"HW(10) 3/4" (6.5) 1-1/4"CW (28.5) 1-1/4"CW(33) 3/4" (2.5) HB-1 3/4" (2.5) HB-1 3/4" (2.5) HB-1 3/4" (2.5) HB-1 1-1/4"CW(33) 1-1/4"CW (30.5) 3/4"HW (7) 3/4" (5)1"(12) 3/4" (7.5) 3/4"(3) 3/4"(4) 1/2"(1) 1-1/4" (27.5) 1-1/4" (26.5) 1-1/4" (22.5) 1"CW(15)1"CW(15) 1"HW(10) 1"HW(10) 3/4"(3) 3/4"HW (7) 3/4"(4)1/2" (1) 1-1/4" (24.5) 1-1/4" (25.5) 1" (20.5) 3/4" (5) 3/4"(5) 3/4"(4) 1/2" (1) S.O.V. 3/4" (6.5) 3/4" (7.5) 3/4" (7.5) 3/4" (5) 3/4"(5) 1"HW(10) 3/4"(3) 1" (10) 1-1/4"HW (20) 3/4" (5.5) 1-1/4"CW (31) 1-1/4"(28.5) 1-1/4"CW (31) 1-1/4"CW (28.5) 1-1/4"CW (30.5)1-1/4"HW (22) S.O.V.S.O.V. S.O.V. 1-1/4"CW (28.5) 3/4" (6.5) 1-1/4"HW(20) 3/4"(8) 3/4" (6.5) RI S E R - W A S T E & W T R P5.01 cad file: drawing no: plot date: job#: P5.01 RISER DIAG - WASTE & WTR.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 5 . 0 1 R I S E R D I A G - W A S T E & W T R . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 1 SCALE: 1/4" = 1'-0" PLUMBING RISER DIAGRAM - WASTE & VENT 2ND FLOOR FIRST FLOOR 3RD FLOOR ROOFDECK 4"W(94)(E) CW-1 2"W(3) 2"V(3) BT-1 2"V(2) 2"W(2)4"W(3) WC-1 2"V(3) LAV-1 1-1/2"V(1) 2"W(1) 4"W(17) BT-1 2"V(2) 2"W(2)3"W(3) WC-1 2"V(3) LAV-1 1-1/2"V(1) 2"W(1) BT-1 2"V(2) 2"W(2)3"W(3) WC-1 2"V(3) LAV-1 1-1/2"V(1) 2"W(1) 2"W(2) 4"W(5)4"W(6)4"W(2) 4"W(6) COTG 4"W(23) KS-1 2"W(2) 4"W(6) 4"W(3)4"W(1) WCO WCO 4"VTR(25) FS-1 2"W(2) 4"W(1)4"W(4)4"W(9) 4"W(15) 4"W(15) 4"W(6) 4"W(27) WCO WCO COTG4"W(25) FR UNIT 32"W(2) FR. UNIT 4 4"W(25) 4"W(21) FR. UNIT 2 4"W(21) FR. UNIT 42"W(2) FROM UNIT 1 3"V(13) 2"V(5)2"V(2)2"V(6) 2"V(2)2"V(5) 2"V(6) 3"V(19) 3"V(2) 1-1/2"V(3) 4"W(23) 4"W(21)4"W(44)4"W(71) 2"V(2) GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. ALL WASTE LINES TO SLOPE AT 2%. D. RISER DIAGRAM REFLECTS OVERALL WASTE/VENT AS WELL AS WASTE/VENT ROUTING FOR UNIT 1 WHICH IS SIMILAR TO OTHER APARTMENT UNITS, WITH SLIGHT DEVIATIONS. SEE FLOOR PLAN FOR EXACT ROUTING OF OTHER UNITS. PLANS ARE DIAGRAMMATICAL AND CONTRACTOR TO MAKE ADJUSTMENTS IN ROUTING AS NECESSARY DUE TO FIELD CONDITIONS. UNIT 1 4"W(94)(N) 4"W(E) 2"V(5)2"V(7)2"V(10)2"V(11) PL U M B I N G D E T A I L S P6.00 cad file: drawing no: plot date: job#: P6.00 PLUMBING DETAILS.dwg issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ R O N E D W A R D P R O V I D O \ C E N T U R Y E N G I N E E R S \ C E N T U R Y E N G I N E E R S I N C - 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 3 P \ P 6 . 0 0 P L U M B I N G D E T A I L S . D W G XR E F S I N C L U D E D : 0 2 4 - X T B - N e w [ . \ 0 2 4 - X T B - N e w . d w g ] , , , , , , , , PL O T T E D : La y o u t : No v e m b e r 2 8 , 2 0 2 3 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Aug 16, 2023 AE 2103 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 8 / 2 3 PC C O R R # 2 WATER HEATER DETAILS 2 1.THE ELECTRICAL CONTRACTOR SHALL VISIT THE SITE OF THE WORK AND THOROUGHLY FAMILIARIZE HIMSELF WITH THE WORKING CONDITIONS AND THE EXACT NATURE AND EXTENT OF THE WORK TO BE PERFORMED. ELECTRICAL CONTRACTOR IS TO TAKE INTO CONSIDERATION SPECIAL OR UNUSUAL FEATURES PECULIAR TO THIS JOB. 2.CONTACT UTILITY COMPANIES AND PROVIDE ALL SERVICES, WORK, INSTALLATION AND COORDINATION REQUIRED FOR THEIR USE. PAY ANY CHARGES MADE BY THEM. 3.DO ALL WORK PER GOVERNING CODE REQUIREMENTS AND SUBMIT EVIDENCE OF APPROVAL. ALL WORK SHALL COMPLY WITH 2019 CEC & 2019 CENC. 4.OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS, INSPECTION FEES, ETC. 5.COORDINATE WORK WITH ALL OTHER TRADES AND AS REQUIRED FOR FUTURE INCREMENTS OF CONSTRUCTION. 6.PRIOR TO FINAL INSPECTION, FURNISH TO THE ENGINEER A SET OF "AS-BUILT" TRANSPARENCIES (OBTAINED FROM THE ARCHITECT AT THE COWNER'S COST) OF THE ORIGINAL DRAWINGS CORRECTED TO SHOW ALL CHANGES IN INSTALLATION. 7.THE ELECTRICAL CONTRACTOR SHALL EXERCISE ALL CONTRACT PLANS IN ORDER ORDER TO LOCATE WORK IN COORDINATION WITH THE CONSTRUCTION OF SUCH ITEMS AS CABINETS, BEAMS, FURRING, DOORS, DUCTS, PIPES AND CEILINGS. 8.EXACT LOCATION AND DIMENSIONS OF ALL EQUIPMENT SHALL BE VERIFIED IN FIELD PRIOR TO ORDERING AND INSTALLATION, AS PER NORMAL INDUSTRY STANDARDS. 9.REFER TO MECHANICAL/PLUMBING DRAWINGS FOR EXACT LOCATION OF ALL MECHANICAL/PLUMBING EQUIPMENT RESPECTIVELY. 10.REFER TO MECHANICAL CONTROL WIRING DIAGRAMS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR FOR COMPLETE AND OPERABLE "HVAC" SYSTEM. 11.REFER TO PLUMBING DRAWINGS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR. 12.CONDUIT STUBS SHALL BE TERMINATED IN ACCESSIBLE LOCATIONS, SECURELY CAPPED AND IDENTIFIED BY VISIBLE MARKER. 13.INSTALL APPROVED GROUNDING BUSHING AT EACH TERMINATION OF RIGID CONDUIT, AND AS OTHERWISE REQUIRED BY CODE. 14.ALL WIRE SHALL BE NEW, ALUMINUM OR COPPER AS INDICATED, THWN OR THHN. ALL COPPER CONDUCTORS WITH #1 OR SMALLER SHALL BE RATED 60° CELSIUS. ALL COPPER CONDUCTOR WITH #1/0 OR BIGGER SHALL BE RATED 75 DEGRESS CELSIUS, U.O.N. 15.PERMANENTLY AND VISIBLY LABEL ALL J-BOX COVER PLATES WITH CIRCUIT AND VOLTAGE CONTAINED. 16.CONDUIT RUNS ARE SHOWN DIAGRAMMATICALLY FOR CIRCUITING PURPOSES ONLY AND MAY BE VARIED IF APPROVED IN WRITING. 17.PROVIDE A MINIMUM OF 12" SEPARATION BETWEEN POWER AND TELEPHONE CONDUITS WHERE THEY ARE INSTALLED IN THE SAME TRENCH OR CROSS, U.O.N. 18.CONDUITS SHALL BE CLEAN OF WATER DEBRIS AND OTHER FOREIGN MATERIAL PRIOR TO PULLING CABLES. 19.ALL CONDUITS FOR FUTURE USE SHALL HAVE PULL ROPE LEFT IN PLACE. 20.THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND MARKING THE CORRECT PHASING OF THE BRANCH CIRCUIT OF THE ELECTRICAL PANELS AND BRANCH CIRCUITS. 21.OVERCURRENT PROTECTION AND DISCONNECTING MEANS FOR ALL MOTORS SHALL BE INSTALLED TO COMPLY WITH N.E.C. AND LOCAL JURISDICTION. 22.ALL ELECTRICAL EQUIPMENT SHALL BE UL LISTED AND ALL OUTDOOR OUTLET SHALL BE GFCI, WEATHERPROOF. ALL OUTDOOR EQUIPMENT SHALL BE WEATHERPROOF. 23.IT IS THE INTENT OF THESE DRAWINGS THAT THIS BE A COMPLETE ELECTRICAL JOB. ANY DISCREPANCIES OR OMISSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO BIDDING. 24. ALL CIRCUIT BREAKERS IN PANELS ARE RATED 14,000 A FOR 277V & 10KAIC FOR 120V. ALL CIRCUIT BREAKERS TO BE RATED AT 75 DEGREES U.O.N. 25.ELECTRICAL CONTRACTOR TO VERIFY IN FIELD THE MOST FEASIBLE WAY OF ROUTING AND COMBINING HOME RUNS AND PERFORM ACCORDINGLY. 26.ALL ELECTRICAL OUTLETS READILY ACCESSIBLE LOCATED IN THE BATHROOMS AND KITCHEN SHALL BE EQUIPPED WITH GROUND FAULT CIRCUIT INTERRUPTIVE DEVICE. 27.ALL COLORS AND FINISHES OF ELECTRICAL EQUIPMENT AND LIGHTING FIXTURES TO BE VERIFIED WITH OWNER AND/OR ARCHITECT PRIOR TO ORDERING. 28.ELECTRICAL CONTRACTOR TO SIZE ALL J-BOXES AS PER TABLE 370-16A. ALL J-BOXES TO BE SQUARE 4"X 2-1/8" MINIMUM. ALL J-BOXES TO BE READILY ACCESSIBLE. 29.ALL PANELBOARDS, SWITCHBOARDS, ETC. SHALL BE RATED AT 75° CELSIUS U.N.O. 30.THE MAXIMUM LENGTH OF SOLAR EXPOSED CONDUITS SHALL NOT EXCEED 4 FEET. 31.ALL CIRCUIT BREAKER TRIP SHALL BE OF A TYPE TO BE ADJUSTED BY A QUALIFIED PERSON ONLY. 32.FOR EXACT LIGHTING FIXTURE SPECIFICATIONS, REFER TO SHEET E1.01 33.REFER TO ARCHITECTURAL OR SPACE PLANNING DRAWINGS FOR EXACT LOCATION OF LIGHTING FIXTURES, OUTLETS, FURNITURE AND OTHER EQUIPMENT. IN CASE OF ANY DISCREPANCY BETWEEN THE ARCHITECTURAL OR ELECTRICAL DRAWINGS, THE FORMER TAKES PRECEDENCE. ELECTRICAL CONTRACTOR TO INFORM THE ENGINEER IMMEDIATELY. 34.FUSES SPECIFIED FOR MOTORS AND AIR CONDITIONING EQUIPMENT 600A AND UNDER SHALL BE TIME DELAY DUAL ELEMENT TYPE FRN-R (250V) AND FRS-R (600V) CLASS "L" U.O.N. 35.FUSES SPECIFIED IN SWITCHBOARDS 600A AND UNDER SHALL BE FAST ACTING TYPE KTN-R (250V) AND KTS-R (600V) CLASS RKI. FOR 601A AND ABOVE USE TYPE KTU (600V) CLASS "L" U.O.N. 36.LIGHTING CONTROL PANEL SHALL BE 365-DAYS PROGRAMMABLE WITH 10-HOURS BATTERY BACKUP. 37.FIRE ALARM CONSULTANT SHALL SUBMIT FIRE ALARM SYSTEM DESIGN ON A SEPARATE PACKAGE. FIRE ALARM IS NOT PART OF THIS CONTRACT AND SHALL BE DONE BY OTHERS. 38.ALL ELECTRICAL MATERIALS SHALL BEAR THE UNDERWRITERS (OR EQUIVALENT TESTING AGENCY) LABEL. ELECTRICAL EQUIPMENT SHALL BE LISTED BY A CITY OF LOS ANGELES RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE DEPARTMENT. 39.UNLESS INFORMED OTHERWISE IN WRITING, THIS PROJECT HAS BEEN DETERMINED TO REQUIRE THE LOCAL CITY AUTHORITIES PLAN CHECK APPROVAL AND VALID PERMIT IN ACCORDANCE WITH THE LAW. ALL DESIGN WORK INDICATED ON PLANS AND SPECIFICATIONS IS SUBJECT TO REVIEW AND CHANGES BY SAID PLAN CHECK AUTHORITIES. 40.DO NOT ORDER ANY EQUIPMENT OR PERFORM ANY WORK OVER $500 IN TOTAL VALUE ON THE JOB UNTIL THE COMPLETION OF THE PLAN CHECK APPROVAL PROCESS AND OBTAINING OF ALL REQUIRED PERMITS. INSTALLATION OF ANY EQUIPMENT WITHOUT VALID PERMITS, WHEN REQUIRED, IS A VIOLATION OF THE CODE. 41.UNDER THE STATE OF CALIFORNIA CONTRACTORS STATE LICENSE BOARD REGULATIONS, ALL CONTRACTORS ARE REQUIRED TO ADHERE TO THE LOCAL CODES AND LAWS WITHOUT EXCEPTION. 42.ELECTRICAL CONTRACTOR TO OBTAIN ARCHITECTURAL APPROVAL OF ALL LIGHTING FIXTURES SPECIFIED FOR THE PROJECT PRIOR TO ORDERING. 43.ELECTRICAL CONTRACTOR SHALL PROVIDE CLEARANCES FOR ALL ELECTRICAL EQUIPMENT PER TABLE 110.26 (A) (1) CEC 2019. 44.PROVIDE GROUND FAULT CIRCUIT INTERRUPTER (GFCI) PROTECTION ON RECEPTACLES. LOCATED IN THE FOLLOWING AREAS: A.KITCHEN, BATHROOM, GARAGES, OUTDOORS, CRAWL SPACES, AND UNFINISHED BASEMENTS OF DWELLING UNITS. B.WITHIN 6 FEET OF LAUNDRY, UTILITY AND WET BAR SINK IN DWELLING UNITS. C.OUTDOOR SPACES. 45.THESE ELECTRICAL PLAN ARE SAID TO BE FINAL WHEN STAMPED AND APPROVED BY CITY OF LOS ANGELES BUILDING & SAFETY DEPARTMENT. 46.PLAN CHECK REVISIONS (IF ANY) WILL BE ISSUED AT A LATER DATE AS AN ADDENDUM. 47.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. A.2020 LOS ANGELES ELECTRICAL CODE (LGEC) B.2019 CALIFORNIA ELECTRICAL CODE (CEC) C.2019 CALIFORNIA BUILDING CODE (CBC) D.2019 CALIFORNIA MECHANICAL CODE (CMC) E.2019 CALIFORNIA PLUMBING CODE (CPC) F.2019 CALIFORNIA ENERGY CODE (CENC) 48.UTILITY CONSULTANT SHALL BE RESPONSIBLE FOR FINAL COORDINATION AND DESIGN OF UTILITY TRANSFORMER WITH LOS ANGELES DEPARTMENT OF WATER AND POWER. 49.CONTRACTOR TO VERIFY MOTOR STARTER SWITCH REQUIREMENTS OF ALL AHU, A/C AND PUMPS. PROVIDE AS NECESSARY. 50.CONTRACTOR TO BE RESPONSIBLE FOR FINAL COORDINATION AND LOCATION OF MAIN TELEPHONE BACKBOARD WITH TELEPHONE COMPANY AND BUILDING OWNER'S REP. 51.CONTRACTOR TO PROVIDE TYPED CIRCUIT DIRECTORY SHOWING CIRCUIT ARRANGEMENT OF ELECTRICAL LOADS IN THE PANEL BOARD. 52.CONDUCTORS OF A MULTI-WIRE BRANCH CIRCUIT SHALL ORIGINATE FROM THE SAME PANEL BOARD. THE BRANCH CIRCUIT SHALL BE PROVIDED WITH A MEANS THAT WILL SIMULTANEOUSLY VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT ORIGINATES PER [210.4, 240.15(B)(1)] 53. (A). ALL UNDERGROUND CONDUITS SHALL BE PVC SCHEDULE 40. (B). ALL EXPOSED CONDUITS (NOT SUBJECT TO THE MOISTURE) SHALL BE ELECTRICAL METALLIC TUBING (EMT). (C). ALL VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT FLEXIBLE CONDUIT. (D) MINIMUM CONDUIT SIZE SHALL BE 3/4"C. 54.THE WORD "PROVIDE" MEANS FURNISH, INSTALL AND ELECTRICALLY CONNECT AS PART OF THE WORK OF DIVISION 26. 55.BONDING OF PIPING SYSTEMS IN ACCORDANCE WITH NEC ART. 250.80 SHALL INCLUDE BONDING OF ALL WATER, GAS, FIRE SPRINKLER, COMPRESSED AIR AND/OR ANY OTHER METALLIC PIPING. 56.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE INDOOR/OUTDOOR ELECTRICAL EQUIPMENT. 57.COORDINATE ALL SWITCHING LOCATIONS WITH THE ARCHITECT PRIOR TO ROUGH IN CONSTRUCTION OCCUPANCY SENSOR CONTROLS (I.E., WALL MOUNTED SINGLE AND DOUBLE POLE, CEILING MOUNTED SENSORS) SHALL BE WATTSTOPPER BRAND OR APPROVED EQUAL. 58.EVERY SINGLE HOMERUNS SHALL BE PROVIDED WITH THE APPROPRIATE CONDUIT SIZE AS INDICATED ON THE ELECTRICAL PLAN. MINIMUM SIZE OF CONDUIT SHALL BE 1/2" C. U.N.O. 59.ELECTRICAL APPLIANCES PROVIDED AND INSTALLED SHALL MEET THE ENERGY STAR IF AN ENERGY START DESIGNATION IS APPLICABLE, SUBJECT TO FIELD VERIFICATIONS. 60.ALL 125V, 15 AND 20 AMPERE RECEPTACLE AS REQUIRED IN CEC SECTION 210.52 IN DWELLING UNITS SHALL BE TAMPER-RESISTANCE. 61.THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING SURFACE. (1006.1) 62.THE POWER SUPPLY FOR MEANS OF EGRESS ILLUMINATION SHALL NORMALLY BE PROVIDED BY THE PREMISES' ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLUMINATE THE FOLLOWING AREAS (1006.3): 63.THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH SECTION 2702. (1006.3) 64.PV SYSTEM IS A DEFERRED APPROVAL AND BUILDING CANNOT BE OCCUPIED UNTIL PV IS APPROVED BY CITY. 65.PROVIDE CLEAR INSTRUCTIONS ON THE COVER SHEET OR SITE PLAN THAT DIG ALERT (811) IS TO BE CONTACTED AND THAT COMPLIANCE WITH EXCAVATION SAFETY IN ACCORDANCE WITH GOVERNMENT CODE 4216 WILL BE FOLLOWED PRIOR TO ANY EXCAVATION TAKING PLACE. 66.ELECTRICAL INSTALLATIONS SHALL BC INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. PENETRATIONS OF ELECTRICAL OUTLET BOXES SHALL BC IN ACCORDANCE WITH CRC R302.4. WALL SHALL GO TO ROOF DECK. 67.ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHTS. [1027.1.2] ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BC LOCATED NO MORE THAN 48" MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 1 -S" MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. 68.DOORBELL BUTTONS. [R-327.1.41 DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48" ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVC 48" MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AL A HEIGHT NOT EXCEEDING 48" ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. 69.PROVIDE LOCATION(S) OF HARD WIRED SMOKE DETECTORS: [CRC R314] A.ON EACH FLOOR LEVEL AND IN BASEMENT B.A MINIMUM OF 20 FT. FROM PERMANENT COOKING EQUIPMENT (OR 10' WITH PHOTO-ELECTRIC TYPE). C.A MINIMUM OF 3 FT. FROM THE BATHROOM. 79.PROVIDE LOCATION(S) OF HARD WIRED CARBON MONOXIDE ALARMS: [CRC R315] A.OUTSIDE OF EACH SEPARATE DWELLING UNIT SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM(S). B.ON EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENTS. C.CARBON MONOXIDE DETECTORS SHALL BE "HARD WIRED" AND SHALL BE EQUIPPED WITH BATTERY BACKUP. 80.ALL OUTDOOR LUMINAIRES MOUNTED TO THE BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES AND SHALL BE CONTROLLED BY A PHOTOCONTROL/MOTION SENSOR COMBINATION (WITH OVERRIDE). SEE 150(K)3 FOR REQUIREMENTS. 81.WALLS 2 FEET WIDE OR GREATER SHALL HAVE AN OUTLET. OUTLETS SHALL BE SPACED NO MORE THAN 12 FEET APART AND A MAXIMUM OF 6 FEET FROM END OF WALLS OR OPENING. [CEC R314]. 82.PROVIDE ALL LIGHTING IN BATHROOM GARAGES, LAUNDRY ROOM, WALK-IN CLOSETS AND UTILITY ROOMS SHALL BE HIGH EFFICACY AND SHALL BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR SWITCH.. 83.PROVIDE ALL PERMANENTLY INSTALLED LIGHT FIXTURES SHALL BE HIGH EFFICACY, INCLUDING SCREW-BASED WHICH MUST CONTAIN JA8 COMPLIANT LAMPS. CEC150.0(k) 84.LUMINAIRE EFFICACY. PROVIDE ALL INSTALLED LUMINAIRES TO MEET THE REQUIREMENTS IN TABLE 160.5-A. GENERAL NOTES SCOPE OF WORK ·PROVIDE ELECTRICAL ENGINEERING DESIGN FOR 4 UNIT (2 DUPLEX) SINGLE FAMILY RESIDENCE. FIRE ALARM NOTES (SEPARATE SUBMITTAL AND PERMIT) 1.CONTRACTOR (LIFE SAFETY VENDOR) SHALL BE RESPONSIBLE FOR SUBMITTING COMPLETE FIRE ALARM PLANS, REQUIRED CONNECTION DIAGRAMS, WIRING DIAGRAMS, BATTERY CALCULATIONS AND WORST CASE VOLTAGE DROP CALCULATIONS TO THE CITY FIRE DEPARTMENT FOR REVIEW AND OBTAIN APPROVAL FROM THE CITY PRIOR TO INSTALLING THE SYSTEM. 2.AN APPROVED MANUAL AND AUTOMATIC FIRE ALARM SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH CFC, SECTION 907 AND CALIFORNIA BUILDING CODE. 3.VARIANCE FOR THE FIRE ALARM SYSTEM SHALL BE SEPARATE. ELECTRICAL CONTRACTOR TO PAY SEPARATE FEE FOR VARIANCE/MODIFICATION UPON PLAN CHECK RESUBMITTAL. GE N E R A L N O T E S & S H E E T I N D E X E0.00 1 ELECTRICAL SHEET INDEX SHEET#SHEET TITLE ISSUE TAG E0.00 GENERAL NOTES & SHEET INDEX PC CORR #3 E0.01 SYMBOLS & ABBREVIATIONS PC CORR #3 E0.02 SINGLE LINE DIAGRAM PC CORR #3 E0.03 LUMINAIRE SCHEDULE & UNIT CALCULATIONS PC CORR #3 E0.04 PANEL SCHEDULE PC CORR #3 E0.05 PANEL SCHEDULE PC CORR #3 E1.00 ELECTRICAL SITE PLAN PC CORR #3 E2.00 FIRST FLOOR LIGHTING PLAN PC CORR #3 E2.01 SECOND FLOOR LIGHTING PLAN PC CORR #3 E2.02 THIRD FLOOR LIGHTING PLAN PC CORR #3 E3.00 FIRST FLOOR POWER PLAN PC CORR #3 E3.01 SECOND FLOOR POWER PLAN PC CORR #3 E3.02 THIRD FLOOR POWER PLAN PC CORR #3 E5.01 ELECTRICAL DETAILS PC CORR #3 GENERAL NOTES & SHEET INDEX 2 3 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 0 G E N N O T E S & I N D E X . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 ANNOTATIONS A-1&3&5 A-1,3 TELEPHONE OUTLET BOX, CEILING MOUNTED COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN CEILING PB a,b C B A UTILITY COMPANY METER. PROVIDE "CT's" AND "PT's" AS REQUIRED, REFER TO SINGLE LINE DIAGRAM. NON-FUSED DISCONNECT SWITCH, HP RATED AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT SIZES. FUSED DISCONNECT SWITCH, HP RATED, OR COMBINATION MOTOR STARTER/DISCONNECT SWITCH WITH FUSES PER EQUIPMENT MANUFACTURER AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT AND STARTER SIZES. VC - VACANCY SENSOR a,b. - DENOTES SWITCH LEG. 2 - DOUBLE POLE K - KEY OPERATED 3 - THREE WAY 4 - FOUR WAY SS= PROVIDE SOLID STATE CIRCUIT BREAKER CLCB= CURRENT LIMITING CIRCUIT BREAKER HACR= PROVIDE HACR-RATED BREAKER SHUNT= PROVIDE SHUNT TRIP MECHANISM GFP= GROUND FAULT PROTECTION LIGHTING POWER SHUNT= PROVIDE SHUNT TRIP MECHANISM CLF= CURRENT LIMITING FUSE GFP= GROUND FAULT PROTECTION DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. DOUBLE DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. . DUPLEX, GFCI RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. . WP INDICATES WEATHERPROOF DOUBLE DUPLEX, GFCI RECEPTACLE, WALL MOUNTED. WP INDICATES WEATHERPROOF. DUPLEX RECEPTACLE, ONE HALF SWITCHED, WALL MOUNTED +18" AFF OR AS NOTED. DUPLEX, ISOLATED GROUND RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. SIMPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. JUNCTION BOX, WALL MOUNTED AT +18" A.F.F. OR AS NOTED. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, MOUNTED IN ACCESSIBLE CEILING FOR APPLICATION DENOTED ON PLAN. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, WALL MOUNTED AT 6" ABOVE COUNTER OR SPLASH. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. THERMOSTAT OUTLET BOX, PROVIDE 1/2"C.O. TO RESPECTIVE MECHANICAL UNIT. EXHAUST FAN, OR MOTOR LOAD. REFER TO MECHANICAL, PLUMBING OR KITCHEN DRAWINGS FOR SPECIFIC LOAD REQUIREMENTS OR AS NOTED. TRANSFORMER, REFER TO SINGLE LINE DIAGRAM. DENOTES TWO SINGLE PHASE CIRCUITS WITH SEPARATE NEUTRAL WIRE. 3/4" CONDUIT- 4#12 + 1/#12 GRD REFER TO DERATING TABLE. CONCEALED CONDUIT OR BRANCH CIRCUIT UNLESS OTHERWISE NOTED. 3/4" CONDUIT MINIMUM, 2 #12 +1#12 GRD CONDUCTORS MINIMUM. CONDUIT OR BRANCH CIRCUIT CONCEALED BELOW GRADE, 3/4" CONDUIT MINIMUM WITH (2) 12 AWG CONDUCTORS MINIMUM AND A CODE SIZED EQUIPMENT GROUND. CIRCUIT BREAKER: "A" REPRESENTS CIRCUIT BREAKER AMPERE RATING, "B" REPRESENTS NUMBER OF POLES AND "C" REPRESENTS MISCELLANEOUS BREAKER FEATURES. FUSIBLE SWITCH: "A" REPRESENTS SWITCH / FRAME AMPERE RATING, "B" REPRESENTS THE FUSE AMPERE RATING, "C" INDICATES NUMBER OF POLES AND "D" REPRESENTS MISCELLANEOUS FUSE / SWITCH FEATURES. SINGLE POLE SWITCHES, WALL MOUNTED. SUBSCRIPTS AT SYMBOL INDICATE THE FOLLOWING: NOTE: ALL WALL SWITCHES CONTROLLING EMERGENCY CIRCUITS SHALL BE ENGRAVED WITH "EMERGENCY". EMERGENCY POWER OFF STATION, WALL MOUNTED PER EPO SYSTEM DETAIL. PULLBOX, SIZED PER N.E.C. OR AS NOTED. GROUND CONNECTION, SIZE AS INDICATED AND REQUIRED. CONDUIT STUB OUT, CAP, MARK AND RECORD ON AS-BUILT DRAWINGS CONDUIT CONTINUATION. CONDUIT STUB DOWN CONDUIT STUB UP TV OUTLET, WALL MOUNTED. STUB A 3/4"C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE BUSHING. MECHANICAL EQUIPMENT CALLOUT, "AC" INDICATES UNIT TYPE AND "2" INDICATES UNIT NUMBER. REFER TO MECHANICAL DRAWINGS FOR EXACT LOCATION AND ELECTRICAL REQUIREMENTS. DETAIL CALLOUT, "3" INDICATES DETAIL NUMBER "E-1" INDICATES SHEET NUMBER. PLAN NOTE REFERENCE, REFER TO NOTES ON SHEET, OR AS DIRECTED. REVISION REFERENCE. WYE CONFIGURATION DELTA CONFIGURATION GROUND TELEPHONE OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. COMBINATION TELEPHONE AND DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. FLUSH MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. SURFACE MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. TELEPHONE TERMINAL BACKBOARD SIZED AS NOTED, REFER TO SYSTEM GROUND DETAIL. J J J T T TV 2 4 3 E-1 AC 2 A A B C D S M F LO= PROVIDE PERMANENT LOCK-OPEN (OFF) HARDWARE LC= PROVIDE PERMANENT LOCK-CLOSED (ON) HARDWARE ELECTRICAL SYMBOL LISTS M - MOTOR RATED LV - LOW VOLTAGE D - DIMMER A-1 DENOTES 120V OR 277V CIRCUIT WITH NEUTRAL WIRE. 3/4" CONDUIT- 2/#12 + 1/#12 GRD MIN. DENOTES THREE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 3#12 + 1/#12 GRD A-1&3 DENOTES SINGLE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 2#12 + 1/#12 GRD DATA OUTLET BOX, CEILING MOUNTED TELEPHONE OUTLET BOX, FLUSH MOUNTED IN FLOOR COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN FLOOR DATA OUTLET BOX, FLUSH MOUNTED IN FLOOR TELEPHONE/DATA SYMBOL INDICATES MOUNTED FLUSH ON FLOOR SYMBOL INDICATES CEILING MOUNTED IG ASTRONOMICAL TIME CLOCK.TC EXIT SIGN. ARROW AND SHADE DENOTES DIRECTION POLE LIGHT. REFER TO STRUCTURAL PLANS FOR POLE BASE REQUIREMENT AND SPECIFICATION. EMERGENCY BUG EYE. PROVIDE MINIMUM 90 MIN BACK-UP BATTERY SURFACE DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. NORMAL POWER SURFACE MOUNTED STRIP LIGHT RECESSED DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. EMERGENCY POWER SURFACE MOUNTED STRIP LIGHT. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. NORMAL POWER 2X4 LED LIGHT. SINGLE LINE DENOTES SURFACE MOUNTED. DOUBLE LINE DENOTES RECESSED MOUNTED. EMERGENCY POWER 2X4 LED LIGHT. SINGLE LINE DENOTES SURFACE MOUNTED. DOUBLE LINE DENOTES RECESSED MOUNTED. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. LV CAMERA. PROVIDE DEDICATED CAT 6 CABLE PER CAMERA. MAXIMUM CABLE LENGTH SHALL BE 225'-0" SD SMOKE DETECTOR. PROVIDE LOCK-ON DEVICE IN PANEL BREAKER. DEDICATED 208V OUTLET SINGLE PHASE 2 POLE. VERIFY NEUTRAL WIRE REQUIREMENT WITH EQUIPMENT SUBMITTAL DENOTES EQUIPMENT NUMBER. REFER TO EQUIPMENT SCHEDULE FOR DETAILS MSB SWITCHBOARD/DISTRIBUTION BOARD TAG, "MSB" INDICATES EQUIPMENT DESIGNATION. PANEL TAG, "A" INDICATES PANELBOARD OR EQUIPMENT DESIGNATION. 1 WALL MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG CEILING MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG 4S/DP 4" SQUARE BY 2-1/8" DEEP BOX ADA AMERICAN WITH DISABILITIES ACT A.F.F. ABOVE FINISH FLOOR A.F.G. ABOVE FINISH GRADE AWG AMERICAN WIRE GAUGE AMP AMPERE A.I.C.AMPERES INTERRUPTING CAPACITY AF/AT AMP FRAME, AMP TRIP AHJ AUTHORITY HAVING JURISDICTION AS/AF AMPERE SWITCH, AMPERE FUSE ATS AUTOMATIC TRANSFER SWITCH AVG AVERAGE BR BRANCH BLDG BUILDING CBC CALIFORNIA BUILDING CODE CEC CALIFORNIA ELECTRICAL CODE CIRC CIRCUIT CKT. CB CIRCUIT BREAKER CSFD COMBINATION SMOKE FIRE DAMPER C CONDUIT C.O. CONDUIT ONLY, COMPLETE WITH PULLSTRING CONN CONNECTED CT CURRENT TRANSFORMER (D)EXISTING DEVICE TO BE DEMOLISHED. DIA DIAMETER DISC DISCONNECT DIST DISTRIBUTION E.C.ELECTRICAL CONTRACTOR EMS ENERGY MANAGEMENT CONTROL SYSTEM EMT ELECTRICAL METALLIC TUBING ENT ELECTRICAL NON-METALLIC TUBING EWC ELECTRIC WATER COOLER EPO EMERGENCY POWER OFF EOL END OF LINE CIRCUIT TERMINATOR EF EXHAUST FAN E, (E) EXISTING DEVICE TO REMAIN EP EXPLOSION PROOF (ER)EXISTING DEVICE TO BE RELOCATED FT or 'FEET FA FIRE ALARM FLA FULL LOAD AMPS GRD GROUND GFCI GROUND FAULT CIRCUIT INTERRUPTER GFP GROUND FAULT PROTECTION GEC GROUNDING ELECTRODE CONDUCTOR HACR HEATING AIR CONDITIONING REFRIGERATION HOA HAND-OFF-AUTO HVAC HEATING, VENTILATING AND AIR CONDITIONING H.,W.,D.,L.HEIGHT, WIDTH, DEPTH, LENGTH HP HORSEPOWER HPS HIGH PRESSURE SODIUM IN.or ''INCHES I/G ISOLATED GROUND IBC INTERNATIONAL BUILDING CODE JBOX JUNCTION BOX K DEGREE KELVIN KCMIL THOUSAND CIRCULAR MILS KVA KILOVOLT AMPERES KW KILOWATT KWH KILOWATT HOUR LCL LONG CONTINUOUS LOAD L.F LINEAR FEET LTG LIGHTING MAX.MAXIMUM MCB MAIN CIRCUIT BREAKER MLO MAIN LUGS ONLY MCB MECHANICAL CONTRACTOR M METER M/M METER MAIN MIN.MINIMUM MCA MINIMUM CIRCUIT AMPS MCC MOTOR CONTROL CENTER MCM THOUSAND CIRCULAR MILS MCP MOTOR CIRCUIT PROTECTOR MFR MANUFACTURER MTD MOUNTED MW MICROWAVE NATS NON AUTOMATIC DISCONNECT NEC NATIONAL ELECTRICAL CODE NEMA NATIONAL ELECTRICAL MANUFACTURERS' ASSOCIATION NC NORMALLY CLOSED NO NORMALLY OPENED NF NON-FUSED NIC NOT IN CONTRACT N.T.S NOT TO SCALE NL NIGHT LIGHT NO.or #NUMBER OFCI OWNER FURNISHED, CONTRACTOR INSTALLED %Z PERCENT IMPEDANCE PH.or ø PHASE PC PHOTOCELL P.C.A PLUMBING CONTRACTOR P POLE PVC POLY VINYL CHLORIDE PDU POWER DISTRIBUTION UNIT PT POTENTIAL TRANSFORMER PA PUBLIC ADDRESS (R)DENOTES RELOCATED DEVICE LOCATION. REC, RECEPT RECEPTACLE REF REFRIGERATOR RGS RIGID GALVANIZED STEEL RMS ROOT MEAN SQUARE SCC SHORT CIRCUIT CURRENT SCS STRUCTURED CABLING SYSTEM SFD SMOKE FIRE DAMPER TC TIMECLOCK TEL/DATA TELEPHONE AND DATA TV TELEVISION T.V.S.S.TRANSIENT VOLTAGE SURGE SUPPRESSION TYP TYPICAL TTB TELEPHONE TERMINAL BOARD U.G.P.S UNDERGROUND PULL SECTION U.O.N UNLESS OTHERWISE NOTED U.P.S UNINTERRUPTABLE POWER SYSTEM VAV VARIABLE AIR VOLUME V VOLTS VA VOLT AMPERES VD VOLTAGE DROP VL VERIFY EXACT LOCATION IN FIELD/OWNER/ARCHITECT AND OTHER TRADE WP WEATHERPROOF W WIRE XFMR TRANSFORMER OS - OCCUPANCY SENSOR BRANCH CIRCUIT SYMBOLSABBREVIATIONS SY M B O L S & A B B R E V I A T I O N S E0.01 SYMBOLS & ABBREVIATIONS cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 1 S Y M B O L S & A B B R E V . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 GENERAL NOTES: A.ALL ITEM IN THE SINGLE LINE DRAWING ARE NEW. PROVIDE EACH ITEM. B.ALL OVERCURRENT DEVICES IN AN INDIVIDUAL PIECE OF EQUIPMENT SHALL HAVE AN AIC RATING EQUAL TO THE OVERALL RATING OF THE EQUIPMENT-SERIES RATING OF DEVICES WITHIN A PIECE OF EQUIPMENT IS NOT ALLOWED. C.ALL TERMINATIONS AND ENCLOSURES SHALL BE RATED FOR USE WITH 75 DEGREE CELSIUS CONDUCTORS. D.ALL SWITCHBOARDS AND DISTRIBUTION BOARDS SHALL HAVE: TIN-PLATED ALUMINUM BUSSING WITH RECTANGULAR CROSS SECTION. HORIZONTAL AND VERTICAL BUSSING SHALL BE FULL LENGTH AND SHALL HAVE PROVISIONS FOR FUTURE EXTENSIONS. ALL BUSSING SHALL HAVE MINIMUM WITHSTAND RATING EQUAL TO THE AVAILABLE FAULT CURRENT INDICATED. ALL VERTICAL AND HORIZONTAL BUSSING SHALL BE RATED AT FULL CAPACITY IN ALL SWITCHBOARD AND DISTRIBUTION BOARD SECTIONS. PROVIDE 100% NEUTRAL BUSSING MINIMUM UNLESS OTHERWISE NOTED. PROVIDE FULL LENGTH GROUND BUS AND, WHERE INDICATED ON PLANS, ISOLATED GROUND BUSSING. PROVIDE REAR WIRE WAY IN ALL SWITCHBOARD SECTIONS. LUGS SUITABLE FOR USE WITH COPPER OR ALUMINUM CONDUCTORS LISTED FOR USE WITH 75 DEGREE CELSIUS AMPACITY CONDUCTORS. PERMANENT PLACARD(S) MARKED PER THE SPECIFICATIONS AND PER NEC (OR CEC-WHERE ADOPTED) SECTIONS 225.37, 230.2(E), 690.56(A) & (B), 692.56, 700.7, 701.7, 702.7 , AND 705.10 DENOTING THE PRESENCE OF ADDITIONAL SERVICES, PHOTOVOLTAIC SYSTEMS, FUEL CELLS, EMERGENCY OR STAND-BY POWER SOURCES AS APPLICABLE. E.CONTRACTOR SHALL SUBMIT SHOP DRAWINGS PER THE SPECIFICATIONS FOR SWITCHBOARDS, DISTRIBUTION BOARDS TRANSFORMERS, PANEL BOARDS AND ALL OTHER DEVICES SHOWN ON THE SINGLE LINE PRIOR TO FABRICATION AND ORDERING. F.ALLOWABLE DIMENSIONS IN MAIN ELECTRICAL ROOM ARE A CRITICAL COORDINATION ITEM. CONTRACTOR SHALL PROVIDE 1/4"= 1'-0" SCALE DRAWINGS WITH SWITCHBOARD AND PANELBOARD SUBMITTALS SHOWING THAT ALL PROPOSED EQUIPMENT WILL FIT IN THE SPACE PROVIDED. SUBMITTALS WITHOUT THIS DRAWING SHALL BE REJECTED AS INCOMPLETE. G.UNLESS SPECIFICALLY SHOWN AS (E), (R), (ER), (D), EXISTING OR NON-BOLD, ALL ELECTRICAL DEVICES SHOWN ARE NEW. H.ALL REQUIRED POWER SYSTEMS STUDIES MUST BE COMPLETED AND SUBMITTED WITH SWITCHBOARD SUBMITTAL. FAILURE TO DO SO WILL PREVENT THE ENGINEER FROM EFFECTIVELY EVALUATE THE SUBMITTAL AND SHALL RESULT IN REJECTION OF THE SUBMITTAL AS INCOMPLETE. I.ALL PANELBOARDS SHALL BE LABELED WITH AN NEC, OF CEC WHERE ADOPTED, 110.16-COMPLIANT ARC FLASH HAZARD WARNING (BRADY LABEL #94913 Generic Arc Flash label). J.EACH FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN RIGID CONDUIT. K.EACH UNDERGROUND FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN PVC CONDUIT SCHEDULE 40 MIN. U.O.N. L.EACH 120V BRANCH CIRCUIT SHALL BE PROVIDED WITH A NEUTRAL WIRE. DO NOT SHARE NEUTRAL WIRE. M.EACH PANEL BOARDS SHALL BE PROVIDED WITH AT LEAST 20% SPARE OR SPACE CIRCUIT AND CAPACITY FOR FUTURE USE OF THE PROJECT. N.CIRCUIT BREAKERS SHALL HAVE AIC RATINGS AT MINIMUM, MATCH OR ARE GREATER THAN THE AIC RATING FOR THE NEAREST & HIGHEST-RATED UPSTREAM/LINE SIDE OVERCURRENT PROTECTIVE DEVICE (PREFERRED OR ALTERNATE SOURCE). SERIES RATING WITH UPSTREAM DEVICES IS NOT ALLOWED. CIRCUIT BREAKERS UTILIZED FOR MSS UNITS SHALL BE FROM THE SAME MANUFACTURER AS THE BALANCE OF THE PROJECT'S ELECTRICAL DISTRIBUTION EQUIPMENT. 1 SCALE: NTS SINGLE LINE DIAGRAM 1 2 KEY NOTES: NEW WP SERVICE DROP. PROVIDE 2"C-3#3/0 + 1#4 GRD. VERIFY AND COORDINATE WITH UTILITY COMPANY REQUIREMENT. PROVIDE NEW 225A, 120/240V, 1Ø, 3 WIRE MAIN METER AND DISTRIBUTION. VERIFY AND COORDINATE WITH SOLAR CONSULTANT AND APPROVED SOLAR/PV PLANS. VERIFY AND COORDINATE EXACT LOCATION WITH SOLAR CONSULTANT AND IN THE FIELD. PROVIDE 1"C FOR FUTURE BACKUP POWER SOURCE. RESERVED SPACE FOR ISOLATION/TRANSFER SWITCH PER ESS READY CONFIGURATION. REFER TO POWER PLAN ON SHEET E3.00 FOR LOCATION FOR APPROXIMATE LOCATION. PROVIDE LABEL TO SHOW "SUBPANEL SHALL INCLUDE ALL BACKED-UP LOAD CIRCUITS." 3 (N) UNIT #1 PANEL 'A2' M #2/0 CU CONNECT GROUND WIRE TO ALL AVAILABLE ELECTRODES PER NEC ARTICLE 250 #6 PER N.E.C. 250.52 (A) (5) #4 PER N.E.C. 250.52 (A) (3) #2/0 PER N.E.C. 250.52 (A) (2) #2/0 PER N.E.C. 250.52 (A) (1) #2/0 PER N.E.C. 250.52 (A) (4) #2/0 PER N.E.C. 250.52 (A) (7) 1 2"C-3#3/0 + 1#4 GRD. 3 LOCATED IN GARAGE (N) 200A 2P TO ROOF FOR PV SYSTEM 2" CONDUIT 4 (N) 40A,2P 4 5 NEW MSB 225A, 120/240V, 1Ø, 3 WIRE 2 (N) 200A,2P MAIN (N) UNIT #1 PANEL 'A1' M #2/0 CU CONNECT GROUND WIRE TO ALL AVAILABLE ELECTRODES PER NEC ARTICLE 250 #6 PER N.E.C. 250.52 (A) (5) #4 PER N.E.C. 250.52 (A) (3) #2/0 PER N.E.C. 250.52 (A) (2) #2/0 PER N.E.C. 250.52 (A) (1) #2/0 PER N.E.C. 250.52 (A) (4) #2/0 PER N.E.C. 250.52 (A) (7) 1 2"C-3#3/0 + 1#4 GRD. 3 LOCATED IN GARAGE (N) 200A 2P TO ROOF FOR PV SYSTEM 2" CONDUIT (N) 40A,2P 4 5 NEW MSB 225A, 120/240V, 1Ø, 3 WIRE 2 (N) 200A,2P MAIN (N) UNIT #1 PANEL 'B2' M #2/0 CU CONNECT GROUND WIRE TO ALL AVAILABLE ELECTRODES PER NEC ARTICLE 250 #6 PER N.E.C. 250.52 (A) (5) #4 PER N.E.C. 250.52 (A) (3) #2/0 PER N.E.C. 250.52 (A) (2) #2/0 PER N.E.C. 250.52 (A) (1) #2/0 PER N.E.C. 250.52 (A) (4) #2/0 PER N.E.C. 250.52 (A) (7) 1 2"C-3#3/0 + 1#4 GRD. 3 LOCATED IN GARAGE (N) 200A 2P TO ROOF FOR PV SYSTEM 2" CONDUIT (N) 40A,2P 4 5 NEW MSB 225A, 120/240V, 1Ø, 3 WIRE 2 (N) 200A,2P MAIN (N) UNIT #1 PANEL 'B1' M #2/0 CU CONNECT GROUND WIRE TO ALL AVAILABLE ELECTRODES PER NEC ARTICLE 250 #6 PER N.E.C. 250.52 (A) (5) #4 PER N.E.C. 250.52 (A) (3) #2/0 PER N.E.C. 250.52 (A) (2) #2/0 PER N.E.C. 250.52 (A) (1) #2/0 PER N.E.C. 250.52 (A) (4) #2/0 PER N.E.C. 250.52 (A) (7) 1 2"C-3#3/0 + 1#4 GRD. 3 LOCATED IN GARAGE (N) 200A 2P TO ROOF FOR PV SYSTEM 2" CONDUIT (N) 40A,2P 4 5 NEW MSB 225A, 120/240V, 1Ø, 3 WIRE 2 (N) 200A,2P MAIN 5 (N) UNIT #1 PANEL 'A1A' LOCATED IN GARAGE 1"C-3#4 + 1#10 GRD. 6 6 7 7 2 2 2 60A,2P (N) UNIT #1 PANEL 'A2A' LOCATED IN GARAGE 1"C-3#4 + 1#10 GRD. 6 2 60A,2P (N) UNIT #1 PANEL B1A' LOCATED IN GARAGE 1"C-3#4 + 1#10 GRD. 6 2 60A,2P (N) UNIT #1 PANEL 'B2A' LOCATED IN GARAGE 1"C-3#4 + 1#10 GRD. 6 2 60A,2P 8 8 8 8 8 SI N G L E L I N E D I A G R A M E0.02 SINGLE LINE DIAGRAM cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 2 S I N G L E L I N E D I A G R A M . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 LUMINAIRE SCHEDULE NOTES: A.CONTRACTOR TO VERIFY AND COORDINATE ALL OPTIONS AND TRIM WITH OWNER AND ARCHITECT. B.EACH LUMINAIRE SHALL BE HIGH EFFICACY AND JA8 COMPLIANT. C.CONTRACTOR TO PROVIDE COMPLETE LUMINAIRE LAMP/S, PARTS AND OTHER ACCESSORIES FOR A COMPLETE AND OPERABLE LIGHTING SYSTE. D.SUBSTITUTIONS OF THE SPECIFIED PRODUCTS ARE STRICTLY PROHIBITED - UNLESS APPROVEDBY OWNER/ARCHITECT. SUBSTITUTIONS SHALL BE FORMALLY PRESENTED TO THE OWNER/ARCHITECT PRIOR TO BID TIME. THE SUBMITTAL MATERIAL SHALL INCLUDE THE FOLLOWING ITEMS. 1.A CURRENT ORIGINAL CATALOG DATA SHEET WITH LAMP CATALOG NUMBERS. MODIFIED DATA SHEETS WILL NOT BE ACCEPTABLE. 2.A SIGNED COPY OF THE "SUBSTITUTION COMPLIANCE FORM", LOCATED IN THE DIVISION 1 SPECIFICATION, STATING THAT IF THE PROPOSED SUBSTITUTION IS ACCEPTED, THE PROJECT SCHEDULE WILL NOT BE NEGATIVELY EFFECTED. IF THE COMPLETION OF THE PROJECT IS DELAYED BECAUSE OF THE APPROVED SUBSTITUTION, THE ELECTRICAL CONTRACTOR WILL BE RESPONSIBLE FOR PAYMENT OF ANY ESTABLISHED LIQUIDATED DAMAGES. E.CONFLICTS BETWEEN CATALOG NUMBERS AND LAMP DESCRIPTIONS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER/ARCHITECT, PRIOR TO BID TIME, FOR CLARIFICATION. F.CONTRACTOR TO PROVIDE ALL LAMP(S), AS REQUIRED FOR EACH FIXTURE INDICATED ON THE DRAWINGS. G.CONTRACTOR TO REPLACE ALL FAILED LAMPS, AS REQUIRED, UNTIL WRITTEN ACCEPTANCE OF THE PROJECT IS EXECUTED BY THE OWNER. H.AT THE COMPLETION OF THE PROJECT, CONTRACTOR SHALL PROVIDE TO THE OWNER AN ADDITIONAL 5% ( MINIMUM QUANTITY OF TWO ) STOCK OF LAMPS FOR EACH LAMP TYPE UTILIZED ON THE PROJECT. I.CONTRACTOR TO VERIFY AND COORDINATE EXACT LUMINAIRE SPECIFICATIONS , LOCATION, ACCESSORY AND OTHER OPTIONS WITH OWNER/ARCHITECT PRIOR TO BID. LUMINAIRE SCHEDULE RECESSED CEILING LIGHT FIXTURE PROVIDE COVER AND FLUORESCENT BULB MARK SYMBOL DESCRIPTION MANUFACTURER MOUNTING TYPE AMPS/WATTS REMARKS A SEE LUMINAIRE NOTESTBD BY OWNER/ARCHITECT/ CONTRACTOR SEE LUMINAIRE NOTES SEE LUMINAIRE NOTES PENDANT SEE LUMINAIRE NOTES SURFACE SEE LUMINAIRE NOTES A1 B C D WATER PROOFED RECESSED CEILING LIGHT FIXTURE PROVIDE COVER AND FLUORESCENT BULB PENDANT LIGHT FIXTURE VANITY LIGHT 4'-0" (2 BULB) FLUORESCENT SURFACE MOUNTED CEILING LIGHT FIXTURE, MUST BE HIGH EFFICACY LIGHTING, MUST PROVIDE COVER TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR RECESSED RECESSED SURFACE TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR VOLTAGE 120V TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR FINISH 120V 120V 120V 120V 2 SCALE: NTS UNIT CALCULATIONS 1 SCALE: NTS LUMINAIRE SCHEDULE SURFACE SEE LUMINAIRE NOTES F LED XTERIOR WALL LIGHT.TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR TBD BY OWNER/ARCHITECT/ CONTRACTOR 120V 1 1 LU M I N A I R E S C H E D U L E & U N I T C A L C U L A T I O N S E0.03 LUMINAIRE SCHEDULE & UNIT CALCULATIONS cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 4 L U M S C H E D & U N I T C A L C . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 1 SCALE: NTS PANEL SCHEDULES 1 1 1 1 1 1 1 1 2 2 2 2 2 22 PA N E L S C H E D U L E E0.04 PANEL SCHEDULE 2 cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 4 P A N E L S C H E D U L E . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 1 SCALE: NTS PANEL SCHEDULES 2 PA N E L S C H E D U L E E0.05 PANEL SCHEDULE cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 0 . 0 5 P A N E L S C H E D U L E S H E E T 2 . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 A1 1 B1 1 A2 1 B2 1 S 2 n d A v e UNIT 1 UNIT 2 UNIT 4 UNIT 3 A1A 2 A2A 2 B1A 2 2 B2A 1 ELECTRICAL SITE PLAN N GENERAL NOTES: A.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE NEMA 3R RATED AND WEATHER PROOF. B.ALL WORK SHALL COMPLY WITH POWER COMPANY FINAL CONSTRUCTION PLANS, STANDARD AND BUILDING AND SAFETY REQUIREMENT. C.ALL NEW CABLES AND WIRES SHALL BE CU AND IN A CONDUIT. D.VERIFY ALL DISTANCES IN THE FIELD. CONTRACTOR TO FIELD MEASURE THE EXACT LOCATION AND DISTANCES OF EACH FEEDERS FROM THE MAIN SWITCHBOARD TO EACH NEW PANEL LOCATION. E.ALL ELECTRICAL EQUIPMENT AND MATERIALS SHALL BE LISTED, LABELED AND APPROVED BY A DULY AUTHORIZED ELECTRICAL TESTING AGENCY. F.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN DEDICATED SPACE ABOVE THE ELECTRICAL EQUIPMENT AS REQUIRED. G.PROVIDE AND MAINTAIN REQUIRED WORK SPACE, ADEQUATE ILLUMINATION, ACCESS TO WORK SPACE AND HEAD ROOM ABOVE ELECTRICAL EQUIPMENT AND DEDICATED SPACE AS OF ELECTRICAL EQUIPMENT. H.PROVIDE PERMANENT ENGRAVED LABEL TO EACH NEW BOARD, DISCONNECT & PANEL BOARDS. I.ALL WORK SHALL COMPLY WITH ALL MUNICIPAL AND STATE ELECTRICAL CODE AND ALL OTHER AGENCY HAVING JURISDICTION. J.PROVIDE PULL BOX SIZED PER CODE AS REQUIRED. K.USE TREADED STEEL INTERMEDIATE METAL CONDUIT (IMC). PROVIDE APPROVED CONDUIT SEAL WITHIN 10FT OF THE POINT OF EMERGENCE ABOVE GRADE, TYPICAL FOR ALL UNDERGROUND CONDUIT STUB-UPS INTO EQUIPMENT. L.CONDUITS TERMINATING OR ORIGINATING FROM CLASSIFIED AREA SHALL BE PROVIDED WITH CONDUIT SEALS. M.ALL CONDUIT STUBS SHALL BE FIELD COORDINATE WITH EQUIPMENT INSTALLATION MANUALS PRIOR TO ANY ROUGH-INS. N.CONTRACTOR TO CHECK EQUIPMENT LANDING LUGS AND PROVIDE REQUIRED LUG SIZE TO ACCOMMODATE SPECIFIED WIRE SIZE PER FEEDER SCHEDULE. CONTRACTOR TO FIELD COORDINATE. O.MAXIMUM CONDUIT FILL FOR ALL ELECTRICAL WORK WITHIN CLASSIFIED AREA SHALL BE 25%. P.PVC CONDUIT IS NOT ALLOWED TO BE USED WITHIN CLASSIFIED AREAS. Q.ALL EQUIPMENT AND DEVICES SHALL BE UL LISTED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION OR AN APPROVED TESTING LABORATORY RECOGNIZED BY AUTHORITY HAVING JURISDICTION. R.ALL ELECTRICAL WORK RELATED UTILITY SHALL BE PER UTILITY COMPANY STANDARDS AND SPECIFICATIONS CONTRACTOR TO FIELD COORDINATE WITH UTILITY COMPANY FOR A SET OF ELECTRICAL UTILITY DESIGN DRAWINGS AND SPECIFICATIONS CONTRACTOR TO FIELD COORDINATE FOR ALL REQUIRED INSPECTIONS BY SERVING UTILITY COMPANY. S.ALL ELECTRICAL WORK RELATED TO SERVICE OR RELATED LOCAL UTILITY COMPANY SHALL BE DONE IN ACCORDANCE WITH UTILITY CONSTRUCTION DRAWINGS AND STANDARDS. SCALE: 1/4" = 1'-0" KEY NOTES: PROVIDE HOUSE METER AND MAIN BREAKER. VERIFY AND COORDINATE EXACT LOCATION WITH POWER COMPANY FINAL CONSTRUCTION DRAWING. (TYPICAL) RESERVED SPACE FOR ISOLATION/TRANSFER SWITCH 1 2 2 2 2 2 2 2 2 2 2 EL E C T R I C A L S I T E P L A N E1.00 ELECTRICAL SITE PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 1 . 0 0 E L E C T R I C A L S I T E P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 Da UNIT 1 GARAGE DEN DENDEN UNIT 2 GARAGE UNIT 4 GARAGE UNIT 3 GARAGE DEN Da 4Db Da3Db 4Db Da 4Db D 1a 1a A1A-1 A1b 1a 1a A2A-1 A1b D D 1a D 1a B1A-1 A 1b A 1b D 1a D 1a B2A-1 D D S S S S SS S S 11 1 1 A2 A1 B2 B1 a a a a Sw S w 1w F F 1w F 1w F 1w 2 S3Db 2 S wS 3Db S 2 4Db 2 S 3DbS w A1A A2A B1A B1A B2A A.PROVIDE JUNCTION BOX NEAR PANEL FOR MULTIPLE HOME RUN CIRCUITRY. B.PROVIDE ACCESS PANEL TO CONCEALED JUNCTION BOX AND PULL BOX. C.CONTRACTOR TO PROVIDE EXIT LIGHTS AT EACH LOCATION SHOWN IN THE ARCHITECTURAL RCP AND EGRESS PLANS. D.PROVIDE ADDITIONAL SWITCHPACK TO OCCUPANCY SENSOR FOR 120V LIGHT FIXTURES WITHIN THE ROOM AND CONNECT AS REQUIRED. E.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION & ELEVATION OF ALL LIGHTING FIXTURES AND ALL DEVICES. ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. F.VERIFY EXACT CEILING CONSTRUCTION WITH ARCHITECTURAL REFLECTED CEILING PLAN AND PROVIDE LIGHTING FIXTURES WITH ALL NECESSARY MOUNTING HARDWARE. G.ALL RECESSED FIXTURES SHALL BE PROVIDED WITH ALL REQUIRED STRUCTURAL SUPPORTS AS REQUIRED BY THE CURRENTLY ADOPTED ISSUE OF THE IBC, OR CBC WHERE ADOPTED, IN ADDITION TO ANY LOCAL CODES. H.ALL COVE MOUNTED FIXTURES SHALL EXTEND THE FULL LENGTH OF THE COVE. CONTRACTOR TO FIELD MEASURE COVE LENGTH AND ORDER QUANTITY OF FIXTURES AS REQUIRED. I.ALL DIMMING BRANCH CIRCUITS SHALL BE PROVIDED WITH A DEDICATED NEUTRAL CONDUCTOR FOR EACH ZONE/CHANNEL. J.ALL FLUORESCENT DIMMING ZONES/CHANNELS SHALL BE PROVIDED WITH 3 LINE VOLTAGE CONDUCTORS (NEUTRAL, DIMMED HOT, SWITCHED HOT) OR 2 LINE VOLTAGE CONDUCTORS/2 CONTROL CONDUCTORS AS REQUIRED BY THE CONTROL/BALLAST TYPE. K.REFER TO ARCHITECTURAL REFLECTED CEILING PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON THE ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ORDERING EXIT SIGNS. L.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY TRAINED AND IN PARALLEL TO STRUCTURES OR DUCT WORK. THE TERM "TRAINED" MEANS ALL PARALLEL CONDUITS SHALL MAINTAIN THE SAME SPATIAL RELATIONSHIP WITH EACH OTHER FOR ENTIRE RUN TO INCLUDE RADIUS BENDS AND SWEEPS. M.ALL LED REMOTE INDICATORS FOR DUCT DETECTORS AND FIRE/SMOKE DAMPERS REQUIRED BY THE LOCAL AHJ SHALL BE LOCATED IN CEILINGS IN COORDINATION WITH ARCHITECT PRIOR TO ANY ROUGH-IN. N.PROVIDE ALL LIGHTING IN BATHROOM GARAGES, LAUNDRY ROOM, WALK-IN CLOSETS AND UTILITY ROOMS SHALL BE HIGH EFFICACY AND SHALL BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR SWITCH. 1 FIRST FLOOR LIGHTING PLAN GENERAL NOTES: N KEY NOTES: PROVIDE HOUSE METER AND MAIN BREAKER. VERIFY AND COORDINATE EXACT LOCATION WITH POWER COMPANY FINAL CONSTRUCTION DRAWING. (TYPICAL) PROVIDE SWITCHED EXTERIOR WALL LIGHT AS REQUIRED AT EXTERIOR DOOR. WALL LIGHT SHALL BE HIGH EFFICACY AND CONTROLLED BY PHOTOCONTROL/MOTION SENSOR COMBINATION (WITH OVERRIDE). VERIFY AND COORDINATE EXACT LOCATION AND SPECIFICATION WITH OWNER/ARCHITECT. (TYPICAL) 1 SCALE: 1/4" = 1'-0" 11 1 1 1 1 2 1 1 1 1 1 1 1 2 2 2 2 2 FI R S T F L O O R L I G H T I N G P L A N E2.00 FIRST FLOOR LIGHTING PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 2 . 0 0 1 F L T G P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA 3Do d OS Dc 4Db Dc d OS d OS d OS Dc 3Db UNIT 1 UNIT 2 UNIT 4 BATH RM. BATH RM. BATH RM. BEDROOMBEDROOM LIVING DINING KITCHEN KITCHEN LIVING DINING DINING KITCHEN KITCHEN LAUNDRY BATH RM. DINING LAUNDRY LIVING A1b A1b A 1b A A A AA A A UNIT 3 LIVING S 5x S B A1A-5 C 19d fS A1 19f gS 19g A 3DpS S SS C 19d f A1 19f S 5x B S 5c A A AA S S gS A 5c B1A-5 A AA AA A A A S S 3DbS S f C 19d 19f A1 19g A 5x B 3Dp 1b S fS A1 19f C 19d S S 3Db DcS A 5c A AA A2A-5 B2A-5 5x B 3Do 5c 5c 5c5c OS OS DxS 5c 5c5c 5c 5c 5c 5c5c 5c 5c 5c 5c 5c DxS DxS 5c 5c5c DxS 1 SECOND FLOOR LIGHTING PLAN N A.PROVIDE JUNCTION BOX NEAR PANEL FOR MULTIPLE HOME RUN CIRCUITRY. B.PROVIDE ACCESS PANEL TO CONCEALED JUNCTION BOX AND PULL BOX. C.CONTRACTOR TO PROVIDE EXIT LIGHTS AT EACH LOCATION SHOWN IN THE ARCHITECTURAL RCP AND EGRESS PLANS. D.PROVIDE ADDITIONAL SWITCHPACK TO OCCUPANCY SENSOR FOR 120V LIGHT FIXTURES WITHIN THE ROOM AND CONNECT AS REQUIRED. E.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION & ELEVATION OF ALL LIGHTING FIXTURES AND ALL DEVICES. ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. F.VERIFY EXACT CEILING CONSTRUCTION WITH ARCHITECTURAL REFLECTED CEILING PLAN AND PROVIDE LIGHTING FIXTURES WITH ALL NECESSARY MOUNTING HARDWARE. G.ALL RECESSED FIXTURES SHALL BE PROVIDED WITH ALL REQUIRED STRUCTURAL SUPPORTS AS REQUIRED BY THE CURRENTLY ADOPTED ISSUE OF THE IBC, OR CBC WHERE ADOPTED, IN ADDITION TO ANY LOCAL CODES. H.ALL COVE MOUNTED FIXTURES SHALL EXTEND THE FULL LENGTH OF THE COVE. CONTRACTOR TO FIELD MEASURE COVE LENGTH AND ORDER QUANTITY OF FIXTURES AS REQUIRED. I.ALL DIMMING BRANCH CIRCUITS SHALL BE PROVIDED WITH A DEDICATED NEUTRAL CONDUCTOR FOR EACH ZONE/CHANNEL. J.ALL FLUORESCENT DIMMING ZONES/CHANNELS SHALL BE PROVIDED WITH 3 LINE VOLTAGE CONDUCTORS (NEUTRAL, DIMMED HOT, SWITCHED HOT) OR 2 LINE VOLTAGE CONDUCTORS/2 CONTROL CONDUCTORS AS REQUIRED BY THE CONTROL/BALLAST TYPE. K.REFER TO ARCHITECTURAL REFLECTED CEILING PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON THE ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ORDERING EXIT SIGNS. L.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY TRAINED AND IN PARALLEL TO STRUCTURES OR DUCT WORK. THE TERM "TRAINED" MEANS ALL PARALLEL CONDUITS SHALL MAINTAIN THE SAME SPATIAL RELATIONSHIP WITH EACH OTHER FOR ENTIRE RUN TO INCLUDE RADIUS BENDS AND SWEEPS. M.ALL LED REMOTE INDICATORS FOR DUCT DETECTORS AND FIRE/SMOKE DAMPERS REQUIRED BY THE LOCAL AHJ SHALL BE LOCATED IN CEILINGS IN COORDINATION WITH ARCHITECT PRIOR TO ANY ROUGH-IN. N.EACH LIGHTING CIRCUIT SHALL BE CONNECTED TO TIME CLOCK AS REQUIRED. GENERAL NOTES: SCALE: 1/4" = 1'-0" 1 1 2 SE C O N D F L O O R L I G H T I N G P L A N E2.01 SECOND FLOOR LIGHTING PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 2 . 0 1 2 F L T G P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 n OS m j OS 3Do OS h OS h k OS mOS 3Do OS m OS n UNIT 1 UNIT 2 UNIT 4 UNIT 3 MASTER BEDROOM MASTER BEDROOM BATH RM. BEDROOM BEDROOM CLOSET BATH RM. CLOSET BATH RM. BATH RM. MASTER BEDROOM BEDROOM CLOSETBATH RM. MASTER BEDROOM CLOSETBATH RM. BEDROOM S S S C 27n C 7j 7m kS 7k A1 So A1 27o 3h A A 1p A 3DpS DhS mSS Dg S 3g A SSSjk A A1 C 7j 7k 7h S n C 27m A1 27n 1o A 3h A DhS SSjk C 7j 7k A1 7m A S S oS BATH RM. A1 27o 27n C 1p A 3Dp S 3g A Dg S SjS A1 C 7h S S SS A 7k 7j C 27m n27n A1 1o A OS OS OS OS 1 THIRD FLOOR LIGHTING PLAN N A.PROVIDE JUNCTION BOX NEAR PANEL FOR MULTIPLE HOME RUN CIRCUITRY. B.PROVIDE ACCESS PANEL TO CONCEALED JUNCTION BOX AND PULL BOX. C.CONTRACTOR TO PROVIDE EXIT LIGHTS AT EACH LOCATION SHOWN IN THE ARCHITECTURAL RCP AND EGRESS PLANS. D.PROVIDE ADDITIONAL SWITCHPACK TO OCCUPANCY SENSOR FOR 120V LIGHT FIXTURES WITHIN THE ROOM AND CONNECT AS REQUIRED. E.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION & ELEVATION OF ALL LIGHTING FIXTURES AND ALL DEVICES. ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. F.VERIFY EXACT CEILING CONSTRUCTION WITH ARCHITECTURAL REFLECTED CEILING PLAN AND PROVIDE LIGHTING FIXTURES WITH ALL NECESSARY MOUNTING HARDWARE. G.ALL RECESSED FIXTURES SHALL BE PROVIDED WITH ALL REQUIRED STRUCTURAL SUPPORTS AS REQUIRED BY THE CURRENTLY ADOPTED ISSUE OF THE IBC, OR CBC WHERE ADOPTED, IN ADDITION TO ANY LOCAL CODES. H.ALL COVE MOUNTED FIXTURES SHALL EXTEND THE FULL LENGTH OF THE COVE. CONTRACTOR TO FIELD MEASURE COVE LENGTH AND ORDER QUANTITY OF FIXTURES AS REQUIRED. I.ALL DIMMING BRANCH CIRCUITS SHALL BE PROVIDED WITH A DEDICATED NEUTRAL CONDUCTOR FOR EACH ZONE/CHANNEL. J.ALL FLUORESCENT DIMMING ZONES/CHANNELS SHALL BE PROVIDED WITH 3 LINE VOLTAGE CONDUCTORS (NEUTRAL, DIMMED HOT, SWITCHED HOT) OR 2 LINE VOLTAGE CONDUCTORS/2 CONTROL CONDUCTORS AS REQUIRED BY THE CONTROL/BALLAST TYPE. K.REFER TO ARCHITECTURAL REFLECTED CEILING PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON THE ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ORDERING EXIT SIGNS. L.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY TRAINED AND IN PARALLEL TO STRUCTURES OR DUCT WORK. THE TERM "TRAINED" MEANS ALL PARALLEL CONDUITS SHALL MAINTAIN THE SAME SPATIAL RELATIONSHIP WITH EACH OTHER FOR ENTIRE RUN TO INCLUDE RADIUS BENDS AND SWEEPS. M.ALL LED REMOTE INDICATORS FOR DUCT DETECTORS AND FIRE/SMOKE DAMPERS REQUIRED BY THE LOCAL AHJ SHALL BE LOCATED IN CEILINGS IN COORDINATION WITH ARCHITECT PRIOR TO ANY ROUGH-IN. N.EACH LIGHTING CIRCUIT SHALL BE CONNECTED TO TIME CLOCK AS REQUIRED. GENERAL NOTES: SCALE: 1/4" = 1'-0" 1 1 11 2 TH I R D F L O O R L I G H T I N G P L A N E2.02 THIRD FLOOR LIGHTING PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 2 . 0 2 3 F L T G P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 EV 7 11 11 11 7 7 7 A1-15&17 11 11 EV 11 EV A1-7 7/7q A1-11 UNIT 1 GARAGE DEN DENDEN UNIT 2 GARAGE UNIT 4 GARAGE UNIT 3 GARAGE A2 A2-7 A2-15&17 A2-11 13 11 A1A 11 9 A2-13 A1-13 13 11 99 9 11 11 13 B2-13 B2-15&17 B2-1111 11 9 9 11 11 B2 B2-7 7/7p 7 7 DEN 11 B1-11 11 1111 B1 GARAGE OPENER GARAGE OPENER GARAGE OPENER GARAGE OPENER EV B1-15&17 11 11 9 9 7 7 13 B1-13 S q 7/7p Sp Sp Sq 7/7q S GARAGE OPENER GARAGE OPENER GARAGE OPENER GARAGE OPENER S A1-9 A2-9 9 B1-7 B1-9 9 S S FCU A1 11 1 1 F F A2-29&31 2 2 A1-29&31 F 2 B1-29&31 F 2 B2-29&31 F F 3 3 A2-20&22 F 3 B1-20&22 ELECTRIC WATER HEATER ELECTRIC WATER HEATER ELECTRIC WATER HEATER FCU A2 FCU A4 FCU A3 DOOR BELL DOOR BELL WP 9 WP 11 WP 9 WP 11 DOOR BELL DOOR BELL WP 9 WP 9 A1-5 A2-5 B2-5 B1-5SD/CO5 WP 11 SD/CO SD/CO 4 4 4 SD/CO WP 11 B2-9 4 9 A1-20&22 F 3 A1-20&22 ELECTRIC WATER HEATERF 3 B2-20&22 SPRINKLER PANEL SPRINKLER PANEL SPRINKLER PANEL SPRINKLER PANEL J GFCI 3 5 A1 J GFCI 3 A2A 5 J GFCI3 B1A 5 5 B2A J GFCI3 1 FIRST FLOOR POWER PLAN N GENERAL NOTES: A.PROVIDE GFCI TYPE RECEPTACLE(S) WITHIN 6 FEET OF ANY SINK OR THERAPEUTIC TUB, SERVING ANY DRINKING FOUNTAIN OR VENDING MACHINE, AND WITHIN ANY KITCHEN SPACE. B.PROVIDE REDUNDANT GROUND PATH IN ALL BRANCH CIRCUITS SERVING PATIENT CARE AREAS CONSISTING OF A SEPARATE, INSULATED EQUIPMENT GROUNDING CONDUCTOR PER NEC, OR CEC WHERE ADOPTED, ART 517.13. C.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY. D.UNLESS SPECIFICALLY SHOWN AS (E), (R), (ER), (D), EXISTING OR NON-BOLD, ALL ELECTRICAL DEVICES SHOWN ARE NEW. E. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET 24" MINIMUM. F.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G.ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. H.ALL FURNITURE FEED LOCATIONS TO BE VERIFIED WITH ARCHITECT AND FURNITURE VENDOR PRIOR TO ROUGH-IN. I.ALL FURNITURE WHIPS SHALL BE TRIMMED TO REDUCE EXCESS WHIP LENGTH. J.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR WILL NEED TO PROVIDE THE FOLLOWING ITEMS: 1.ALL BRANCH CIRCUITS SHALL BE IN EMT. 2.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. K.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO NEC, OR CEC WHERE ADOPTED, ARTICLE 300.22(C) . L.ALL RECEPTACLES SHALL BE TAMPER RESISTANT. ALL OUTDOOR RECEPTACLES SHALL BE WEATHER PROOF. ALL KITCHEN, BATHROOM, & LAUNDRY RECEPTACLES SHALL BE GFCI & TAMPER RESISTANT. M.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 20 FT. FROM PERMANENT COOKING EQUIPMENT (OR 10' WITH PHOTO-ELECTRIC TYPE). N.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 3FT. FROM BATHROOM. O.PROVIDE EACH CARBON MONOXIDE DETECTORS TO BE "HARD WIRED" AND SHALL BE EQUIPPED WITH BATTERY BACK UP. KEY NOTES: PROVIDE HOUSE METER AND MAIN BREAKER. VERIFY AND COORDINATE EXACT LOCATION WITH POWER COMPANY FINAL CONSTRUCTION DRAWING. (TYPICAL) PROVIDE 30AS, 20AF, 2P DISCONNECT SWITCH. PROVIDE 3/4"C - 3#12 + 1#12 GRD. VERIFY AND COORDINATE CONTROL REQUIREMENT WITH EQUIPMENT SUBMITTAL AND EXACT LOCATION IN THE FIELD. PROVIDE 1"C-2#4 + 1#10 GRD. TYPICAL FOR EACH EV CHARGER PROVIDE HARDWIRED SMOKE DETECTOR AND CARBON MONOXIDE ALARM EQUIPPED WITH BATTERY BACKUP. (TYPICAL) RESERVED SPACE FOR ISOLATION/TRANSFER SWITCH 1 SCALE: 1/4" = 1'-0" 2 3 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 1 1 1 1 5 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 FI R S T F L O O R P O W E R P L A N E3.00 FIRST FLOOR POWER PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 3 . 0 0 1 F P W R P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA K-3654PERSUADETOILETSVITREOUS CHINA MIC GD RANGE/ OVEN HOOD DW REF 4 2 424 4 2 2 A1-24&26 A1-8 A1-14 A1-19 19 32 32/32r 32 32 30 30 A1-32 UNIT 1 UNIT 2 UNIT 4 UNIT 3 BATH RM. BATH RM. BATH RM. BEDROOMBEDROOM LIVING DINING KITCHEN KITCHEN LIVING LIVING DINING DINING KITCHEN KITCHEN LAUNDRY A1-28 A1A-2 A1-3032 A1-16 A1-18 32 32 32/32q 32 A2-19 A2-30 30/30r 30 A2-28 A2-24&26 A2-16 DW REF GD MIC A2-2,4 A2-18 44 A2-8 A2-10&12 A2-14 A2A-2 19 4 2 RANGE/ OVENHOOD 1 32 A2-32 S GD REF HOOD RANGE/ OVEN B2-14 B2-10&12 MIC B2-8 B2-18 2 2 4 2 B2-28 B2A-2 B2-24&26 32 32/32q 32 32 1 B2-14 B2-30 30/30r 30 19 B2-19 BATH RM. LIVING DINING 19 B1-19 30 30 B1-30 B1-24&26 B1-28 REF GD RANGE/ OVEN HOOD B1-32 MIC 4 2 4 2 4 32 32 32 32 32 32/32r B1-8 B1-10&12 B1-14 B1A-2 B1-18 30 r 19s S Sq 2 19s S S Sr 19f S S Sr q Sr DW B2-16 F 1 1 1 1 2 A1-29&31 FCU B1 F 2 A2-29&31 F 2 B1-29&31 19s F 2 B2-29&31 A1-10&12A1-2,4 Ss S EF 1 FCU B2 EF 1 s 32 32 FCU B3 3 4 4 3 FCU B4 EF 1 Ss 3 4 B2-2,4 EF 1 Ss 3 4 CHCHIME 32 CH CHIME 32 CH CHIME 32 CH CHIME 32 LAUNDRY SD/CO DW B1-16 2 5 SD/CO5 28 5 SD/CO5 SD/CO 5 5 2 5 SD/CO5SD/CO5 5 2 2 4 4 B1-2,4 22 24 4 4 1 SECOND FLOOR POWER PLAN N GENERAL NOTES: A.PROVIDE GFCI TYPE RECEPTACLE(S) WITHIN 6 FEET OF ANY SINK OR THERAPEUTIC TUB, SERVING ANY DRINKING FOUNTAIN OR VENDING MACHINE, AND WITHIN ANY KITCHEN SPACE. B.PROVIDE REDUNDANT GROUND PATH IN ALL BRANCH CIRCUITS SERVING PATIENT CARE AREAS CONSISTING OF A SEPARATE, INSULATED EQUIPMENT GROUNDING CONDUCTOR PER NEC, OR CEC WHERE ADOPTED, ART 517.13. C.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY. D.UNLESS SPECIFICALLY SHOWN AS (E), (R), (ER), (D), EXISTING OR NON-BOLD, ALL ELECTRICAL DEVICES SHOWN ARE NEW. E. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET 24" MINIMUM. F.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G.ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. H.ALL FURNITURE FEED LOCATIONS TO BE VERIFIED WITH ARCHITECT AND FURNITURE VENDOR PRIOR TO ROUGH-IN. I.ALL FURNITURE WHIPS SHALL BE TRIMMED TO REDUCE EXCESS WHIP LENGTH. J.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR WILL NEED TO PROVIDE THE FOLLOWING ITEMS: 1.ALL BRANCH CIRCUITS SHALL BE IN EMT. 2.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. K.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO NEC, OR CEC WHERE ADOPTED, ARTICLE 300.22(C) . L.ALL RECEPTACLES SHALL BE TAMPER RESISTANT. ALL OUTDOOR RECEPTACLES SHALL BE WEATHER PROOF. ALL KITCHEN, BATHROOM, & LAUNDRY RECEPTACLES SHALL BE GFCI & TAMPER RESISTANT. M.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 20 FT. FROM PERMANENT COOKING EQUIPMENT (OR 10' WITH PHOTO-ELECTRIC TYPE). N.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 3FT. FROM BATHROOM. O.PROVIDE EACH CARBON MONOXIDE DETECTORS TO BE "HARD WIRED" AND SHALL BE EQUIPPED WITH BATTERY BACK UP. KEY NOTES: TV CABLE RECEPTACLE. PROVIDE AUDIO/VIDEO CABLE FOR TELEVISION. PROVIDE 30AS, 20AF, 2P DISCONNECT SWITCH. PROVIDE 3/4"C - 3#12 + 1#12 GRD. VERIFY AND COORDINATE CONTROL REQUIREMENT WITH EQUIPMENT SUBMITTAL AND EXACT LOCATION IN THE FIELD. PROVIDE 3/4"C - 2#8 + 1#10 GRD FOR RANGE. PROVIDE 3/4"C - 2#10 + 1#10 GRD FOR LAUNDRY DRYER. PROVIDE HARDWIRED SMOKE DETECTOR AND CARBON MONOXIDE ALARM EQUIPPED WITH BATTERY BACKUP. (TYPICAL) 1 2 SCALE: 1/4" = 1'-0" 3 4 1 1 11 5 1 2 SE C O N D F L O O R P O W E R P L A N E3.01 SECOND FLOOR POWER PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 3 . 0 1 2 F P W R P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 A1-25 25 3 UNIT 1 UNIT 2 UNIT 4 UNIT 3 MASTER BEDROOM MASTER BEDROOM BATH RM. BEDROOM BEDROOM CLOSET BATH RM.A1A-3 A1-27 A1A-7 25 7 CLOSET BATH RM. A2-27 BATH RM. 7 27 A2-25 25 25 25/25u 5 3/3t3 3 A2A-3 3 3/3t 3 3 B2A-3 3 MASTER BEDROOM BEDROOM CLOSET BATH RM. 3/3t 3 3 B2A-77 B2-27 27 B2-25 25/25u 3 MASTER BEDROOM CLOSET B1-27 27 3/3t 3 3 BEDROOM 25/25u 2525 St 7v 27 Su 7v S 25/25u S tu St Su S S 7v 5 t u F 1 A1-29&31 F 1 A1-29&31 A2A-7 F 1 A2-29&31 F 1 A2-29&31 B1A-777vBATH RM. F 1 B1-29&31 F 1 B1-29&31 1 F B2-29&31 F 1 B1-29&31 FCU C1 FCU D1 EF 2 25 3 FCU D2 EF 2 FCU C2 Sv Sv 25 3 3 25 FCU D3 EF 2 FCU C3 EF 2 FCU D4 FCU C4 Sv Sv 3 25 25 SD/CO SD/CO5 SD/CO SD/CO 5 SD/CO 25 5 5 5 SD/CO SD/CO 5SD/CO 22 2 2 2 2 2 2 5SD/CO 2 5SD/CO 2 5 SD/CO 2 5 SD/CO 2 CU 13F A1-33&35 CU 23F A2-33&35 CU 4 3 F B2-33&35 CU 3 3 F B1-33&35 B1A-3 B1-25 1 THIRD FLOOR POWER PLAN N GENERAL NOTES: A.PROVIDE GFCI TYPE RECEPTACLE(S) WITHIN 6 FEET OF ANY SINK OR THERAPEUTIC TUB, SERVING ANY DRINKING FOUNTAIN OR VENDING MACHINE, AND WITHIN ANY KITCHEN SPACE. B.PROVIDE REDUNDANT GROUND PATH IN ALL BRANCH CIRCUITS SERVING PATIENT CARE AREAS CONSISTING OF A SEPARATE, INSULATED EQUIPMENT GROUNDING CONDUCTOR PER NEC, OR CEC WHERE ADOPTED, ART 517.13. C.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY. D.UNLESS SPECIFICALLY SHOWN AS (E), (R), (ER), (D), EXISTING OR NON-BOLD, ALL ELECTRICAL DEVICES SHOWN ARE NEW. E. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET 24" MINIMUM. F.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G.ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. H.ALL FURNITURE FEED LOCATIONS TO BE VERIFIED WITH ARCHITECT AND FURNITURE VENDOR PRIOR TO ROUGH-IN. I.ALL FURNITURE WHIPS SHALL BE TRIMMED TO REDUCE EXCESS WHIP LENGTH. J.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR WILL NEED TO PROVIDE THE FOLLOWING ITEMS: 1.ALL BRANCH CIRCUITS SHALL BE IN EMT. 2.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. K.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO NEC, OR CEC WHERE ADOPTED, ARTICLE 300.22(C) . L.ALL RECEPTACLES SHALL BE TAMPER RESISTANT. ALL OUTDOOR RECEPTACLES SHALL BE WEATHER PROOF. ALL KITCHEN, BATHROOM, & LAUNDRY RECEPTACLES SHALL BE GFCI & TAMPER RESISTANT. M.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 20 FT. FROM PERMANENT COOKING EQUIPMENT (OR 10' WITH PHOTO-ELECTRIC TYPE). N.PROVIDE EACH SMOKE DETECTOR WITH A MINIMUM OF 3FT. FROM BATHROOM. O.PROVIDE EACH CARBON MONOXIDE DETECTORS TO BE "HARD WIRED" AND SHALL BE EQUIPPED WITH BATTERY BACK UP. SCALE: 1/4" = 1'-0" KEY NOTES: PROVIDE 30AS, 20AF, 2P DISCONNECT SWITCH. PROVIDE 3/4"C - 3#12 + 1#12 GRD. VERIFY AND COORDINATE CONTROL REQUIREMENT WITH EQUIPMENT SUBMITTAL AND EXACT LOCATION IN THE FIELD. PROVIDE HARDWIRED SMOKE DETECTOR AND CARBON MONOXIDE ALARM EQUIPPED WITH BATTERY BACKUP. (TYPICAL) PROVIDE NEMA-3R 60AS, 40AF, 2P DISCONNECT SWITCH. PROVIDE 3/4"C - 2#8 + 1#10 GRD. VERIFY AND COORDINATE CONTROL REQUIREMENT WITH EQUIPMENT SUBMITTAL AND EXACT LOCATION IN THE FIELD. 1 2 1 1 11 1 3 2 TH I R D F L O O R P O W E R P L A N E3.02 THIRD FLOOR POWER PLAN cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 3 . 0 2 3 F P W R P L A N . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 A A SECTION A-A UL# W-L-1074 SYSTEM NO. W-L-1074 F RATINGS - 1HR RECTORSEAL -METACAULK 950 OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS 4 5 2 1 3 TYP. FIRE PENETRATION GYPSUM WALL ASSEMBLY REFERENCE NOTES: WALL ASSEMBLY - THE FIRE RATED GYPSUM WALBOARD/STUD WALL ASSEMBLY STUDS - WALL FRAMING WOOD STUDS OR STEEL CHANNEL STUDS. WALLBOARD GYPSUM - ONE LAYER OF NOM 58 IN. THICK GYPSUM WALLBOARD. CONDUIT TO BE SUPPORTED ON BOTH SIDES OF WALL ASSEMBLY. THE ANNULAR SPACE BETWEEN THE THROUGH - PENETRANT AND THE PERIPHERY OF THE OPENING SHALL BE MIN. 0 IN. TO MAX 14 IN. THE FOLLOWING TYPES OF CONDUITS OR TUBING MAY BE USED: CONDUIT-NOM 6 IN. DIAM (OR SMALLER) STEEL ELECTRICAL METALLIC TUBING OR STEEL CONDUIT. FILL VOID OR CAVITY MATERIAL - CAULK - FILL MATERIAL TO BE FORCED INTO THE ANNULUS TO MAXIMUM EXTENT POSSIBLE. ADDITIONAL FILL MATERIAL TO BE INSTALLED SUCH THAT A MIN. 12 IN. CROWN IS FORMED AROUND THE PENETRATING ITEM AND LAPPING 14 IN. BEYOND THE PERIPHERY OF THE OPENING. 1 2 3 4 5 NELSON FIRESTOP PRODUCTS - TYPE CMP MORTAR OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS. SECTION A-A UL# C-AJ-8007 SYSTEM NO. C-AJ-8007 F RATINGS - 2 AND 3 HR A A 2 2 22 2 245 TYP. FIRE PENETRATION ASSEMBLY CONCRETEACCESSIBLE REACH LIMITS FOR EXACT LOCATIONS OF WIRING DEVICES, SEE A-SERIES DRAWINGS 48" MAX 46" MAX 10" MAX 24" MAX 34" MAX 30" MAX 30" MAX 15" MIN * * * FLOOR & WALL ASSEMBLY - MIN. 314 IN. THICK REINFORCED LIGHTWEIGHT ON NORMAL WEIGHT (100-150 PCF) CONCRETE. WALL MAY ALSO BE CONSTRUCTED ON ANY UL CLASSIFIED CONCRETE BLOCKS. MAX OF OPENING IS 300 SQ IN WITH MAX DIMENSION OF 30 IN. THROUGH PENETRANTS - A MAX OF FIVE CONDUITS SPACE BETWEEN CONDUITS OR TUBING SHALL BE MIN 34 IN. TO MAX 112 IN. THE SPACE BETWEEN CONDUITS OR TUBING AND PERIPHERY OF OPENING SHALL BE MIN 34 IN. TO MAX 134"IN. CONDUITS, CONDUIT OR TUBING TO BE RIGIDLY SUPPORTED ON BOTH SIDES FOR FLOOR OR WALL ASSEMBLY. CONDUIT-NOM 4 IN. DIA. (OR SMALLER) ELECTRICAL METALLIC TUBING OR NOM 6 IN. (OR SMALLER) RIGID STEEL CONDUIT. FORMS-(NOT SHOWN) FORMS TO BE RIGID SHEET MATERIAL, CUT IT FIT THE CONDUCTOR OF THE PENETRATING ITEM AND FASTENED TO THE UNDERSIDE OF FLOOR OR BOTH SIDES OF WALL. FORMS TO BE REMOVED AFTER FILL MATERIAL HAS CURED. FILL VOID OR CAVITY MATERIAL WRAP MATERIAL - SINGLE LAYER OF A CERAMIC FIBER INSULATION COVERED ON BOTH SURFACES WITH A FOIL FACING. THE WRAP MATERIAL SHALL EXTEND A MIN. OF 6 IN. BEYOND BOTH SURFACES OF THE ASSEMBLY AND SHALL BE SECURED TOGETHER WITH MIN. NO.12 AWG STEEL WIRE FILL VOID OR CAVITY MATERIAL MORTAR. FILL MATERIAL APPLIED WITHIN THE ANNULUS, FLUSH WITH TOP SURFACE OF FLOOR OR WITH BOTH SURFACES OF WALL. 1 2 3 4 5 CONDUIT MOUNTING STRAP GREEN HEX HEAD GROUND SCREW CONNECTION N Ø N Ø EG EG EG INTERSTITIAL SPACE PANEL MOUNTING DETAIL GROUND ROD STRUCTURAL STEEL CONNECTION RECEPTACLE WIRING DETAIL SECURELY ANCHOR CHANNEL TO CONCRETE FLOOR SLAB (TYP) ALUMINUM CHANNEL SUPPORT TYPICAL LAB ELECTRICAL PANEL FASTENED TO CHANNEL. INTERSTITIAL LEVEL STEEL FLOOR DECK. STRUCTURAL FLOOR SLAB. CHANNEL TO BE SECURELY FASTENED TO FLOOR DECK (TYP). OUTLET BOX ISOLATED GROUND ISOLATED GROUND RECEPTACLE IG BUS EG BUS NORMAL "COMMON" BUILDING GROUND (EG) GREEN HEX HEAD GROUND SCREW CONNECTION MOUNTING STRAP BONDING JUMPER OUTLET BOX CONVENTIONAL RECEPTACLE CADWELD CONNECTION TO BUILDING STEEL STRUCTURAL STEEL CABLE GROUND ROD CONNECTION 19mm X 3050mm (3/4" X 10'-0") LONG COPPERCLAD GROUND ROD BUILDING SYSTEM EXTERIOR GROUND LOOP REFERENCE NOTES: 6NTS 3NTS2NTS1NTS 5NTS4NTS ELECTRICAL LIGHT SWITCH OR RECEPTACLE LOCATION. INSTALL PER ADA STANDARD MAXIMUM SIDE REACH OVER OBSTRUCTION HIGH AND LOW SIDE REACH LIMITS C N G B A INCOMING 4 #6AWG, #10AWG E.G. FEEDER CONDUCTORS IN 1" CONDUIT CONNECT TO ALTERNATE PHASE (TYPICAL) TYPICAL CIRCUIT BREAKER 1P, 20A, 120V, 10,000 KAIC UON. SURFACE METAL RACEWAY ASSEMBLY DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R (USE GROUND FAULT INTERRUPTER TYPE WHERE INDICATED) SURFACE MOUNTED RACEWAY ENTRANCE JUNCTION BOX TOGGLE SWITCH FOR UNDERSHELF LIGHTING FIXTURES MOUNTED IN METAL RACEWAY A, B OR C N G UNDERSHELF LIGHTING FIXTURE EMT EMT UNDERCOUNTER DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R 2P, 20A OR 30A CIRCUIT BREAKER 2P, 3W GROUNDING TYPE RECEPTACLE - 250V NEMA 6-20R / 6-30R EMT G EQUIPMENT GROUND CONDUCTOR BONDED TO EACH SURFACE METAL RACEWAY SECTION, INCLUDING FITTINGS. USE #10 AWG FOR ALL SPECIALTY RECEPTACLE MAXIMUM FOUR DUPLEX RECEPTACLES ON ANY SINGLE 20A CIRCUIT BREAKER. 1.NOTES: LIQUIDTIGHT TO ALL OTHER U.S. FIXTURES CONTINUED TOOTHER FIXTURES 8 SUSPENDED CEILING. RECESSED FIXTURE (TYPICAL). CONDUIT-EMT (TYPICAL). STRUCTURAL CEILING. JUNCTION BOX (TYPICAL).FIXTURE SUPPORT. SEE NOTE #2. FLEXIBLE METAL CONDUIT FIXTURE WHIP. MAXIMUM LENGTH 1830mm (72") (TYPICAL). TYPICAL LIGHTING FIXTURE INSTALLATION DETAIL NOTES: 1.MC CABLE IS ACCEPTABLE ONLY IN NON-SCIENCE APPLICATIONS. 2. FOR LINEAR FLUORESCENTS: MINIMUM TWO 2.5mm (0.1") (#10 AWG) GALVANIZED STEEL WIRES AT DIAGONAL CORRIDORS (WITHIN 100mm (4") OF FIXTURE CORRIDOR) DIRECTLY FROM STRUCTURES. FOR DOWNLIGHTS: MINIMUM ONE 2.5mm (0.1") WIRE FROM STRUCTURE. 7NTS 9 TO TELEPHONE BOX ACCESSIBLE CEILING SPACE TELEPHONE OR DATA SIGNAL OUTLET FINISHED FLOOR 4" x 4" SQUARE BOX NTSTYPICAL TELEPHONE & DATA SIGNAL OUTLET NTSSURFACE METAL RACEWAY WIRING DETAIL EL E C T R I C A L D E T A I L S E5.01 ELECTRICAL DETAILS cad file: drawing no: plot date: job#: issue date: drawn by: CD A + P D G , I N C . E X P R E S S L Y R E S E R V E S A L L C O M M O N L A W C O P Y R I G H T A N D P R O P E R T Y R I G H T S I N T H E S E P L A N S . T H E S E P L A N S A R E N O T T O B E R E P R O D U C E D , C H A N G E D O R C O P I E D I N A N Y F O R M O R M A N N E R W H A T S O E V E R N O R A R E T H E Y T O B E A S S I G N E D T O A N Y T H I R D P A R T Y W I T H O U T F I R S T O B T A I N I N G T H E E X P R E S S W R I T T E N P E R M I S S I O N A N D C O N S E N T F R O M C D A + P D G , I N C . STAMP PR O J E C T : SH E E T T I T L E : RE V I S I O N DA T E 1 08 / 1 6 / 2 3 PC C O R R # 1 # RE V I S I O N DA T E # C: \ U S E R S \ A D M I N \ O N E D R I V E - C E N T U R Y E N G I N E E R S \ 0 2 E N G I N E E R I N G \ 2 0 2 3 - 0 2 4 C D A + P D G D U P L E X A R C A D I A \ 0 1 - W O R K I N G \ 0 1 E \ E 5 . 0 1 E L E C T R I C A L D E T A I L S . D W G XR E F S I N C L U D E D : PL O T T E D : La y o u t : Ja n u a r y 1 7 , 2 0 2 4 DR A W I N G F I L E : CO R P O R A T E H Q 15 0 E L C A M I N O R E A L , S T E . 1 1 2 TU S T I N , C A 9 2 7 8 0 71 4 - 8 3 2 - 5 1 0 0 BR A N C H O F F I C E 17 5 2 8 E . R O W L A N D S T , CI T Y O F I N D U S T R Y , C A 9 1 7 4 8 62 6 - 9 1 3 - 8 1 0 1 Aug 16, 2023 Jan 18, 2024 JRY 2023-024 AR C A D I A , C A 9 1 0 0 6 20 0 S . 2 N D A V E . 20 0 S O U T H S E C O N D A V E N U E T O W N H O M E S 2 11 / 2 9 / 2 3 PC C O R R # 2 3 01 / 1 8 / 2 4 PC C O R R # 3 IA N OF CA L I F O R S TA T E E21947 E L CTR I C A L E EXP. 09-30-202 9- 0 PER PLAN LANDSCAPE INDEX SHEETWATER COMPANY: CITY OF ARCADIA DEPARTMENT OF PUBLIC WORKS PHONE # 626-254-2700 WATER TYPE: POTABLE STATIC WATER PRESSURE: 61 PSI LANDSCAPE AREA: 2537SF MonthlyBimonthlyWeekly AnnuallyBiannuallyQuarterly MAINTENANCE SCHEDULE Check irrigation coverage and adjust heads. Weed and cultivate shrub and ground cover areas. Check for and remove dead seed pods, flowers, branches and plants. Check for and repair vandalism damage. Check for snails, rodents, insects, fungus, diseases, and other pests & apply remedy. Sprinklers visually check for any broken misaligned or clogged heads. Heads with incorrect arc, inadequate coverage or overspray and low head drainage. Repair as needed. Submit to owner a record of extra work, and chemicals used. Trim hedges and topiary shrubs.Fertilize seasonal color and bedding plants. Check water basins around trees and shrubs and replace.Edge ground cover and lawns. Irrigation Schedule- verify ET controller if functioning properly and adjusting schedule for seasonal variations and other conditions which may affect the amount of water needed to maintain plant health, adjust as necessary. Check mulch coverage and replace. Conduct general inspection with owner. Prune and trim shrubs and fast growing evergreen trees. Inspect trees for girdling by stake ties or guys and replace. Mow Fast - Growing Ground Covers Fertilize trees, shrubs, and ground cover. Mow ground covers. Prune and trim slow- growing and deciduous trees. ADD TO IRRIGATION CONTROLLER CABINET Controller Cabinet- Open Cabinet And Clean Out Debris And Replace Battery As Necessary. Check Wiring And Repair As Needed And Check Clock And Reset If Necessary. Poc- Visually Inspect Components For Leaks, Pressure Settings, Settlement Or Other Damage Affecting The Operation of A Component Repair As Needed. Remote control valves, isolation valves and quick coupler valves visually inspect for leaks, settlement, wire connections and pressure settings. Repair or adjust as needed. Mainline and laterals visually inspect for leaks or settlement of trench. Filters and strainers visually check for leaks, broken fitting clean and flush screens. Verify ET irrigation controller is functioning properly. LANDSCAPE ARCHITECT LANDSCAPE ARCHITECT I AGREE TO COMPLY WITH THE REQUIREMENTS OF THE WATER EFFICIENT LANDSCAPE ORDINANCE AND SUBMIT A COMPLETE LANDSCAPE DOCUMENTATION PACKAGE I AGREE TO COMPLY WITH THE REQUIREMENTS OF THE PRESCRIPTIVE COMPLIANCE OPTION OF THE MWELO. AN IRRIGATION AUDIT REPORT SHALL BE COMPLETED AT THE TIME OF FINAL INSPECTION. AT THE TIME OF FINAL INSPECTION, THE PERMIT APPLICANT MUST PROVIDE THE OWNER OF THE PROPERTY WITH A CERTIFICATE OF COMPLETION, CERTIFICATE OF INSTALLATION, IRRIGATION SCHEDULE AND A SCHEDULE OF LANDSCAPE AND IRRIGATION MAINTENANCE. I HAVE COMPLIED WITH THE CRITERIA OF THE ORDINANCE AND APPLIED THEM FOR THE EFFICIENT USE OF WATER IN THE LANDSCAPE DESIGN PLANS. A DIAGRAM OF THE IRRIGATION PLAN SHOWING HYDROZONES SHALL BE KEPT WITH THE IRRIGATION CONTROLLER FOR SUBSEQUENT MANAGEMENT PURPOSES. A CERTIFICATE OF COMPLETION SHALL BE FILLED OUT AND CERTIFIED BY EITHER THE SIGNER OF THE LANDSCAPE PLANS, THE SIGNER OF THE LANDSCAPE PLANS, THE SIGNER OF THE IRRIGATION PLANS OR THE LICENSED LANDSCAPE CONTRACTOR FOR THE PROJECT. FOR PROJECTS THAT INCLUDE LANDSCAPE WORK, THE LANDSCAPE CERTIFICATION, FORM GRN 12 SHALL BE COMPLETED PRIOR TO FINAL INSPECTION APPROVAL LOCKS SHALL BE INSTALLED ON ALL PUBLICLY ACCESSIBLE EXTERIOR FAUCETS AND HOSE BIBS FOR SITES WITH OVER 500 SQUARE FEET OF LANDSCAPE AREA, WASTE PIPING SHALL BE ARRANGED TO PERMIT DISCHARGE FROM THE CLOTHES WASHER, BATHTUB, SHOWERS, AND BATHROOM/RESTROOMS WASH BASINS TO BE USED FOR A FUTURE GRAY WATER IRRIGATION SYSTEM. AUTOMATIC LANDSCAPE IRRIGATORS SHALL BE INSTALLED IN SUCH A WAY THAT IT DOESENT SPRAY ON THE BUILDING PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LANDSCAPE CONSTRUCTION DOCUMENTS for: 200 S.SECOND STREET ARCADIA,Ca PROJECT SITE Appendix B: Certification of Landscape Design CERTIFICATION OF LANDSCAPE DESIGN I hereby certify that: (1)I am a professional appropriately licensed in the state of California to provide professional landscape design services. (2)The landscape design and water use calculations for the property located at 509 W WASHINGTON BLVD.LOS ANGLES were prepared by me or under my supervision. (3)The landscape design and water use calculations for the identified property comply with the requirements of the city landscape water efficiency ordinance and the guidelines for implementation of the city landscape water efficiency ordinance. (4)The information i have provided in this certificate of landscape design is true and correct and is hereby submitted in compliance with the guidelines for implementation of the city landscape water efficiency ordinance. Charles S. Lamb __________________________ Print name Date _______________________3098 Signature License Number 305 N. Harbor Boulevard, Suite 222, Fullerton, California 92832 Address 714-680-0417 charles@emeraldladesign.com Telephone Number Email Address Landscape Design Professional's Stamp (if applicable) 11-20-23 LCS 1 LANDSCAPE COVER SHEET LDP 1 LANDSCAPE DEMOLISHING PLAN LCC 1 CONSTRUCTION CALLOUT PLAN LCDP 1 CONSTRUCTION DIMENSION PLAN LCD 1 LANDSCAPE CONSTRUCTION DETAILS LIP 1 LANDSCAPE IRRIGATION PLAN LPP 1 LANDSCAPE PLANTING PLAN LID 1 LANDSCAPE IRRIGATION DETAILS LIS 1-2 LANDSCAPE IRRIGATION SPECIFICATIONS LPS 1-3 LANDSCAPE PLANTING SPECIFICATIONS SHEET INDEX LCS 1 WATER CALCULATION SIZE QUANTITYBOTANICAL NAME COMMON NAME EXISTING TREE TO BE REMOVED LEGEND SYMBOL KOELREUTERIA PANICULATA GOLDEN RAINTREE EXISTING TO BE REMOVED EXISTING TO BE REMOVED 1 1KOELREUTERIA PANICULATA GOLDEN RAINTREE PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LANDSCAPE DEMOLISHING PLAN 1"=8'-0" LDP 1 1 3 4 1 2 2 2 2 S. 2 N D A V E 11 9 8 PA PA PA PA PA PA PA PA PA PA PA PA 9 F E1 E1 F 10 VINE POCKETS 2"X18" TYP. PA PA 6712 12 6' HIGH WALL6' HIGH WALL 13 5 8 6 6 1 F 14 PA 3 1 CALLOUT NOTES 2 3 CONTROL JOINTS LAY OUT AS SHOWN ON PLAN,SEE ALSO DETAIL D SHEET LCD1 4 DRIVE AISLE PLANTER 5 6 5' HIGH TUBLER STEEL FENCE -SEE DETAIL B SHEET LCD1 7 3' HIGH TUBLER STEEL FENCE -SEE DETAIL A SHEET LCD1 8 18" X 84" BENCH- CLASSIC SERIES, MODEL #Q2CLS84B, BY QUICK CRETE, 731 PARKRIDGE AVE. PO BOX 639 NORCO,CALIFORNIA 92860, (909) 737-6240. COLOR LATTE WITH SMOOTH FINISH. WROUGHT IRON GATE -SEE DETAIL C SHEET LCD1 NATURAL COLOR CONCRETE PAVING WITH MEDIUM BROOM FINISH, PLACE CONTROL AND EXPANSION JOINTS AS SHOWN ON PLANS. SEE DETAIL D SHEET LCD1. 9 6" WIDE REINFORCED CONCRETE MOW STRIP- SEE DETAIL J SHEET LPD1 10 MAIL BOX BY OTHERS 11 EXISTING PUBLIC WALKWAY TO REMAIN A. PAVERS ON CONCRETE BASE @VEHICULAR ACCESS - SEE DETAIL F SHEET LCD1 B. PAVERS ON SAND BASE @ PEDESTRIAN ACCESS - SEE DETAIL E SHEET LCD1 12 8" WIDE BY 6' TALL CMU WALL- SEE DETAIL G SHEET LCD1 13 CORNER FENCE SEE DETAIL H SHEET LCD1 6X6 INTERLOCKING PAVERS -APPIAN STONE BY ORCO BLOCK,ORCO.COM OR(714-527-2239) INSTALL IN PATTERN SHOWN IN PLAN.CONTRACTOR TO PROVIDE SAMPLE PAVERS FOR APPROVAL BY OWNER PRIOR TO INSTALLATION. 14 BIKE RACK. RR2H ROLLING BIKE RACK , COLOR TO BE POWDER COAT BLACK. AVAILABLE FROM DERO. TEL (888) 337-6729 OR EQUAL APPROVED BY LANDSCAPE ARCHITECT OR OWNER. 1/8"=1'-0" CONSTRUCTION CALLOUT PLAN PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LCC 1 12'-6" ±5'-0" EQ. ±5'-0" EQ.3' - 0 " 2' - 6 " 5'-0" 13 ' - 0 " 13'-9"20'-6" 4'-8" 3'-5" 7'-5" CL CL 3'-6" 3' - 8 " 2'-2"2'-0" 8' - 1 1 " 2'-6"14'-9" 2'-4" VINE POCKETS 2'-0"X 18" TYP. 1'-6" 2' - 0 " 5'-0" ALIGN 3'-0" 3'-0" 12'-4" 10'-8"95'-9" 2'-0" HEIGHT 6'-0" HEIGHT 3' - 0 " SEE DETAIL SEE DETAIL 2'-6"3'-0" ±12'-6" EQ. ±12'-6" EQ. CL 2'-3" 2'-0" CL1' 3'-0"3'-0" 3'-0"3'-0" 2'-0" 1'-6" VERIFY 2'-6" 11 ' - 5 " 5' - 0 " ±1 0 ' - 3 " 10'-0" 5'-5" 9' - 1 0 " 13'-9" 14'-0" 3'-4" HEIGHT SEE DETAIL 2'-0" 6'-0" 3 ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNERS REPRESENTATIVE. CONTRACTOR SHALL TAKE SOLE RESPONSIBILITY FOR COSTS INCURRED DUE TO DAMAGE AND REPLACEMENT OF SAID UTILITIES. GRADE DIFFERENCES EXIST THAT MAY NOT HAVE BEEN KNOWN DURING DESIGN. SUCH CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY COORDINATING WITH OTHER SUB CONTRACTORS AS REQUIRED TO ACCOMPLISH CONTRACTOR SHALL NOT WILLFULLY PROCEED WITH CONSTRUCTION AS DESIGNED WHEN IT IS OBVIOUS THAT UNKNOWN OBSTRUCTIONS AND/OR INSTALL EXPANSION JOINTS AT 10' OC AND AT CORNERS. (UNLESS OTHERWISE DELINEATED ON PLANS). CONCRETE SHALL NEVER BE COVERED WITH SHEETING OF ANY KIND. PERIODIC TEST OF COMPRESSIVE STRENGTH OF CONCRETE SHALL BE MADE IN AND THOROUGHLY CONSOLIDATED BY MECHANICAL VIBRATION OR OTHER METHODS IN ACCORDANCE WITH ACI 301. ALL FINISHING SHALL BE IN ACCORDANCE WITH ACI 301. SHALL BE IN ACCORDANCE WITH ACI 301 AND ACI 318. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES FOR NORMAL WEIGHT CONCRETE IF A COMPRESSIVE STRENGTH OF 2800 PSI IN 28 DAYS. USE OF ADMIXTURE SHALL BE APPROVED PRIOR TO CONSTRUCTION AND SHALL BE IN ACCORDANCE COMPLIANCE WITH ADA ACCESSIBILITY STANDARDS FOR MATERIALS, FINISHES, AND GRADIENTS IS THE RESPONSIBILITY OF THE CONTRACTOR IF, IN THE FIELD, SCALED DIMENSIONS CONFLICT WITH STATED GRADES AND/ OR ELEVATIONS, THE DESIGN ELEVATION SHALL TAKE PRECEDENCE. CONTRACTOR IS TO NOTIFY LANDSCAPE ARCHITECT 48 HOURS PRIOR TO POURING CONCRETE FOR A "PRE-POUR" INSPECTION OF ALL CONCRETE FORMS. SEE GRADING PLANS FOR VERTICAL CONTROL- VERIFY COMPLIANCE WITH ADA REQUIREMENTS CONSTRUCTION OPERATIONS. ATTENTION OF THE OWNER AND LANDSCAPE ARCHITECT. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ALL NECESSARY REVISIONS DUE TO A FAILURE TO GIVE SUCH NOTIFICATION. CONCRETE SURFACES SHALL BE FORMED WITH LONG, SMOOTH GRADIENTS TO REDUCE DIPS, ABRUPT CHANGES AND SHARP TRANSITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING HIM/HER SELF FAMILIAR WITH ALL UNDERGROUND UTILITIES, PIPES AND STRUCTURES. WITH THE ACI 301. CONCRETE THAT HAS BEEN PRE TEMPERED BY WATER OR CEMENT AFTER CONCRETE HAS PARTIALLY HARDENED, IS NOT ACCEPTABLE. ACCORDANCE WITH ACI 301 TO VERIFY THAT IT MEETS DESIGN REQUIREMENTS. CONCRETE SHALL BE POURED CONTINUOUSLY, WHERE POSSIBLE, ALL CURVILINEAR WALKS, CURBS, HEADER BOARDS, AND WALLS SHALL HAVE A CONTINUOUS SMOOTH CURVE WHERE APPLICABLE. ALL FORMS MUST BE INSPECTED AND APPROVED BY LANDSCAPE ARCHITECT PRIOR TO BEGINNING SUBSEQUENT WORK. 48 HRS. MIN. NOTICE REQUIRED. ALL CONCRETE FLATWORK TO BE 4" THICK MINIMUM, AND LOCATED AS SHOWN. CONCRETE WILL BE OF A 5 SACK MIX AND MAXIMUM WATER/CEMENT RATIO CONSOLIDATION IS BY VIBRATION. A SLUMP NOT EXCEEDING 5 INCHES IS PERMITTED IF CONSOLIDATIONS BY OTHER MEANS. CONCRETE SHALL HAVE WALL DIMENSIONS APPLY TO FACE OF FIRST COURSE OR AT FINISH GRADE. WHERE SUCH STANDARDS APPLY. THE CONTRACTOR IS TO COMPLY WITH ALL OTHER APPLICABLE LOCAL CODES AND ORDINANCES. ALL STEPS SHALL HAVE HANDRAILS PER CODE WHERE REQUIRED . SEE PLAN FOR STEP LOCATIONS. CONTRACTOR SHALL COORDINATE IRRIGATION SLEEVE LOCATIONS UNDER PAVED AREAS AS REQUIRED. REFER TO IRRIGATION PLANS. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL SUFFICIENTLY MOISTEN THE SUBGRADE AND PROVIDE SUBGRADE PREPARATION PER THE SOILS REPORT AND PLACE STEEL REINFORCING AT THE SIZE AND SPACING INDICATED IN THE DETAILS WITH 1" MIN CLEARANCE TO EDGE OF CONCRETE. ALL CONSTRUCTION SHALL CONFORM TO GOVERNING CODES AND ORDINANCES. CONTRACTOR TO VERIFY SITE CONDITIONS AND REVIEW CIVIL ENGINEER'S GRADING & UTILITY PLANS PRIOR TO BEGINNING CONSTRUCTION. CONSTRUCTION NOTES 1 14 13 11 10 17 15 8 7 3 6 2 18 12 16 9 4 5 19 ALL WALKS 5.0% OR GREATER SHALL HAVE HANDRAILS, BOTH SIDES OR WHERE SHOWN ON PLAN. 20 ALL PEDESTRIAN AND LANDSCAPE SURFACES WITH A DROP OFF OFF OF 30" OR MORE SHALL BE PROVIDED WITH 42" TALL SAFETY RAILING IN CONFORMANCE WITH ADA STANDARDS. GRADING NOTES All landscape areas are to be sloped at a minimum 2% gradient maximum 2:1. All transitions and grade breaks must be smooth, even and rounded, unless otherwise noted. All paved pedestrian areas are to be sloped at a minimum 0.5% gradient, maximum 2% cross slope, maximum 5% slope in direction of travel. Slope away from buildings and toward drain. Add drains as needed. All paved vehicular areas to be sloped at a minimum 0.5% gradient, maximum 5% cross slope, maximum 18% in direction of travel. Maximum grade break differential to be 10%. All drain pipes to be sloped at a minimum 0.5% gradient. Provide sweeps or cleanouts where drain pipe changes direction more than 90%. Minor rough grade will be required to provide for the proposed hardscape. The contractor shall become familiar with the civil engineers rough grading plans in order to completely include all minor rough grade and fine grading in the scope of work. Install protective fencing around all trees and other existing features which are to remain. Roots of existing trees are to be protected wherever feasible and are to be covered with continuously wet burlap if exposed for more than 24 hours. hand-cut 3" or larger diameter roots of existing trees to remain to provide a smooth, solid, and clean exposed end. Notify the landscape architect and owner if discrepancies exist between the plans and actual site conditions. 1/8"=1'-0" CONSTRUCTION DIMENSION PLAN PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LCDP 1 NTS CONSTRUCTION DETAILS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LCD 1 TYPICAL PAVING1 LEGEND 2 #4 REBAR CONTINUOUS3 COMPACTED SUBGRADE TO 95%7 #3 REBAR CENTERED IN CONCRETE @ 12" OC BOTH WAYS5 4" 3" DEEP CLEAN WASHED ROUGH AGGREGATE6 1 12" 3"6" 4 5 67 2 3 1/2" MORTAR BED4 PAVERS- SEE CONSTRUCTION PLAN SHEET LCC1 FOR SIZE AND TYPE 1 LEGEND METAL PAVER EDGING, WITH SPIKES @ 3' OC 2 CLEAN, WASHED COMPACTED RIVER SAND BASE 3 COMPACTED SUBGRADE TO 95% TO A DEPTH OF 24"4 3" 1 2 3 4 INTERLOCKING PAVERS FG 2" NOTE- CONTRACTOR TO BRUSH SAND INTO BUTTED JOINTS AND COMPACT WITH PLATE COMPACTOR LEGEND 2 4 3 SELF LOCKING LATCH. 3/4" SQ. STEEL TUBE PICKETS. 2" SQ. STEEL TUBE JAMS.1 3'-0" 14 SELF CLOSING HINGE (2) TOTAL. 5 CONCRETE FOOTING VARIES VARIES 4" OC TYP 3"CLR 24 " 12" 12 " 3- 0 " OR 5 ' - 0 " 2 NOTE ALL METAL MATERIAL SHALL BE PRE-GALVANIZED TUBE STEEL. ALL METAL SHALL BE PAINTED WITH ONE COAT FLAT BLACK PRIMER AND TWO COATS RUSTOLIUM ENAMEL. COLOR SHALL BE GLOSSY BLACK. NOTE GATE HEIGHT TO MATCH ADJACENT FENCE HEIGHT 4" 3 5 SE E N O T E NOTE 2 1 LEGEND FG 8'-0" OC. TYP AND AT CORNERS 4" OC. TYP 1" 12 " 12" 24 " 3" CLR 2 1 1 1 5' - 0 " ALL METAL MATERIAL SHALL BE PRE-GALVANIZED TUBE STEEL. ALL METAL SHALL BE PAINTED WITH ONE COAT FLAT PRIMER AND TWO COATS RUSTOLIUM ENAMEL. COLOR SHALL BE GLOSSY BLACK 2" x 2" SQ. STEEL TUBE FRAME 3/4" SQ. STEEL PICKETS. 14'-0" 3 7 4 24 " MI N . 12 " MI N 24" MIN. 8" 6 5 8 LEGEND 1 4 #4 REBAR @ 32" OC VERTICALLY AND 24" OC HORIZONTALLY3 DECORATIVE TRIM CAP MATCH WITH EXISTING WALL.2 5 REINFORCED CONCRETE FOOTING 6 COMPACTED SUBGRADE TO 95% 7 #4 REBAR HORIZONTALLY CENTERED IN FOOTING #4 REBAR CONTINUOUS 8X8X16 PRECISION CMU BLOCK, WITH 3 STUCCO COATS . A.STUCCO SCRATCH COAT B.STUCCO BROWN COAT C.COLOR COATING MATCH WITH EXISTING HOUSE COLOR. CONCRETE PAVING- SEE DETAIL D SHEET LCD1 OR FINISH GRADE, SEE CONSTRUCTION PLAN 8 NOTE: ALL STRUCTURAL ELEMENTS INCLUDING REINFORCEMENT AND FOOTING TO BE REVIEWED BY STRUCTURAL ENGINEER. FG 2' - 0 " 6' - 0 " 10'-0" 2 1 6'- 0 " M A X . HE I G H T V A R I E S S E E E L E V A T I O N 2 1 1 1 A LANDSCAPE SECTION A 3' - 4 " 2 1 5 6 7 2 4 3 LEGEND THICKENED EDGE OF PAVING, TYP. 8" IN PEDESTRIAN AREAS 12" IN VEHICULAR AREAS 4" IN PEDESTRIAN AREAS 6" IN VEHICULAR AREAS THICKENED EDGE OF PAVING, TYP. 8" IN PEDESTRIAN AREAS 12" IN VEHICULAR AREAS 1-1/2" 1/2" 1 2 3 4 5 6 7 CONCRETE PAVING- SEE PLAN FOR COLOR AND FINISH EXPANSION JOINT- FULL DEPTH, 1/2" THICK 'FOAMTECH' WITH 1/2" DEEP BEAD OF ELASTOMERIC SEALER. APPLY FINE GRAIN SAND TO ELASTOMERIC SEALER. COLOR TO MATCH ADJACENT CONCRETE. PLACE AT ADJACENT PAVING, AND/OR BUILDINGS, SEE CONSTRUCTION PLAN AND SPECIFICATIONS CONTROL JOINT- 1/8" WIDE AND MIN. 1-1/2" DEEP. PLACE PER PLAN. #4 REBAR @ 12" O.C. BOTH WAYS IN VEHICULAR AREAS / 10 GAUGE 12" x 12" WELDED WIRE MESH IN PEDESTRIAN AREAS #4 REBAR CONTINUOUS 3" DEEP AGGREGATE BASE 95% COMPACTED SUBGRADE. 24" MIN DEPTH BU I L D I N G O R W A L L WH E R E O C C U R S 5 A 3/4"=1'-0" ALL METAL MATERIAL SHALL NOTE BE PRE-GALVANIZED TUBE STEEL. 2 1 LEGEND 2" x 2" SQ. STEEL TUBE FRAME 3/4" SQ. STEEL PICKETS. FG EQ.± 6'-0" OC. MAX. 4" OC. TYP 3' - 0 " 1" 12 " 12" 24 " 3" CLR 2 1 1ALL METAL SHALL BE PAINTED WITH ONE COAT FLAT BLACK PRIMER AND TWO COATS RUSTOLIUM ENAMEL. COLOR SHALL BE GLOSSY BLACK. 1 PAVERS ON SANDD3/4"=1'-0"ETYPICAL CONCRETE DETAIL 3/4"=1'-0" 3'-0" HIGH TUBULAR STEEL FENCE 3/4"=1'-0"TYPICAL GATE DETAIL 5'-0" HIGH TUBULAR STEEL FENCE PAVERS ON CONCRETE F 3/4"=1'-0" FENCE WALL DETAIL AND SECTIONG 3/4"=1'-0" 4" 3'-0" 3' - 0 " 4" ⅊ ⅊ 5 3 4 1 2 2" x 2" SQ. STEEL TUBE FRAME 3/4" SQ. STEEL PICKETS. CMU WALL ,SEE DETAIL H SHEET LCD1 8" Ø CONCRETE FOOTING CONCRETE PAVING,SEE DETAIL D SHEET LCD1 LEGEND CORNER FENCE AND WALL PLAN VIEW 1 4 2 5 4 3" 1' - 0 " 8" 3" 2 1 3 56 EXPANSION JOINT, SEE DETAIL D SHEET LCD16 EQ 4" MAX 5' - 0 " NOTE ALL METAL MATERIAL SHALL BE PRE-GALVANIZED TUBE STEEL. ALL METAL SHALL BE PAINTED WITH ONE COAT FLAT BLACK PRIMER AND TWO COATS RUSTOLIUM ENAMEL. COLOR SHALL BE GLOSSY BLACK. MIN. MI N . CORNER FENCE DETAIL H 3/4"=1'-0" B C 3/4"=1'-0" S. 2 N D A V E 1- 1 / 2 " M 1" 2 275 SF 11.00 1" 1 470 SF 4.72 1" 4 280SF 1.86 1" 5 209SF 1.39 1-1/2" C 1-1/2" 1- 1 / 2 " 1" 6 278SF 1.85 1" 3 1031SF 6.87 3 4 5 2 1 1- 1 / 2 " S. 2 N D A V E 1- 1 / 2 " MODEL #DESCRIPTIONSYMBOLMANUF. IRRIGATION LEGEND Plastic In-line Electric Remote Control Valve-Sized Noted 1" Reduce Pressure Type Backflow Preventer & Ball Valves - Located in Shrub Area to screen. Paint backflow and pipes green. Place in enclosure per detail. See irrigation detail sheet. -- T-113 IRRIGATION DEDICATED 3/4" Water Meter (E) Febco Nibco Rainbird Toro P220 Series PEB Series 825-Y Line-sized Gate Valve 1" Master Control Valve Wireless Weather Sensor. Install Unobstructed, 10' above finish grade on 2" dia. galvanized pole embedded in 24" dia x 30" deep concrete footing. EVOLUTION FCC-ID-OF7WS9 12 Station wall-mounted Automatic Controller - Coordinate with electrician to provide 100VAC power to controller. EVOLUTION EMOD-12 TORO TORO M C Schedule 40 PVC Pipe Mainline up to 1-1/2" and Class 315 for 2" and larger- Size Noted IRRIGATION PIPE & VALVE LEGEND Saw cut paving to install new lateral or main lines. (Only if needed) Patch to match existing. Techline CV Dripline 12" emitter spacing and 24" Max row spacing, unless shown different on plans. (By Netafim USA, to be buried 4"min - 6"max, dripper flow rate= 0.6, inlet pressure= 35 psi) NOTE: QUANTITIES OF DRIP LINE ROWS MUST BE INSTALLED AS SHOWN ON PLAN. FEWER LINES THAN SHOWN WILL NOT BE APPROVED AND ADDITIONAL LINES WILL BE REQUIRED AT CONTRACTORS EXPENSE. 0 to 8 GPM= 3/4" PVC 8 to 12 GPM= 1" PVC 12 to 22 GPM= 1 1/4" PVC 22 to 30 GPM= 1 1/2" PVC Schedule 40 PVC Pipe for Lateral lines- To be 3/4" & Larger "OR" Drip irrigation supply header (where occurs)- Pipe Sleeve per city standard: Pipe under paving and roadways shall be installed 36" deep, sleeved and identified with marking tape installed 12" from the surface identifying type of line with APWA standard "Caution waterline buried below" in blue. Sleeves shall be Schedule 40 PVC, two times the diameter of the pipe being sleeved. Minimum 2" sleeve size. Sleeves shall extend a minimum 12" into planters. MANUF.SYMBOL DESCRIPTIONMODEL # DRIP IRRIGATION Control Zone Kit - Includes valve, filter and pressure regulator. Netafim TLSOV Rainbird ARV050 Manual Line Flushing Ball Valve in Valve Box 3/4" Air/Vacuum Relief Valve Locate at highest point in system regardless of where shown on plan. Add additional air relief valve if multiple high point exist with a grade difference > 6' XCZ-075-PRF XCZ-100-PRB-COM XCZ-150-PRB-COM Rainbird XCZ-Series Flow range (0.2-5 GPM). Flow range (3-20 GPM). Flow range (15-40 GPM). IRRIGATION SCHEDULING For the efficient use of water, all irrigation schedules shall be developed, managed, and evaluated to utilize the minimum amount of water required to maintain plant health. Irrigation schedules shall meet the following criteria: (1) Irrigation scheduling shall be regulated by automatic irrigation controllers. (2) Overhead irrigation, if applicable shall be scheduled between 8:00 p.m. and 10:00 a.m. unless weather conditions prevent it. If allowable hours of irrigation differ from the local water purveyor, the stricter of the two shall apply. Operation of the irrigation system outside the normal watering window is allowed for auditing and system maintenance. (3) For implementation of the irrigation schedule, particular attention must be paid to irrigation run times, emission device, flow rate, and current reference evapotranspiration, so that applied water meets the Estimated Total Water Use. Total annual applied water shall be less than or equal to Maximum Applied Water Allowance (MAWA). Actual irrigation schedules shall be regulated by automatic irrigation controllers using current reference evapotranspiration data (e.g., CIMIS) or soil moisture sensor data. (4) Parameters used to set the automatic controller shall be developed and submitted for each of the following: (A) the plant establishment period; (B) the established landscape; and (C) temporarily irrigated areas. (5) Each irrigation schedule shall consider for each station all of the following that apply: (A) irrigation interval (days between irrigation); (B) irrigation run times (hours or minutes per irrigation event to avoid runoff); (C) number of cycle starts required for each irrigation event to avoid runoff; (D) amount of applied water scheduled to be applied on a monthly basis; (E) application rate setting; (F) root depth setting; (G) plant type setting; (H) soil type; (I) slope factor setting; (J) shade factor setting; and (K) irrigation uniformity or efficiency setting. Worst Case Pressure Calculations POC Static Pressure Available = 61 PSI @ POC Annie of PW City Of Arcadia (626) 254 -2700 Maximum System Flow @ Station 2 = 11.00 GPM 1.90 0.73 12.00 3/4" Meter 1-1/2" Backflow Preventer 38' of Mainline 2.50Lateral Line 2.001-1/2" Control Valve 4.78 30.0 TOTAL PSI PSI Required @ Head 25% FITTING: 53.91REQUIRED @ POC: 19.13TOTAL PSI LOSS: 11.00 GPM @ Station 2 IRRIGATION NOTES: This plan is diagrammatic. Piping and valves shown in paved areas are to be installed in planted areas whenever possible. Verify power and water sources with general contractor and in the field. Contractor to Coordinate with electrician for 120 VAC electrical power sources to controller locations by others. Do not install the irrigation system as shown when it is obvious that unforeseen obstructions, grade differences, or differences in area dimensions would require a change in the system's design. Notify the owner immediately upon discovery of such discrepancies. Coordinate pipe and wire sleeve installation with paving contractor. Adjust irrigation heads to provide optimal coverage and reduce overspray onto walls, paving, and fences. Wrap Sewer lines with Bio Barrier Fabric @ joints (5' to either side) within Landscape Areas Recommended @ P O C Ti e i n t o d o m e s t i c s e r v i c e w a t e r l i n e d o w n s t r e a m wa t e r m e t e r . Ve r i f y P , O , C , l o c a t i o n , s t a t i c P S I , m a i n l i n e an d m e t e r s i z e s i n t h e f i e l d . Ma x i m u m f l o w o f 1 1 . 0 0 @ s t a t i o n # 2 THIS PLAN IS DIAGRAMMATIC. THE ACTUAL LOCATION OF IRRIGATION EQUIPMENT INCLUDING BUT NOT LIMITED TO VALVES, MAIN LINES, LATERAL LINES, SHALL BE LOCATED IN PLANTING AREAS WHENEVER POSSIBLE AND WITHIN THE PROPERTY LIMITS. QUANTITIES OF DRIP LINE ROWS MUST BE INSTALLED AS SHOWN ON PLAN. FEWER LINES THAN SHOWN WILL NOT BE APPROVED AND ADDITIONAL LINES WILL BE REQUIRED AT CONTRACTORS EXPENSE. Station Number Control Valve Information Gallons per Minute Valve Type (HV= high volume 4.45-17.60 GPM) (LV= low volume .25-4.40 GPM) Landscape Area RADGPMPSIMANUF.SYMBOL DESCRIPTIONMODEL # (RADIUS-BODY) 30HUNTER 8'0.1730O-T-8-Q-570Z-12P-SI-PRX 90° ARCTORO 12".50MSBN-50H-PROS-06-SI-PRS30 TORO 30 10'1.03O-T-10-360-570Z-12P-SI-PRX 360° ARC TORO 30 8'0.33O-T-8-H-570Z-12P-SI-PRX 180° ARC Precip/ Rate 1.10 1.10 1.10 IRRIGATION LEGEND POP UP STREAM BUBBLER 1/8"=1'-0" LANDSCAPE IRRIGATION PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 TREE/SPRAYS LIP 1 S. 2 N D A V E 1- 1 / 2 " M 1" 2 275 SF 11.00 1" 1 470 SF 4.72 1" 4 280SF 1.86 1" 5 209SF 1.39 1-1/2" 1- 1 / 2 " 1- 1 / 2 " C 1-1/2" 1- 1 / 2 " 1" 6 278SF 1.85 1" 3 1031SF 6.87 3 1-1/2" 1-1/2" 1-1/2" 4 5 2 1 1- 1 / 2 " S. 2 N D A V E 1- 1 / 2 " 1- 1 / 2 " 1- 1 / 2 " 1- 1 / 2 " 3 @ P O C Ti e i n t o d o m e s t i c s e r v i c e w a t e r l i n e d o w n s t r e a m wa t e r m e t e r . Ve r i f y P , O , C , l o c a t i o n , s t a t i c P S I , m a i n l i n e an d m e t e r s i z e s i n t h e f i e l d . Ma x i m u m f l o w o f 1 1 . 0 0 @ s t a t i o n # 2 THIS PLAN IS DIAGRAMMATIC. THE ACTUAL LOCATION OF IRRIGATION EQUIPMENT INCLUDING BUT NOT LIMITED TO VALVES, MAIN LINES, LATERAL LINES, SHALL BE LOCATED IN PLANTING AREAS WHENEVER POSSIBLE AND WITHIN THE PROPERTY LIMITS. QUANTITIES OF DRIP LINE ROWS MUST BE INSTALLED AS SHOWN ON PLAN. FEWER LINES THAN SHOWN WILL NOT BE APPROVED AND ADDITIONAL LINES WILL BE REQUIRED AT CONTRACTORS EXPENSE. MODEL #DESCRIPTIONSYMBOLMANUF. IRRIGATION LEGEND Plastic In-line Electric Remote Control Valve-Sized Noted 1" Reduce Pressure Type Backflow Preventer & Ball Valves - Located in Shrub Area to screen. Paint backflow and pipes green. Place in enclosure per detail. See irrigation detail sheet. -- T-113 IRRIGATION DEDICATED 3/4" Water Meter (E) Febco Nibco Rainbird Toro P220 Series PEB Series 825-Y Line-sized Gate Valve 1" Master Control Valve Wireless Weather Sensor. Install Unobstructed, 10' above finish grade on 2" dia. galvanized pole embedded in 24" dia x 30" deep concrete footing. EVOLUTION FCC-ID-OF7WS9 12 Station wall-mounted Automatic Controller - Coordinate with electrician to provide 100VAC power to controller. EVOLUTION EMOD-12 TORO TORO M C Schedule 40 PVC Pipe Mainline up to 1-1/2" and Class 315 for 2" and larger- Size Noted IRRIGATION PIPE & VALVE LEGEND Saw cut paving to install new lateral or main lines. (Only if needed) Patch to match existing. Techline CV Dripline 12" emitter spacing and 24" Max row spacing, unless shown different on plans. (By Netafim USA, to be buried 4"min - 6"max, dripper flow rate= 0.6, inlet pressure= 35 psi) NOTE: QUANTITIES OF DRIP LINE ROWS MUST BE INSTALLED AS SHOWN ON PLAN. FEWER LINES THAN SHOWN WILL NOT BE APPROVED AND ADDITIONAL LINES WILL BE REQUIRED AT CONTRACTORS EXPENSE. 0 to 8 GPM= 3/4" PVC 8 to 12 GPM= 1" PVC 12 to 22 GPM= 1 1/4" PVC 22 to 30 GPM= 1 1/2" PVC Schedule 40 PVC Pipe for Lateral lines- To be 3/4" & Larger "OR" Drip irrigation supply header (where occurs)- Pipe Sleeve per city standard: Pipe under paving and roadways shall be installed 36" deep, sleeved and identified with marking tape installed 12" from the surface identifying type of line with APWA standard "Caution waterline buried below" in blue. Sleeves shall be Schedule 40 PVC, two times the diameter of the pipe being sleeved. Minimum 2" sleeve size. Sleeves shall extend a minimum 12" into planters. MANUF.SYMBOL DESCRIPTIONMODEL # DRIP IRRIGATION Control Zone Kit - Includes valve, filter and pressure regulator. Netafim TLSOV Rainbird ARV050 Manual Line Flushing Ball Valve in Valve Box 3/4" Air/Vacuum Relief Valve Locate at highest point in system regardless of where shown on plan. Add additional air relief valve if multiple high point exist with a grade difference > 6' XCZ-075-PRF XCZ-100-PRB-COM XCZ-150-PRB-COM Rainbird XCZ-Series Flow range (0.2-5 GPM). Flow range (3-20 GPM). Flow range (15-40 GPM). IRRIGATION SCHEDULING For the efficient use of water, all irrigation schedules shall be developed, managed, and evaluated to utilize the minimum amount of water required to maintain plant health. Irrigation schedules shall meet the following criteria: (1) Irrigation scheduling shall be regulated by automatic irrigation controllers. (2) Overhead irrigation, if applicable shall be scheduled between 8:00 p.m. and 10:00 a.m. unless weather conditions prevent it. If allowable hours of irrigation differ from the local water purveyor, the stricter of the two shall apply. Operation of the irrigation system outside the normal watering window is allowed for auditing and system maintenance. (3) For implementation of the irrigation schedule, particular attention must be paid to irrigation run times, emission device, flow rate, and current reference evapotranspiration, so that applied water meets the Estimated Total Water Use. Total annual applied water shall be less than or equal to Maximum Applied Water Allowance (MAWA). Actual irrigation schedules shall be regulated by automatic irrigation controllers using current reference evapotranspiration data (e.g., CIMIS) or soil moisture sensor data. (4) Parameters used to set the automatic controller shall be developed and submitted for each of the following: (A) the plant establishment period; (B) the established landscape; and (C) temporarily irrigated areas. (5) Each irrigation schedule shall consider for each station all of the following that apply: (A) irrigation interval (days between irrigation); (B) irrigation run times (hours or minutes per irrigation event to avoid runoff); (C) number of cycle starts required for each irrigation event to avoid runoff; (D) amount of applied water scheduled to be applied on a monthly basis; (E) application rate setting; (F) root depth setting; (G) plant type setting; (H) soil type; (I) slope factor setting; (J) shade factor setting; and (K) irrigation uniformity or efficiency setting. Worst Case Pressure Calculations POC Static Pressure Available = 61 PSI @ POC Annie of PW City Of Arcadia (626) 254 -2700 Maximum System Flow @ Station 2 = 11.00 GPM 1.90 0.73 12.00 3/4" Meter 1-1/2" Backflow Preventer 38' of Mainline 2.50Lateral Line 2.001-1/2" Control Valve 4.78 30.0 TOTAL PSI PSI Required @ Head 25% FITTING: 53.91REQUIRED @ POC: 19.13TOTAL PSI LOSS: 11.00 GPM @ Station 2 IRRIGATION NOTES: This plan is diagrammatic. Piping and valves shown in paved areas are to be installed in planted areas whenever possible. Verify power and water sources with general contractor and in the field. Contractor to Coordinate with electrician for 120 VAC electrical power sources to controller locations by others. Do not install the irrigation system as shown when it is obvious that unforeseen obstructions, grade differences, or differences in area dimensions would require a change in the system's design. Notify the owner immediately upon discovery of such discrepancies. Coordinate pipe and wire sleeve installation with paving contractor. Adjust irrigation heads to provide optimal coverage and reduce overspray onto walls, paving, and fences. Wrap Sewer lines with Bio Barrier Fabric @ joints (5' to either side) within Landscape Areas Recommended RADGPMPSIMANUF.SYMBOL DESCRIPTIONMODEL # (RADIUS-BODY) 30HUNTER 8'0.1730O-T-8-Q-570Z-12P-SI-PRX 90° ARCTORO 12".50MSBN-50H-PROS-06-SI-PRS30 TORO 30 10'1.03O-T-10-360-570Z-12P-SI-PRX 360° ARC TORO 30 8'0.33O-T-8-H-570Z-12P-SI-PRX 180° ARC Precip/ Rate 1.10 1.10 1.10 IRRIGATION LEGEND POP UP STREAM BUBBLER Station Number Control Valve Information Gallons per Minute Valve Type (HV= high volume 4.45-17.60 GPM) (LV= low volume .25-4.40 GPM) Landscape Area 1/8"=1'-0" LANDSCAPE IRRIGATION PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 DRIP LIP 2 S. 2 N D A V E LAGERSTROEMIA INDICA ‘MUSKOGEE’ MULTI-TRUNK MUSKOGEE LAVENDER CRAPE MYRTLE TREE PHOENIX RECLINATA MULTI-TRUNK (3) MIN.TRUNKS SENEGAL DATE PALM STRELITZIA NICOLAI GIANT BIRD OF PARADISE CITRUS KUMQUAT 'KUKSHU' "SHRUB FORM" KUKSHU KUMQUAT 224" BOX MED 124" BOX MED 424" BOX MED 415 GAL MED WATER USESIZEQUANTITYSYMBOLBOTANICAL NAME COMMON NAME TREE LEGEND RHAPHIOLEPIS 'MAJESTIC BEAUTY' 'STANDARD TRUNK' INDIAN HAWTHORN 115 GAL MED Double-stake all trees, or guy (multi-trunked trees) per details. Provide weed control per Specifications. Install Jute Netting on all 2:1 or steeper slopes POTTING SOIL MIX Peat (Approximately 40%) Compost (Approximately 20%) Bark Ash (Approximately 5%) Vermiculite (Approximately 35%) CACTUS/SUCCULENT MIX Pumice or Perlite (Approximately 40%) Potting Soil Mix (Approximately 15%) Clean Washed River Sand (Approximately 10%) Loosened Coir (Approximately 35%) Approximate plant quantities are provided in the legend for convenience only. The contractor is responsible to provide the correct quantity of plant material regardless of the quantities indicated in the legend. Install linear root barriers on all trees within five feet of curbs, sidewalks, walls, footings, paving or any hardscape. Provide 3" minimum layer of "Gorilla Hair" or "Forest Floor" medium to heavy grind or approved equal shredded organic mulch shall be applied on all exposed soil surfaces of planting areas except turf areas, creeping or rooting groundcovers, or direct seeding applications where mulch is contraindicated. Any compacted soils in planting areas shall be returned to a "friable" condition prior to the installation of plant materials. Friable condition is defined as an easily crumbled or loosely compacted condition whereby the root structure of newly planted material will be allowed to spread unimpeded. Provide maintenance of the landscaping and irrigation system for a minimum 90 day period from final approval of the installation. Provide agricultural suitability and fertility test in accordance with California AB1881 standards. Copy the results and recommendations from the soil testing lab to the landscape architect immediately for review. Also submit results to Gro-Power, (909) 393-3744 for additional recommendations, and send Gro-Power recommendations to the landscape architect for review and approval Amend topsoil to a depth of 6" as recommended, but no less per 1,000 square feet than as follows: 4 cubic yards nitrolized soil amendment 15 lbs. 6-20-20 commercial fertilizer (Ammonium Phosphate) 15 lbs. agricultural gypsum 10 lbs. Gro Power Plus Soil Conditioner or approved equal and prepare all backfill soil as recommended but no less per cubic yard than as follows: 6-20-20 fertilizer per Specification D.4.h 4/5 cubic yard screened site topsoil 1/5 cubic yard nitrolized soil amendment 2 lbs. iron sulfate 1 lbs. organic gypsum 2 lbs. Gro Power Plus soil conditioner or approved equal PLANTING NOTES Provide a 36" min. diameter x 6" thick layer of mulch around the trunks of all trees planted in turf. Keep mulch 2" clear of trunks. 1"=8'-0" LANDSCAPE PLANTING PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPP 1 TREE S. 2 N D A V E 3 SALVIA 'BEES BLISS'BEES BLISS SAGE RHAMNUS 'EVE CASE'EVE CASE COFFEEBERRRY MUHLENBERGIA 'REGAL MIST'REGAL MIST PINK MUHLY GRASS LAVANDULA 'MEERLO'MEERLO LAVENDER CAREX DIVULSA BERKELEY SEDGE ANIGOZANTHOS 'HARMONY'HARMONY KANGAROO PAW SENECIO SERPENS BLUE CHALKSTICKS AGAVE 'BLUE FLAME'BLUE FLAME AGAVE 75 GAL LOW 225 GAL LOW 215 GAL LOW 675 GAL LOW @ 18" O.C.1 GAL LOW 395 GAL LOW @ 18" O.C.1 GAL LOW 5 GAL LOW WATER USESIZEQUANTITYSYMBOLBOTANICAL NAME COMMON NAME PLANT LEGEND BULBINE FRUTESCENS STALKED BULBINE 791 GAL LOW VINCA MINOR DWARF PERIWINKLE @ 18" O.C.1 GAL MED PARTHENOCISSUS TRICUSPIDATA BOSTON IVY 151 GAL MED LIPPIA NODIFLORA KURAPIA SOD SOD LOW 25 SOD TRACHELOSPERMUM JASMINOIDES STAR JASMINE 15 GAL MED STAKED Double-stake all trees, or guy (multi-trunked trees) per details. Provide weed control per Specifications. Install Jute Netting on all 2:1 or steeper slopes POTTING SOIL MIX Peat (Approximately 40%) Compost (Approximately 20%) Bark Ash (Approximately 5%) Vermiculite (Approximately 35%) CACTUS/SUCCULENT MIX Pumice or Perlite (Approximately 40%) Potting Soil Mix (Approximately 15%) Clean Washed River Sand (Approximately 10%) Loosened Coir (Approximately 35%) Approximate plant quantities are provided in the legend for convenience only. The contractor is responsible to provide the correct quantity of plant material regardless of the quantities indicated in the legend. Install linear root barriers on all trees within five feet of curbs, sidewalks, walls, footings, paving or any hardscape. Provide 3" minimum layer of "Gorilla Hair" or "Forest Floor" medium to heavy grind or approved equal shredded organic mulch shall be applied on all exposed soil surfaces of planting areas except turf areas, creeping or rooting groundcovers, or direct seeding applications where mulch is contraindicated. Any compacted soils in planting areas shall be returned to a "friable" condition prior to the installation of plant materials. Friable condition is defined as an easily crumbled or loosely compacted condition whereby the root structure of newly planted material will be allowed to spread unimpeded. Provide maintenance of the landscaping and irrigation system for a minimum 90 day period from final approval of the installation. Provide agricultural suitability and fertility test in accordance with California AB1881 standards. Copy the results and recommendations from the soil testing lab to the landscape architect immediately for review. Also submit results to Gro-Power, (909) 393-3744 for additional recommendations, and send Gro-Power recommendations to the landscape architect for review and approval Amend topsoil to a depth of 6" as recommended, but no less per 1,000 square feet than as follows: 4 cubic yards nitrolized soil amendment 15 lbs. 6-20-20 commercial fertilizer (Ammonium Phosphate) 15 lbs. agricultural gypsum 10 lbs. Gro Power Plus Soil Conditioner or approved equal and prepare all backfill soil as recommended but no less per cubic yard than as follows: 6-20-20 fertilizer per Specification D.4.h 4/5 cubic yard screened site topsoil 1/5 cubic yard nitrolized soil amendment 2 lbs. iron sulfate 1 lbs. organic gypsum 2 lbs. Gro Power Plus soil conditioner or approved equal PLANTING NOTES Provide a 36" min. diameter x 6" thick layer of mulch around the trunks of all trees planted in turf. Keep mulch 2" clear of trunks. N 1"=8'-0" LANDSCAPE PLANTING PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPP 2 SHRUBS,VINE GROUNDCOVER 12 " M i n . CONTROL VALVE FINISH GRADE NUMBER ON COVER (Scrubber Valve shall be provided with reclaimed water warning tag) (2 required) ELECTRICAL CONNECTOR "SNAP-TITE" P.V.C. MALE ADAPTER COVER. BRANDED "R.C.V." AND STATION PLASTIC VALVE BOX WITH LOCKING CURB, WALK, OR FOUNDATION P.V.C. LATERAL LINE POP-UP SPRAY HEAD P.V.C. SCHEDULE 40 RISER 2 - P.V.C. SCHEDULE 40 ELLS THREADED NIPPLE (T X T) AND P.V.C. SCHEDULE 80 P.V.C. SCHEDULE 40 STREET ELL P.V.C. TEE NIPPLE P.V.C. MAINLINE P.V.C. SCHEDULE 40 FINISH GRADE PVC SCHEDULE 80 RISER PVC SCHEDULE 80 NIPPLE 2" PVC STREET ELL QUICK COUPLER VALVE 3/4" CRUSHED ROCK in shrub area) (Install 2" above grade FINISH GRADE "Q.C." BRANDED ON LID 10" ROUND VALVE BOX (W/ Purple Cap & Non Potable Stamp if Installed on Reclaimed Water Main) 12" x 12" CONCRETE PVC MAINLINE CONTROL WIRE CLEAN BACKFILL PVC SCHEDULE 40 ELL Note: Install 6" from nearest adjacent paved area PLASTIC VALVE BOX WITH GATE VALVE UNION 4" Min. P.V.C. MAIN LINE (W/ Purple Cap & Non Potable Stamp if Installed on Reclaimed Water Main) LOCKING LID BRANDED "G.V." NOTE: SIDEWALK OR CURB FINISH GRADE P.V.C. STREET ELL 2" Min. 8" Min. NOTE: CONTROL WIRE- UNDER PAVEMENT SLEEVE REQUIRED (SEE IRRIGATION PLANS) ONLY FINISH GRADE 18 " M i n . 12 " Mi n . LATERAL LINE 2. Bundle & tape wiring at 10' intervals 3. Tie a loose 20" loop in wiring at change of after all connections have been made. 4. See irrigation specifications for backfill and direction greater than 30°. Untie all loops FINISH GRADE compaction requirements. 1. All plastic piping to be snaked in trenches. (length as required) 2" Min. 24" (with check valve) SWING JOINT P.V.C. SCHEDULE 40 POP-UP ROTOR ELL AND STREET ELL P.V.C. SCHEDULE 80 Nipple MAINLINE OR SLEEVE NATIVE BACKFILL 2" MINUS THRUST BLOCK PVC TEE PEA GRAVEL NATIVE BACKFILL (2" MINUS) HARDSCAPING NOTES: CONTROL WIRE SLEEVE SAND BACKFILL 6" Min. requested by inspector 4- If sleeves are to be used at a later date, contractor shall tape ends and provide a vertical mark at ends of sleeving line, size per specs. line to be sleeved. W/ SLEEVE and commercial traffic ways when instructed by inspector. 3- Sleeves shall be extended beyond hardscape to points as CLEAN BACKFILL SATURATE AND COMPACT TO 90% 1- Install control wire sleeve adjacent to the pressure supply 2- All sleeves to be sch. 40 pvc and to be 2x the diameter of the * Increase this distance to 36" when sleeving under roadways NON PRESSURE LATERAL LINE PRESSURE SUPPLY LINE W/ SLEEVE at ground level. P.V.C. SCHEDULE 80 RISER (two as required) P.V.C. MALE ADAPTERPEA GRAVEL TEE IN LATERALP.V.C. LATERAL * 2 4 " 2" Min. 12" Min. ELL FOR # 14 CONTROL WIRES 3" CONDUIT DIA. & SWEEP NOTE: All wire to be installed as per local code. Provide commercial padlock and two (2) keys to owner. 120 V.A.C. CONDUIT 4" CONCRETE BASE STEEL ENCLOSURE/ VANDAL PROOF STAINLESS CONTROLLER ASSEMBLY CONTROLLER UNIT 120 VOLT ON-OFF SWITCH FINISH GRADE 12 " PVC SCHEDULE 80 RISER PVC SCHEDULE 40 TEE OR ELL PVC LATERAL to buildings and headers. 6" above grade next beds. Install heads interior of planting Install heads 12" above grade in the Note: SHRUB SPRAY NOZZLE AVD IN RISER (as required) FINISH GRADE OR PVC SCHEDULE 40 COUPLING PVC SCHEDULE 80 RISER EXISTING BUILDING OR HEADER 6" 12" TRENCHINGA SLEEVING DETAILB QUICK COUPLING VALVEF GATE VALVEG POP-UP BUBBLERK SHRUB POP-UPL POP-UP ROTORM TURF POP-UPN ELECTRIC REMOTE CONTROL VALVEH D SHRUB SPRAY BUBBLERE PEDISTAL-MOUNT CONTROLLERJ MARLEX ELL FOUNDATION CURB, WALK, OR 24" 12 " M i n . t o F G . FINISH GRADE BETWEEN ELLS SCHEDULE 80 NIPPLE POP-UP SPRAYHEAD P.V.C. SCHEDULE 80 NIPPLE LATERAL LINE TEE P.V.C. SCHEDULE 80 RISER MARLEX ELL PLUG SIDE INLET 1-12" NIPPLE SCHEDULE 40 SWING ELL MARLEX ELL FOUNDATION CURB, WALK, OR 24" 12 " M i n . t o F G . FINISH GRADE BETWEEN ELLS SCHEDULE 80 NIPPLE POP-UPHOUSING P.V.C. SCHEDULE 80 NIPPLE LATERAL LINE TEE P.V.C. SCHEDULE 80 RISER MARLEX ELL PLUG SIDE INLET NIPPLE SCHEDULE 40 SWING ELL 12" Min. LOCATIONS - USING # 14 FINISH GRADE CONTROL WIRE CONTROL VALVE CONDUIT TO 2" Min. MODULE ET 120V. AC. CONDUIT. POWER WIRE IN 30 " M i n . FOR MOUNTING INSTRUCTIONS CONTROLLER-SEE MANUF. MANUAL THAN 100 FT FROM ET MODULE. ET SENSOR MOUNT PER PLAN NO MORE WALL-MOUNT CONTROLLER WITH ET SENSOR (WHEN SPECIFIED IN LEGEND) 24" 3/4" GRAVEL 6-INCH ROUND VALVE BOX: TOP OF MULCH FINISH GRADE AIR RELIEF VALVE KIT: LANDSCAPE DRIPLINE TUBING DRIP LINE ISLAND LAYOUTQ AIR RELIEF VALVE IN VALVE BOXR AR LF AR AR LF LF SUPPLY HEADER Techline TUBING ISLAND PERIMETER Techline TEE Techline ELL DRIP LINE START CONNECTION MALE ADAPTER REMOTE CONTROL VALVE WITH TECHFILTER AND PRV LINE FLUSHING VALVE PLUMBED TO DRIP LINE SEE DETAIL 'P' AIR/VACUUM RELIEF VALVE (PLUMBED TO DRIP LINE AT EACH HIGH POINT) SEE DETAIL 'R' 1-1/2" Install valve box so that the top of cover is 2" above finish grade in groundcover area, 1" in turf area. LINE FLUSHING VALVE PER PLAN PLUMBED TO PVC OR POLY AREA PERIMETER CONNECTION DRIP LINE START EXHAUST HEADER DRIP LINE TEE FITTING SUPPLY HEADER VALVE WITH DISC FILTER AND PRV REMOTE CONTROL O DRIP LINE INSTALLATION DRIP EMITTER DRIP LINE COUPLING PVC DRIP LINE LATERAL MULCH AS SPECIFIED DRIP TUBE LINE FINISHED GRADE 3" MI N 4" M I N - 6 " M A X T DRIP LINE IRREGULAR AREAS: TRIANGULARPMANUAL LINE FLUSHING VALVE SE E SP E C S MANUAL LINE FLUSHING VALVE PLUMBED TO TUBING 3/4" GRAVEL SUMP BRICK SUPPORTS (THREE) VALVE BOX SEE SPECS LINE FLUSHING VALVE #TLSOV FINISH GRADE TECHLINE 17mm TUBING 1" ABOVE FG 30" Max 12" Min. FG MALE ADAPTER BACKFLOW PREVENTER DEVICEC BRASS RISER LINE SIZE "Y" STRAINER (with 100 mesh min. monel screen) PVC MAIN LINE TO SYSTEM 18" MIN. DEPTH BACKFLOW PREVENTER ASSEMBLY VANDAL PROOF LOCKING ENCLOSURE IF REQUIRED BY GOVERNING AGENCY BRASS UNION CONCRETE STABILIZER BRASS ELL FG MAIN LINE FROM METER 1/2" STEEL MESH 8"8" 8"8" 8"8" 8"8" 1/2" STEEL MESH PVC TEE 8"8" 1/2" STEEL MESH 1/2" STEEL MESH 1/2" STEEL MESH 12 " 12 " 12 " 8" 8" S FLOW 3/4" PRVPVC MAINLINE 2" MINIMUM CLEARANCE 12" x 18" LATERAL LINE PVC OR POLY VALVE BOX 3/4" PEA GRAVEL SUMP(1- EA. CORNER) BRICK SUPPORT 1" x 3/4" SCH 40 RED BUSHING TxT LOW-VOLUME CONTROL ZONE ASSEMBLY REMOTE CONTROL VALVE PER IRR. PLAN LOW VOLUME CONTROL SYSTEM WITH 3/4" FILTER AND 3/4" PRESSURE REGULATOR SEE IRRIGATION LEGEND FOR MODEL NUMBER AND DESCRIPTION © Copyright 2003NETAFIM IRRIGATION INC. FILTER (SEE LEGEND ON IRRIGATION PLAN FOR TYPE) 8"8" 1/2" STEEL MESH 12 " CONTAINER IRRIGATION (TYP)I Decorative Container Rain Water Evacuation Tube * Vine/Shrub 12" MAX 3/4" Gravel As needed to provide 4" to 12" clearance between top of tank and bottom of root ball. Soil Media Mixture Sub-irrigation System Install and Maintain per Manufacturer's Specifications Contact: Tournesol (800) 542-2282, www.tournesol.com. Or approved equal Note: All Plants in Pots/Containers Shall Be Manually Irrigated Using Sub-Irrigation System NTS IRRIGATION DETAILS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LID 1 omit D - - - 48" 48" 48" 48" 48" - 60" 60" 72" 72" 60" CBA 4" 4" 6" 6" 8" 12" 16" 18" 6" 12" 12" 6" 18" 32" 27" 22" 18" 24" 26" 36" 2 Gallon 5 Gallon 15 Gallon 7 Gallon 42" 66" 54" 48" 30" Box 24" Box 36" Box 18" Box 7"4"12"1 Gallon 12" 12" 12" 12" 12" 32" 36" 42" 42" 36" 78" 90" 108" 120" 102" 42" Box 48" Box 60" Box 72" Box 54" Box FG MOUNDED BASIN SHALL BE 12" ABOVE ROOTBALL CROWN 1" MIN. LAYER OF SHREDDED NITROGENIZED FIR SHAVINGS ROOTBALL PLANTING PIT B C A A ROOTBALL SIZE 1 GALLON 5 GALLON 15 GALLON A 12" 24" 36" B 7" 12" 18" C 4" 4" 6" ALL SHRUB SPACING SHALL BE TRIANGULAR OR AS SPECIFIED ON PLANS EQ U A L EQ U A L EQUAL ROOTBALL CROWN SHALL BE 2" ABOVE BACKFILL MIXED WITH FERTILIZER (SEE PLANTING SPECIFICATIONS) SEE PLAN FOR SPACING CONTAINER 4" 6" 18" 12"24" MIN 30" MIN 4" PERFORATED SCHEDULE 40 PVC DRAIN PIPE WITH FILTER FABRIC SOCK AND PVC CAP- FOR EVACUATION OF STANDING WATER. SKIN TRUNK CLEANLY UNLESS OTHERWISE NOTED. TRIM AERIAL ROOTS (IF ANY) TO SYMMETRICAL SHAPE SAND UP TO FINISH GRADE (NO MULCH OR TOPSOIL IN THIS AREA) 4" BERM ROOTBALL TWO POP UP BUBBLERS- SEE IRRIGATION PLAN SLOPE BOTTOM OF PIT TOWARDS SUMP 2% MIN WASHED RIVER SAND 34" GRAVEL BR O W N T R U N K H E I G H T ME A S U R E M E N T T O L O W E S T VI A B L E F R O N D P E T I O L E FINISH GRADE4" 6" 18" 12"24" MIN 30" MIN 4" PERFORATED SCHEDULE 40 PVC DRAIN PIPE WITH FILTER FABRIC SOCK WITH GREEN PLASTIC DRAIN GRATE CAP ON TOP . SKIN TRUNK CLEANLY UNLESS OTHERWISE NOTED. TRIM AERIAL ROOTS (IF ANY) TO SYMMETRICAL SHAPE SAND UP TO FINISH GRADE (NO MULCH OR TOPSOIL IN THIS AREA) 4" BERM ROOTBALL TWO POP UP BUBBLERS- SEE IRRIGATION PLAN SLOPE BOTTOM OF PIT TOWARDS SUMP 2% MIN WASHED RIVER SAND 34" GRAVEL FINISH GRADE BACKFILL AREA BACKFILL SETTLEMENT PLANTING PIT LEGENDA TREE PLANTINGB FAN PALMC FEATHER PALMD TYPICAL SHRUB PLANTINGGMULTIPLE TRUNK GUYINGE HEAVY SOIL PLANTINGH ESPALIER AND VINE PLANTINGI SHOVEL-CUT HEADERK REDWOOD HEADERL NTSNTS J LINEAR ROOT BARRIER PLANTINGF 5'-0" MAX OR AS SPECIFIED ON PLAN FINISH GRADE LINEAR ROOT BARRIER LINEAR ROOT BARRIERS SHALL BE INSTALLED ON ALL TREES WITHIN FIVE FEET OF CURBS, SIDEWALKS, WALLS, FOOTINGS, PAVING OR ANY HARDSCAPE. LINEAR POLYETHYLENE ROOT BARRIERNATIVE MATERIAL OR GRAVEL BACKFILL THE ROOT BARRIER MUST BE INSTALLED WITH ROOT GUIDING RIBS FACING TOWARD THE ROOTBALL. NEW OR EXISTING TREE WHERE CONDITIONS PERMIT PLACE LINEAR ROOT BARRIER 4" TO 6" AWAY FROM ANY HARDSCAPE. 2" 4" TO 6" NEW PREPARED SOIL MIX VERTICAL RIBS REQUIRED @8" O.C. MAX. 4" TO 6" ROOT BARRIER NEW OR EXISTING TREE ROOTBALL PREPARED SOIL MIX BACKFILL MATERIAL RAISED RIBS HARDSCAPE HARDSCAPE 5'-0" MAX TYP. 5'-0" MIN. 5'-0" MIN. 5'-0" MIN. 5'-0" MIN. -24" TALL FOR 15 GAL & 24" BOX. -36" TALL FOR 36" BOX OR LARGER OV E R A L L H E I G H T NU R S U R Y T R U N K H E I G H T BASE OF HEART LEAF BOTTOM OF 1ST VIABLE PETIOLE BR O W N T R U N K H E I G H T ME A S U R E M E N T T O L O W E S T VI A B L E F R O N D P E T I O L E OV E R A L L H E I G H T NU R S U R Y T R U N K H E I G H T BASE OF HEART LEAF BOTTOM OF 1ST VIABLE PETIOLE 2" X 4' REDWOOD HEADER 1" X 2" X 12" REDWOOD STAKES AT 48" O.C. MAXIMUM 1 1/4" DRYWALL SCREWS TURF1" PLANTING AREA 2" 1/2" GAP 1" X 2" X 12" REDWOOD STAKES AT 48" O.C. MAXIMUM 1 1/4" DRYWALL SCREWS TURF1" PLANTING AREA 2" 1/2" GAP 2" CONTINUOUS LAMINATED REDWOOD BENDER BOARD TURFPLANTING AREA ACUTE ANGLE 2-1/2" TURF1" 6" PLANTING AREA 2" FINISH GRADE (1" BELOW TOP OF CURB FOR TURF AND 2" BELOW TOP OF CURB FOR PLANTING AREA) 6" NTS CONCRETE MOWSTRIP #4 REBAR CONTINUOUS COMPACTED SUBGRADE 6" CONCRETE MOWSTRIP (SEE PLANT PIT DETAIL FOR TYPICAL PLANTING SPECIFICATIONS.) ESPALIER ATTACHMENT SECTION VINE ATTACHMENT TIE LOCATION SHALL STABILIZE STAKED VINE MATERIAL. REMOVAL PLANT FROM STAKE BEFORE INSTALLATION. * NOTE: DRILL 1/8" PILOT HOLE BEFORE MOUNTING EYE BOLT. WOOD INSTALLATION MASONRY INSTALLATION #725-012 3/8" I.D. ZINC PLATED SCREW EYE AVAILABLE THROUGH KNOX INDUSTRIAL SUPPLIES OR EQUAL GREEN VINYL PLANT TIE LEAD ANCHOR TIE LOCATION SHALL STABILIZE STAKED VINE MATERIAL. REMOVAL PLANT FROM STAKE BEFORE INSTALLATION. MOUNDED BASIN SHALL BE 4" ABOVE ROOTBALL CROWN. 2" (MINIMUM) LAYER OF SHREDDED NITROGENIZED FIR SHAVINGS ROOTBALL CROWN SHALL BE 2" ABOVE BACKFILL SETTLEMENT BACKFILL MIXED WITH FERTILIZER (SEE PLANTING SPECIFICATIONS) ROOTBALL SHALL SIT DIRECTLY UPON UNDISTURBED SOIL PEDESTAL 12" DIAMETER GRAVEL SUMP SHALL BE REQUIRED FOR TREE PLANTING IN HEAVY SOILS. (SEE DETAIL "A" FOR DIMENSIONS.) 2 PIECES OF FILTER FABRIC B C D A, B, C and D refer to Details "B", "G" and "H" below. Container Size TRIANGULAR SPACING SHALL BE APPLIED TO ALL GROUND COVER PLANTING (TYP) ROOTBALL SHALL SIT DIRECTLY UPON UNDISTURBED SOIL PEDESTAL 20 " - 2 4 " MI N EDGE OF PAVEMENT ROOTBALL CROWN SHALL BE 2" ABOVE BACKFILL SETTLEMENT BACKFILL MIXED WITH FERTILIZER (SEE PLANTING SPECIFICATIONS) ROOTBALL SHALL SIT DIRECTLY UPON UNDISTURBED SOIL PEDESTAL DO NOT REMOVE SIDE GROWTH ALONG TRUNK PREVAILING WIND THROUGH STAKES PRUNE TREE HEAD OUT TO REDUCE WEIGHT PER DIRECTION OF THE LANDSCAPE ARCHITECT MOUNT PER MANUFACTURER'S SPECIFICATIONS. CINCH TIES SHALL PROVIDE STABILITY FOR TRUNK AND PREVENT TRUNK AND LOWER BRANCHES FROM RUBBING ON STAKES. STAKES SHALL BE STRAIGHT GRAINED, LODGE POLE PINE, TREATED WITH COPPER NAPHTHANATE, FREE OF KNOTS, CHECKS, SPLITS, DISFIGUREMENTS AND PLACED A MINIMUM OF 4" FROM ROOTBALL IN PLANT PIT. TREE PLANTING IN PAVEMENT- ROOTBALL CROWN SHALL BE 1" ABOVE FINISHED SURFACE. TREE PLANTING IN LAWN ROOTBALL CROWN SHALL BE 1" ABOVE TURF. TURF EDGES SHALL BE 6' AWAY FROM SIDE OF TRUNK. PLANT PIT (SEE DETAILS "A", AND "H" FOR TYPICAL PLANTING SPECIFICATIONS.) 6" 12" MIN 3/4" ARBOR TIE- GREEN POLYPROPYLENE CLOTH STRAP TREE GUY BY DEEP ROOT OR APPROVED EQUAL 2" X 4" X 36" REDWOOD DEADMAN PLACED AT A 45DEG. ANGLE AND BURIED 4" BELOW FINISHED GRADE SEE DETAILS "A", "B", "H" FOR TYPICAL PLANTING SPECIFICATIONS. "CINCH TIE" AS MANUF. BY V.I.T. CO. (OR APPROVED EQUAL). NAIL TO TREE STAKE W/1" GAL. ROOFING NAIL STAKES TREE omit NTS PLANTING DETAILS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPD 1 N/A IRRIGATION SYSTEM SPECIFICATIONS Note: The general and specific conditions of these specifications are an integral part of the landscape construction documents and must be complied with. 1. GENERAL A. SCOPE OF WORK Provide all labor, materials, equipment, and services necessary to furnish and install Irrigation System as shown on the drawings and described herein. B. QUALITY ASSURANCE AND REQUIREMENTS 1. Permits and Fees The Contractor shall obtain and pay for any and all permits and all inspections as required. 2. Manufacturer's Directions Manufacturer's directions and detailed drawings shall be followed in all cases where the manufacturers of materials and articles used in this contract furnish directions covering points not shown in the drawings and specifications. 3. Ordinances and Regulations All local, municipal and state laws, and rules and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these specifications and their provisions shall be carried out by the Contractor. Anything contained in these specifications shall not be construed to conflict with any of the above rules and regulations of the same. However, when these specifications and drawings call for or describe materials, workmanship, or construction of a better quality, higher standard, or larger size than is required by the above rules and regulations, the conditions of these specifications and drawings shall take precedence. 4. Explanation of Drawings Contractor is responsible for all offsets, fittings, sleeves, fixtures, and appurtenant devices etc., which may be required for proper operation and construction of the system. Contractor will carefully investigate the structural and finished conditions affecting all of the work and plan the work accordingly, furnishing such fittings; etc., as may be required to meet such conditions. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation systems, other utilities planting, and architectural features. The contractor shall not willfully install the irrigation system as shown on the drawings when it is obvious in the field that unknown obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engineering. Such obstructions or differences should be brought to the attention of the Owner's authorized representative. In the event this notification is not performed, the Contractor shall assume full responsibility for any revision necessary at no additional cost to the Owner. C. SUBMITTALS 1. Material List Furnish the articles, equipment, materials or processes specified by name in the drawings and specifications. No substitution will be allowed without prior written approval by the Architect. Substitute equipment or materials installed or furnished without prior approval of the architect may be rejected and the Contractor required to remove such materials from the and replace them with approved materials site at his own expense. Approval of any item, alternate or substitute indicates only that the product or products apparently meet the requirements of the drawings and specifications on the basis of the information or samples submitted. 2. Record Drawings a. The contractor shall prepare Record Drawings or As-Built plans showing the final construction field condition irrigation system b. The Record Drawings/ As-Built plans shall be accurate, legible, and to a measurable scale, i.e.; 1"=20', 1/8" =1'-0" or other standard scale. These drawings are to be prepared on mylar or other reproductive material c. On the Record Drawings/ As-Builts the contractor shall dimension from two permanent points of reference points of reference, building corners, sidewalk, or road intersections; etc., the locations of the following items: (1) Connection to existing water lines. (2) Connection to existing electrical power. (3) Gate valves. (4) Routing of sprinkler pressure lines (dimension max. 100' along routing) (5) Sprinkler control valves. (6) Routing of control wiring. (7) Quick coupling valves. (8) Other related equipment as directed by the Architect. d. On or before the date of the final inspection, the Contractor shall deliver the corrected and completed Record Drawings/ As-Builts to the Owner. Delivery of theses drawings will not relieve the Contractor of the responsibility of furnishing required information that may be omitted from the prints. 3. Controller Charts a. Record drawings shall be approved by the Architect before controller charts are prepared. b. Provide one controller chart for each controller supplied. c. The chart shall show the area controlled by the automatic controller and shall be the maximum size which the controller door will allow. d. The chart is to be a reduced drawing of the actual As-Built system. However, in the event the controller sequence is not legible when the drawing is reduced, the information shall be enlarged to a size that will be readable when reduced. e. The circuits shown on the chart shall be color-coded and a different color shall be used to indicate the area of coverage for each controller station. f. When completed and approved, the chart shall be hermetically sealed between two pieces of plastic, each piece being a minimum 10 mils thick. g. These charts shall be completed and approved prior to final inspection of the irrigation system. 4. Operating and Maintenance Manuals Prepare and deliver operation and maintenance manuals as specified in Division 1 and as follows: a. Catalog and parts sheets on every material and all equipment installed under this Contract. b. Guarantee statement. c. Complete operating and maintenance instructions on all major equipment. d. In addition to the above mentioned maintenance manuals, provide the Owner's maintenance personnel with instructions for major equipment and show evidence in writing to the Architect at the conclusion of the project that this service has been rendered. 5. Equipment to be Furnished Supply as a part of this Contract the following tools: a. Two sets of any special tools required for removing, disassembling and adjusting each type of sprinkler and valve supplied on this project. b. Two five-foot valve keys for operation of gate valves. c. Two keys for each automatic controller. d. One quick coupler key and matching hose swivels per four quick coupling valves installed. e. Two sets of operation manuals for automatic controllers and valves. f. Any other equipment deemed necessary by the Manufacturer's instructions to the proper operation of the irrigation system. The above-mentioned equipment shall be turned over to the Owner at the conclusion of the project. Before final inspection can occur, evidence that Owner has received material must be shown to the Architect. D. PRODUCT DELIVERY, STORAGE AND HANDLING Handling of PVC Pipe and Fittings: The Contractor is cautioned to exercise care in handling, loading unloading, and storing PVC pipe and fittings. Do not subject PVC pipe to undue bending or concentrated external load at any point. Any section of pipe that has been dented or damaged will be discarded and, if installed, shall be replaced with new piping. E. GUARANTEE The guarantee for the sprinkler irrigation shall be made in accordance with the form shown below. A copy of the guarantee form shall be included in the operations and maintenance manual. The guarantee form shall be re-typed onto the Contractor's letterhead and contain the following information: GUARANTEE FOR SPRINKLER IRRIGATION SYSTEM We hereby guarantee that the sprinkler irrigation system we have furnished and installed is free from defects in materials and workmanship, and the work has been completed in accordance with the drawings and specifications, ordinary wear and tear and unusual abuse or neglect excepted. We agree to repair or replace and defects in material or workmanship which may develop during the period of one year from date of acceptance and also to repair or replace any damage resulting from the repairing or replacing of such defects at no additional cost to the Owner. We shall make such repairs or replacements within reasonable time, as determined by the Owner, after receipt of written notice. In the event of our failure to make such repairs or replacements within a reasonable time after receipt of written notice from the Owner, we authorize the Owner to proceed to have said repairs or replacements made at our expense and we will pay the costs and charges therefor upon demand. PROJECT:__________________________________ LOCATION:________________________________ SIGNED:___________________________________ Contractor __________________________________ ADDRESS:__________________________________ PHONE:____________________________________ DATE OF ACCEPTANCE:_____________________ II PRODUCTS A. MATERIALS 1. General: Use only new materials of brands and types noted on drawings, specified herein, or approved equals. 2. PVC Pressure Main Line Pipe and Fittings a. Pressure main line piping for all sizes shall be PVC Class 315 for 2" and larger, schedule 40 for 1-1/2" and smaller. b. Pipe shall be made from NSF approved type 1, Grade 1 PVC compound conforming to ASTM resin specification 1785. All pipe shall meet requirements as set forth in Federal Specifications PS-21-70. ( Solvent-weld pipe). c. PVC solvent-weld fittings shall be Schedule 40, 1-2, II-I NSF approved conforming to ASTM test procedure D2466. d. Solvent cement and primer for PVC solvent-weld pipe and fittings shall be of type and installation methods prescribed by the manufacturer. e. All PVC pipe shall bear the following markings: (1) Manufacturer's name. (2) Nominal pipe size. (3) Schedule or Class. (4) Pressure rating in PSI. (5) NSF (National Sanitation Foundation) approval. f. All fittings shall bear the manufacturer's name or trademark material designation, size, applicable I.P.S. schedule and NSF seal of approval. 3. PVC Non-Pressure Lateral Line Piping a. Non-pressure buried lateral line piping shall be PVC schedule 40 with solvent weld joints. b. Pipe shall be made from NSF approved, Type 1 Grade II PVC compound conforming to ASTM resin specification D1784. All pipe shall meet requirements set forth in Federal Specification PS-22-70, with an appropriate standard dimension ratio. c. Except as noted in section II-A2, a & b, all requirements for non-pressure lateral line pipe and fittings shall be the same as for solvent-weld pressure main line pipe and fittings as set forth in section II-A-2 of these specifications. 4. UVR I PVC Pipe on Grade a. All pipe on grade shall be schedule 40 UVR/ PVC pipe. b. All pipe and fittings shall bear a permanent identifiable label of "Brownline UVR/ PVC. The piping and installation shall be in accordance with the requirements of the latest edition of the International Association of Plumbing and Mechanical Officials (IAPMO) Standard 1S-8. c. All lateral piping shall be installed on the surface and anchored at 10' O.C. by a #3 rebar with a "J" hooked radius driven 24" into solid ground. d. Horizontal piping stakes shall be within 12" of the sprinkler riser. e. Each pipe riser serving a sprinkler head shall be anchored by a riser stabilizer assembly constructed of a #4 rebar driven 24" into solid ground and fastened to the riser by two (2) galvanized or stainless steel bands. f. All risers and fittings used on UVR IPVC pipe shall be IFS schedule 40 or 80 as manufactured by " Brownline Pipe C.o.". 5. Brass Pipe and Fittings a. Where indicated on the drawings, use red brass screwed pipe conforming to Federal Specification #WW-P-351. b. Fittings shall be red brass conforming to Federal Specification #WW-P-460. 6. Gate Valves a. Gate valves 3" and smaller shall be 125 lb. SWP bronze gate valve with screw-in bonnet, non-rising stem and solid wedge disc. b. Gate valves 3" smaller shall be threaded ends and shall be equipped with a bronze handwheel. c. Gate valve 3" and smaller shall be similar to those manufactures by Nibco or approved equal. d. All gate valves shall be installed per installation detail. 7. Quick Coupling Valves a. Quick coupling valves shall have a brass two-piece body designed for working pressure of 150 P.S.I. 8. Backflow Prevention Units a. Backflow prevention units shall be of size and type indicated on the irrigation drawings. Install backflow prevention units in accordance with irrigation constructions details, and local prevailing codes. b. Wye Strainers at backflow prevention units shall have a bronzed screwed body with 60 mesh model screen and shall be Watts #777 or approved equal. 9. Check Valves Anti-drain valves shall be of heavy-duty virgin PVC construction with F.I.P. thread inlet and outlet. Internal parts shall be stainless steel and neoprene. Anti-drain valves shall be field adjustable again draw out from 5 to 40 feet of head. The anti-drain valve shall be similar to the Valcon ADV or approved equal. IRRIGATION SPECIFICATIONS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LIS 1 10. Control Wiring a. Connections between the automatic controllers and the electric control valves shall be made with direct burial copper wire AWG-U.F. 600 volt. Pilot wires shall be a different color wire from each automatic controller. Common wires shall be white with a different color stripe for each automatic controller. Install in accordance with valve manufacturer's specifications and wire chart. In no case shall wire size be less than #14. b. Wiring shall occupy the same trench and shall be installed along the same route as pressure supply or lateral lines wherever possible. c. Where more than one (1) wire is placed in a trench, wiring shall be taped together at intervals of ten (10) feet. d. An expansion curl shall be provided within three (3) feet of each wire connection. Expansion curl shall be of sufficient length so that in case of repair, the valve bonnet may be brought to the surface without disconnection of the control wires. Control wires shall be laid loosely in trench without stress or stretching of control wire conductors. e. All splices shall be made with Scotch-Lok #3576 Connector Sealing Packs, Rainbird snap-rite connector, or approved equal. Use one splice per connector sealing pack. 11. Automatic Controllers a. Automatic controllers and climate sensors and flow sensors shall be of size and type shown on the Plans. b. Final location of automatic controllers shall be approved by the Owner's authorized representative. c. Unless otherwise noted on the plans, the 120 volt electrical power to the automatic controller location to be furnished by others. The coordination with Electrical Contractor and final electrical hook-up shall be the responsibility of the irrigation contractor. d. The contractor is responsible for properly programming the controller inconjunction with specified sensors. Coordinate with the manufacturer for any needed assistance. 12. Electric Control Valves a. All electric control valves shall have a manual flow adjustment. b. Provide and install one control valve box for each electric control valve. 13. Control Valve Boxes a. Use 9 by 24 inch round box for all gate valves, Brooks #9 or approved equal. b. Use 9-1/2 by 16 by 1 I-inch rectangular box for all electrical control valves, Carson Industries 1419-12B or approved equal. 14. Sprinkler Heads a. All sprinkler heads shall be of the same size, type, and deliver the same rate of precipitation with the diameter (or radius) of throw, pressure, and discharge as shown on the plans and/or specified on these special provisions. b. Spray heads shall have a screw adjustment. c. Riser units shall be fabricated in accordance with the details. d. Riser nipples for all sprinkler heads shall be the same size as the riser opening in the sprinkler head. III. EXECUTION A. INSPECTION 1. Site Conditions a. All scaled dimensions are approximate. The contractor shall check and verify all size dimensions and receive Architect's approval prior to proceeding with work under this Section. b. Exercise extreme care in excavating and working near utilities. Contractor shall be responsible for damages to utilities which are caused by his operation or neglect. Check existing utilities drawings for existing utility locations. c. Coordinate installation of sprinkler irrigation materials, including pipe, so there shall be no interference with utilities or other construction or difficulty in planting trees, shrubs, or groundcovers. B. PREPARATION 1. Physical Layout a. Prior to installation, the Contractor shall stake out all pressure supply lines, routing and location of sprinkler heads. b. All layout shall be approved by Architect prior to trenching. 2. Water Supply a. Sprinkler irrigation system shall be connected to water supply points of connections as indicated on the drawings. 3. Electrical Supply a. Electrical connections for automatic controller shall be made to electrical points of connections as indicated on the drawings. b. Contractor is responsible for minor changes caused by actual site conditions. C. INSTALLATION 1. Trenching a. Dig trenches straight and support pipe continuously on sand or native bedding at bottom of trench. Remove all stones or sharp objects from trench . Lay pipe to an even grade. Trenching excavation shall follow layout indicated on drawings and as noted. b. Provide for a minimum of eighteen (18") inches cover for all pressure supply lines. c. Provide for a minimum cover of (12") inches for all non-pressure lines. d. Provide for minimum cover of eighteen (18") inches for all control wiring. 2. Backfilling a. The trenches shall not be backfilled until all required tests are performed. Trenches shall be carefully backfilled with the excavated material approved by the Soils Engineer for backfilling consisting of earth, loam, sandy clay, sand, or other approved materials, free from large clods of earth or stones. Backfill shall be compacted in landscape areas to a dry density equal to adjacent undisturbed soil in planting areas. Backfill will conform to adjacent grades without dips, sunken, areas, humps or other surface irregularities. b. No foreign matter larger than one-half (1/2) inch in size will be permitted in the initial backfill. c. Flooding of trenches will be permitted only with the approval of the Soils Engineer and Architect. d. If settlement occurs and subsequent adjustments in pipe, valves sprinkler heads, lawn or planting, or other construction are necessary, the Contractor shall make all required adjustments without cost to the Owner. 3. Trenching and Backfill Under Paying a. Trenches located under areas of paving, asphaltic concrete shall be backfilled with sand ( a layer six inches below the pipe and three inches above the pipe) and compacted in layers to 90% left flush with the adjoining grade. The sprinkler irrigation Contractor shall set in place, cap and pressure test all piping under paving prior to the paving work. b. Generally, piping under existing walks is done by jacking, boring or hydraulic driving, but where any cutting or breaking of sidewalks and or concrete is necessary, it shall be done and replaced by the Contractor as part of the Contract cost. Permission to cut or break sidewalks and or concrete shall be obtained from the Property Owner. c. Provide for a minimum cover of twenty-four inches between the top of the pipe and the bottom of the aggregate base for all pressure and non-pressure piping installed under asphaltic concrete paving. 4. Assemblies a. Routing of sprinkler irrigation lines as indicate on the drawing is diagrammatic. Install lines and various assemblies to confirm with the details shown on drawings. b. Install no multiple assemblies on plastic lines. Provide each assembly with its own outlet. c. Install all assemblies specified herein in accordance with respective detail. In absence of detail drawings or specifications pertaining to specific items required to complete work, perform, such work in accordance with best standard practice with prior approval of Architect. d. PVC pipe and fittings shall be thoroughly cleaned of dirt, dust, and moisture before installation. Installation and solvent-welding methods shall be as recommended by the pipe and fittings manufacture. e. On PVC to metal connections, the Contractor shall work the metal connections first. Teflon tape or approved equal shall be used on all threaded PVC to PVC, and on all threaded PVC to metal joints. Light wrench pressure is all that is required. Where threaded PVC connections are required use threaded PVC adapters into which the pipe may be welded. 5. Line Clearance a. All lines shall have a minimum clearance of six inches from each other. Parallel lines shall not be installed directly over one another. No other trades are allowed in same trench with irrigation pipe 6. Automatic Controller a. Install controller in a vandal-proof enclosure. b. Install as per manufacturer's instructions. Remote control valves shall be connected to controller in numerical sequences shown on the drawing. c. Automatic controllers shall be of size and type shown on the plans. d. Final location of automatic controllers shall be approved by the Owner's authorized representative. e. Unless otherwise noted on the plans, the 120 volt electrical power to the automatic controller location to be furnished by others. The final electrical hook-up shall be the responsibility of the irrigation contractor. f. Remote Control Valves Install where shown on drawings and details. When grouped together, allow at least twelve inches between valves. Install each remote control valve in a separate valve box. 7. Flushing of System a. After all new sprinkler pipe lines and risers are in place and connected, all necessary diversion work has been completed and prior to installation of sprinkler heads the control valves shall be opened and a full head of water used to flush out the system. b. Sprinkler heads shall be installed only after flushing of the system has been accomplished to the complete satisfaction of the Architect 8. Sprinkler Heads a. Install the sprinkler heads as designated on the drawings. Sprinkler heads to be installed in this work shall be equivalent in all respects to those itemized. b. Spacing of heads shall not exceed the maximum indicated on the drawings. In no case shall the spacing exceed the maximum recommended by the manufacturer. D. TEMPORARY REPAIRS a. The Owner reserves the right to make temporary repairs as necessary to keep the sprinkler system equipment in operating condition. The exercise of this right by the builder-Developer shall not relieve the Contractor of his responsibilities under the terms of the guarantee as herein specified. E. FIELD QUALITY CONTROL 1. Adjustment of the System a. The Contractor shall flush and adjust heads for optimum performance and to prevent overspray onto walks, roadways, walls fences, windows, and buildings as much as possible. b. If it is determined that adjustments in the irrigation equipment will provide proper and more adequate coverage, the Contractor shall make such adjustments prior to planting. Adjustments may also include changes in nozzle sizes and degrees of are as required. c. Lowering raised sprinkler heads by the Contractor shall be accomplished within ten days after notification by Owner. d. All sprinkler heads shall be set perpendicular to finished grades unless otherwise designated on the plans. 2. Testing of Irrigation System a. The Contractor shall request the presence of the Architect in writing at least 48 hours in advance of testing. b. Test all pressure lines under hydrostatic pressure of 150 pounds per square inch and prove watertight. NOTE: Testing of pressure main lines shall occur prior to installation of electric control valves. c. All piping under paved areas shall be tested under hydrostatic pressure of 150 pounds per square inch and proved watertight prior to paving. d. Sustain pressure in mainlines for not less than 4 hours. If leaks develop, replace joints and repeat test until entire system is proven water-tight. e. All hydrostatic tests shall be made only in the presence of the Architect and City Landscape Inspector or other duly authorized representative of the Owner. No pipe shall be backfilled until it has been inspected, tested and approved in writing and shall be re-tested after backfill operations are complete. f. Furnished necessary force pump and all other test equipment. g. When the sprinkler irrigation system is completed, perform a coverage test in the presence of the Architect to determine if the water coverage for planting areas is complete and adequate. furnish all materials and perform all work required to correct any inadequacies of coverage due to deviations from plans or where the system has been willfully installed as indicated on the drawings when it is obviously inadequate without bringing this to the attention of the Architect. This test shall be accomplished before any groundcover is planted. h. Upon completion of each phase of work, the entire system shall be tested and adjusted to meet site requirements. F. MAINTENANCE 1. The entire sprinkler irrigation system shall be under full automatic operation for a period of seven days prior to any planting. 2. The Architect reserves the right to waive or shorten the operation period. G. CLEAN-UP Clean-Up shall be made as each portion of work progresses. Refuse and excess dirt shall be removed from the site, all walks and paving shall be broomed or washed down, and any damage sustained to the site or the work of others shall be repaired to its original condition. H. FINAL OBSERVATION PRIOR TO ACCEPTANCE 1. The Contractor shall operate each system in its entirety for the Architect at time of final observation. Any items deemed not acceptable by the Observer shall be reworked to the complete satisfaction of the Architect. 2. The Contractor shall show evidence to the Architect that the Owner has received all accessories, charts, record drawings, and equipment as required before final observation can occur. I. OBSERVATION SCHEDULE 1. Contractor shall be responsible for notifying the Architect in Advance for the following observations according to the time indicated: a. Pre-Job Conference - 7 days b. Pressure supply line installation and testing - 4 days c. Automatic Controller installation - 4 days d. Control wire installation - 4 days e. Lateral line and sprinkler installation - 4 days f. Coverage test - 4 days g. Final observation - 7 days 2. When inspections have been conducted by other than the Architect, show evidence of when and by whom these inspections were made. 3. No observation shall commence without As-Built drawings. In the event the Contractor calls for an observation without As-Built drawings, without completing previously noted corrections, or without preparing the system for observations, he shall be responsible for reimbursing the Architect at the hourly rate in effect at the time the observation, portal to portal plus transportation cost. Subsequent inspections will not be performed until this charge is paid. N/A IRRIGATION SPECIFICATIONS IRRIGATION SPECIFICATIONS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LIS 2 N/A LANDSCAPE PLANTING SPECIFICATIONS Note: The general and specific conditions of these specifications are an integral part of the landscape construction documents and must be complied with. 1. GENERAL A. SCOPE OF WORK Furnish all labor, materials, equipment, and services necessary to provide all landscape planting as shown on the drawings and specified. B. QUALITY ASSURANCE 1. Source Quality Control a. Submit documentation that all plant material has been ordered to least five days prior to start of work under this Section. Arrange procedure for inspection of plant material with Architect at time of submission. b. Plants shall be subject to inspection and approval of Architect at place of growth upon delivery for conformity to specifications. Such approval shall not impair the right of inspection and rejection during progress of the work. Submit written request for inspection of plant material of plants to be inspected at this time if, in his judgment, a sufficient quantity of plants is not available for inspection. c. The Landscape Architect and Owner have contractually agreed to notify the Landscape Contractor that he will be responsible for financial reimbursement to the Landscape Architect for Additional and unanticipated time and materials required to organize, re-design, re-inspect or to do whatever is required to guide a substandard installation or one which is not within substantial conformance to the Plans and Specifications back to an acceptable installation. Said reimbursement will in the form of a charge to the Contractor from the Owner. C. SUBMITTALS Certificate of Inspection of plant material by State or Federal Authority D. PRODUCT DELIVERY, STORAGE AND HANDLING 1. Delivery a. Deliver fertilizer to site in original, unopened containers bearing manufacturer's guaranteed chemical analysis, name, trademark and conformance to State Law. b. Deliver plants with legible identification labels. 1. Label trees, evergreens, bundles of containers of like shrubs or groundcover plants. 2. State correct plant name and size indicated on plant list. 3. Use durable, waterproof labels with water-resistant ink which will remain legible for at least 60 days. c. Protect material during delivery to prevent damage to rootball or desiccation of leaves d. The contractor shall notify the Landscape inspector four days in advance delivery of all plant materials and shall submit an itemized list of plants in each delivery. 2. Pruning At no time shall the tree or plant materials be pruned, trimmed or topped prior to delivery, and alteration of their shape shall be conducted only with the approval of the Landscape Architect. 3. Right of Inspection The Landscape Architect reserves the right to approve or reject at any time upon delivery or during the work any or all plant material regarding size, variety or condition. 4. Soils Test Two copies of soils tests performed by an approved agronomic soils testing laboratory shall be submitted with plans . All soil samples shall be taken in the field by a qualified soils technician and submitted with plans to testing labs unless prior approval for alternative procedures is given by the City Engineer Tests shall include a fertility and suitability analysis with written recommendations. Contractor shall comply with recommendations given for soil amendments, plant material selections and irrigation equipment. 5. Storage a. Store plant material in shade and protect from weather. b. Maintain and protect plant material not to be planted within four hours. 6. Handling a. Do not drop plant material b. Do not pick up container plant material by stems or trunks E. JOB CONDITIONS 1. Planting Perform actual planting only when weather and soil conditions are suitable in accordance with locally accepted practice. 2. Scheduling Install trees, shrubs and liner stock plant material before hydraulic seeded lawn areas are installed. F. SAMPLES AND TESTS 1. The Landscape Architect reserves the right to take and analyze samples of materials for conformity to specifications at any time. Contractor shall furnish samples upon request by Landscape Architect. Rejected materials shall be immediately removed from the site and premises at Contractor's expense. Cost of testing of materials not meeting specifications shall be paid by Contractor. 2. Agricultural Suitability of the soil shall be determined by a credentialed soil science laboratory. The Laboratory shall prepare a written report on the soil testing which shall include a detailed description of test results along with recommendations for backfill and surface soil amendments. The contractor shall be responsible for the testing and for following the recommendations of the agronomic soils report. 3. Agricultural suitability analysis of soil. a. Must include pH measurement in the Saturation Extract, Electrical Conductivity of the saturation extract and Sodium Adsorption Ratio of the saturation extract. The approved procedures are the following: pH Method 21 Saturation Extract Method 2 Sodium Adsorption Ratio Method 20b b.. Gradation limits - soil shall be a sandy loam, loam, or clay loam. The definition of soil texture shall be the USDA classification scheme. Gravel over ¼-inch in diameter shall be less than 20% by weight. c. Permeability Rate - Hydraulic conductivity rate shall be not less than one inch per hour nor more than 20 inches per hour when tested in accordance with the USDA Handbook Number 60, method 34b or other approved methods. d. Fertility - The range of the essential elemental concentration in soil shall be as follows: Ammonium Bicarbonate/DTPA Extraction parts per million (mg/kilogram) dry weight basis phosphorus 2 - 40 potassium 40 - 220 iron 2 - 35 manganese 0.3 - 6 zinc 0.6 - 8 copper 0.1 - 5 boron 0.2 - 1 magnesium 50 - 150 sodium 0 - 100 sulfur 25 - 500 molybdenum 0.1 - 2 Soil may need to be amended and conditioned to optimize plant growth. The above listed fertility is for soil selection. Concentration of nutrients for final acceptance Ammonium Bicarbonate/DTPA Extraction parts per million (mg/kilogram dry weight basis phosphorus 10 - 40 potassium 100 - 220 iron 24- 35 manganese 0.6 - 6 zinc 1 - 8 copper 0.3 - 5 boron 0.2 - 1 magnesium 50 - 150 sodium 0 - 100 sulfur 25 - 500 molybdenum 0.1 - 2 e. Acidity - The soil pH range measured in the saturation extract (Method 21a, USDA Handbook Number 60) shall be 6.0 - 7.9. f. Salinity - The salinity range measured in the saturation extract (Method 3a, USDA Handbook Number 60) shall be 0.5 - 2.5 dS/m. g. Chloride - The maximum concentration of soluble chloride in the saturation extract (Method 3a, USDA Handbook Number 60) shall be 150 mg/l (parts per million). h. Boron - The maximum concentration of soluble boron in the saturation extract (Method 3a, USDA Handbook Number 60) shall be 1 mg/l (parts per million). i. Sodium Adsorption Ratio (SAR) - The maximum SAR shall be 3 measured per Method 20b, USDA Handbook Number 60. j. Aluminum - Available aluminum measured with the Ammonium Bicarbonate/DTPA Extraction shall be less than 3 parts per million. k. Soil Organic Matter Content - Sufficient soil organic matter shall be present to impart good physical soil properties but not be excessive to cause toxicity or cause excessive reduction in the volume of soil due to decomposition of organic matter. The desirable range is 3% to 5%. The carbon:nitrogen ratio should be about 10. A high carbon:nitrogen ratio can indicate the presence of hydrocarbons or non-humified organic matter. l. Calcium Carbonate Content - Free calcium carbonate (limestone) shall not be present for acid-loving plants. m. Heavy Metals - The maximum permissible elemental concentration in the soil shall not exceed the following concentrations: Ammonium Bicarbonate/DTPA Extraction parts per million (mg/kilogram) dry weight basis arsenic 1 cadmium 1 chromium 10 cobalt 2 lead 30 mercury 1 nickel 5 selenium 3 silver 0.5 vanadium 3 (1) If the soil pH is between 6 and 7, the maximum permissible elemental concentration shall be reduced 50%. If the soil pH is less than 6.0, the maximum permissible elemental concentration shall be reduced 75%. No more than three metals shall be present at 50% or more of the above values. (2) Phytotoxic constituent, herbicides, hydrocarbons etc. - Germination and growth of monocots and dicots shall not be restricted more than 10% compared to the reference soil. Total petroleum hydrocarbons shall not exceed 50 mg/kg dry soil measured per the modified EPA Method No. 8015. Total aromatic volatile organic hydrocarbons (benzene, toluene, xylene and ethylbenzene) shall not exceed 0.5 mg/kg dry soil measured per EPA Methods No. 8020. 2. Soil Conditioners and Fertilizers a. Soil conditioner with fertilizer included shall consist of organic materials comprised of decomposed animal and vegetable matter and composted to support bacterial cultures. Soil conditions shall be "Grow-Power Plus" or approved equal, and shall conform to the following analysis. (1) Particle Size: 63 1/2 % through 100 Screen pH: 4.5 to 4.7 (2) Organic Content: Humus--50%; Humic Acids-15 (Note: Poultry, animal or human waste is not acceptable. See the definition of Humus in Western Fertilizer Handbook, Fifth Edition.) (3) Chemical Analysis: - Ammonic Nitrogen 1.00% (derived from ammonium phosphate) - Organic Nitrogen 4.00 % (derived from compost, meat meal and urea) - Total Nitrogen 5.00% - Available phosphoric Acid 3.00% (derived from compost, meat meal and diammonium phosphate) -Soluble Potash 1.00% (derived from compost and muriate of Potash) -Iron 1.00% (derived from iron sulfate) - Zinc 0.05% (derived from zinc sulfate) - Manganese 0.05% (derived from manganese sulfate) (4) Soil Penetrant: Alkyl Naphthalene -Sodium Sulfonate 2.00% (5) Materials shall be mixed thoroughly and bagged in 50 or 80 lb. bags. b. Organic Soil Amendments shall be derived from Redwood, Fir or Cedar wood bark, granular in nature, stabilized with nitrogen and having the following properties. (1) Particle Size: minimum 955 passing 4 mesh screen (6.35 MM standard sieve); minimum 80% passing 8 mesh screen (2.33 MM standard sieve) (2) Nitrogen Content: 0.5% based on dry weight for redwood sawdust; 0.7% based on dry weight for fir sawdust; 1.0% based on dry weight for fir or pine. (3) Salinity: Saturation extract conductivity shall not exceed 3.5 millimhos/ centimeter at 25 degrees centigrade. (4) Organic Content: Minimum 90% weight c. Minerals (1) Soil Sulfur (S): as required from soil report (2) Ferrous Sulfate: as metallic 20% as required from soil report (3) Agricultural Gypsum (CaSO42HpO): as required from soil report (4) Lime (CaO): as required from soil report d. Redwood Shavings shall be leeched e. Pre-Plant Commercial Fertilizer shall be nitrogen-fortified and have uniform in composition, free- flowing suitable for application with approved equipment and delivered to the project site in unopened, original container or package, each bearing the manufacturer's statement of guaranteed analysis and shall contain the minimum available percentage by weight of plant food as specified in the approved agronomic soils report. f. Planting Tablets (1) slow-release type, containing the following percentages of nutrients by weight: 20% nitrogen; 10% phosphoric acid; 5% potash (2) 21 gram tablets as manufactured by Agriform or approved equal, applied per manufacturer's instructions (3) Subsurface Root Barrier- Root barrier incorporated into street tree planting for the purpose of long-term root control shall be prefabricated, manufactured of high impact, polyethylene as manufactured by Deep Root Corporation or approved equal Methods of the United States Salinity Laboratory as published in the Agricultural Handbook Number 60 entitled "Diagnosis and Improvement of Saline and Alkali Soils". b. The following nutrients and elements must be determined with an American Society of Agronomy or Soil Science Society of America approved extraction method. Interpretation data must be given citing concentrations which are considered to be low, medium and high: boron, calcium, copper, iron, magnesium, manganese, molybdenum, phosphorus, potassium, sodium, sulfur, and zinc (1) The approved methods are those cited by the Council on Soil Testing and Plant Analysis and those methods currently published by Soil Science Society of America manuals, Communications in Soil Science and Plant Analysis, Soil Science and Soil Science Society of America Journal. Approved methods for phosphorus are Bray Pl, Bray P2, Olsen P, DTPA, ammonium acetate, and ammonium bicarbonate-DTPA. Approved methods for boron are hot water extract and ammonium bicarbonate-DTPA extract. c. The saturation extract must be analyzed for calcium, magnesium, sodium, boron, chloride, phosphorus, nitrate and sulfate. d. The following trace metals must be measured by the DTPA extract: aluminum, arsenic, cadmium, chromium, cobalt, lead, lithium, nickel, selenium, silver, strontium, tin and vanadium. e. The presence of calcium carbonate and/or magnesium carbonate must be determined. f. Soil Texture (gravel, sand, silt and clay) must be determined. Determine organic matter content by the measurement of organic carbon. The quality of the organic matter shall be determined by measuring organic carbon and total nitrogen. g. Interpretation of nutritional deficiencies or excesses and potential toxicities must be given. h. Determine the following by methods approved by the American Society of Agronomy as published in the Methods of Soil Analysis, methods of the United States Salinity Laboratory as published in the Agricultural Handbook Number 60 entitled "Diagnosis and Improvement of Saline and Alkali Soils, " and bulk density of clods by the method published in Soil Science, vol 155, 325-330 (1993): Exchangeable Ammonium cation Base Saturation Cation Exchange Capacity Water Infiltration Rate - Method 34b of Agricultural Handbook Number 60 i. If required for more complete soil characterization, determine the following by methods approved by the American Society of Agronomy as published in the Methods of Soil Analysis, methods of the United States Salinity Laboratory as published in the Agricultural Handbook Number 60 entitled "Diagnosis and Improvement of Saline and Alkali Soils, " and bulk density of clods by the method published in Soil Science, vol 155, 325-330 (1993): Carbonates Measurement Soil Bulk Density (Compaction) 3. Elemental determinations to made according to methods approved by the EPA or by the American Society of Agronomy a. Optional - Growth Test for Toxic Constituents and/or Poor Physical Properties 1. Grow a dicot plant species and a monocot species with and without activated charcoal. Measure yield and percent of germination for all treatments. Report conclusions and findings. G. GUARANTEE AND REPLACEMENTS 1. Guarantee All plant material installed under the Contract shall be guaranteed against any and all poor, inadequate or inferior materials and/or workmanship for a period of one year (trees) or 6 months (shrubs) after date of acceptance by Owner. Any plant found to be dead or in poor condition due to faulty materials or workmanship, as determined by the Landscape Architect, shall be replaced by the Contractor at his expense. 2. Replacement Any materials found to be dead, missing or in poor ion during the establishment period shall be replaced immediately. The Landscape Architect, or his/her consultants, shall be the sole judge as to the condition of material. Material to be replaced within the guarantee period shall be replaced by the contractor within 15 days of written notification by the Owner. II. PRODUCT A. GENERAL The following organic soil amendments and fertilizer are to be used for bid price basis only. Specific amendments and fertilizer specifications will be made after grading operations are complete and soil samples are tested by Owner. All materials shall be of standard, approved and first-grade quality and shall be in prime condition when installed and accepted. Any commercially processed or packaged material shall be delivered to the site in the original, unopened container bearing the manufacturer's guaranteed analysis. Contractor shall supply Landscape Architect with a sample of all supplied materials accompanied by analytical data from an approved laboratory source illustrating compliance or bearing the manufacturer's guaranteed analysis. B. SPECIFIC 1. Suitable Import, Borrow Topsoil or Reclaimed soil a. General - Topsoil shall be free of roots, clods, stones larger than 1-inch in the greatest dimension, pockets of coarse sand, noxious weeds, sticks, lumber, brush and other litter. It shall not be infested with nematodes or other undesirable disease-causing organisms such as insects and plant pathogens. (1) Topsoil shall be friable and have sufficient structure in order to give good health and aeration to the soil. PLANTING SPECIFICATIONS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPS 1 N/A 4. Plant Material a. Plants shall be in accordance with the California State Department of Agriculture's regulation for nursery inspections, rules and ratings. All plants shall have a normal habit of growth and shall be sound, healthy, vigorous and free of insect infestations, plant diseases, sunscalds, fresh abrasions of the bark excessive abrasions or other objectionable disfigurements. Tree trunks shall be sturdy and well "hardened" off. All plants shall have normally well developed branch systems and vigorous and fiberous root systems which are not root or pot-bound. In the event of disagreement as to condition of root system, the root conditions of the plants furnished by the Contractor in containers will be determined by removal of earth from the roots of not less than two plants, or more than two percent of the total number of plants of species or variety. Where container-grown plants are from several sources, the roots of not less than two plants be inspected. In case the sample plants inspected are found to be defective, the Landscape Architect is the sole judge as to acceptability. Any plants rendered unsuitable for planting because of this inspection will be considered as samples and will be provided at the expense of the Contractor. b. The size of the plants will correspond with that normally expected for species and variety of commercially available nursery stock or as specified in the Special Conditions, drawings or details. The minimum acceptable size of all plants, measured before pruning with the branches in normal position, shall conform with the measurements, if any, specified on the drawings in the list of plants to be furnished. Plants larger in size than specified may be used with the approval of the Landscape Architect. If the use of larger plant is approved, the ball of earth or spread of roots for each plant will be increased proportionately. c. All Plants not to the requirements herein specified shall be considered defective and such plants, whether in place or not, shall be removed from the site of work and replaced with new plants at the Contractor's expense. The plants shall be of the species, variety, size and condition specified herein or as shown on the drawings. Under no conditions will there by any substitution of plants, except with the expressed consent of the Landscape Architect and City Landscape Inspector. d. At no time shall trees or plant material be pruned, trimmed or topped prior to delivery, and any alteration of their shape shall be conducted only with the approval and when in the presence of the Landscape Architect and as noted on the Planting Specifications e. Plant material shall be true to botanical and common name and variety as specified in "A Checklist of Woody Ornamental Plants in California," Manual 32 published by the University of California School of Agriculture (1963). 5. Nursery-Grown and Collected Stock a. Grown under climatic conditions similar to those in locality of project. b. Container-grown stock in vigorous, healthy condition; no root bound plant or plants with root system hardened off c. Substitute plant material will not be permitted unless specifically approved in writing by the Architect. 6. Tree Staking Material a. Stakes for Tree Support (1) Full length, lodge pole, pine stakes, treated with copper naphthanate (2) Minimum nominal size: 2" in diameter x 12' long and pointed at one end (adjusted length to fit tree) b. Hose and Wire Ties (1) Galvanized wire with cinch tie; Wire shall be zinc-coated iron, 10-gauge minimum and solid core. (2) All guys are to be flagged. Ninety percent wire length is to be covered. White PVC 1/4 inch diameter tube covering shall be used. 7. Bark Chips Bark chips shall be regular, ground, redwood or fir bark, consisting of 1/2" to 3/4" (acorn size) chips. Prior to delivery to the site, the Contractor shall submit samples to the City Landscape Inspector for approval. 8. Erosion Control Matting Erosion control matting shall be of open weave, furnished in rolled strips as follows: It shall be approximately 225 feet long with a width of 48 inches plus or minus one inch and an approximate one (1) inch square mesh. Fabric shall average .4 pounds per linear foot. The erosion control matting shall be manufactured from loosely twisted jute yarn not varying in thickness by more than one-half its normal diameter, equal in quality to "Ludlow Soil Saver #48" or approved equal. Staples for erosion control shall be 11 gauge steel wire bent in a U shape six inches minimum length and one inch wide. Wetting Agent to be 95% alkyl Polyethylene glycol ether such as "Commercial Water In" or approved equal. 9. Seed All seed used for lawn planting or erosion control planting or for any other reasons specified in the plans shall be labeled and furnished in sealed, standard containers with duplicate signed copies of a statement from the vendor, certifying that each container of seed delivered is fully-labeled in accordance with the California State Agriculture Code. Seed which has become wet, moldy or otherwise damaged in transit or storage will not be accepted. 10. Sod Sod shall be fully mature, well-maintained, of the grass variety specified, free of all other grasses or weeds and shall be evenly cut with a conventional sod cutting machine to a thickness of 1-1/2 inches. All material shall be from the same growing ground and delivered fresh to the job site. If, after installation, any areas of sod die or become brown, these areas are to be replaced with sod immediately. Replacement sod is to match original. 11. Hydromulching a. Wood Cellulose Mulch shall be calm, natural, wood cellulose fiber. Natural wood cellulose fiber shall be processed in such a manner that it will contain no growth or germination-inhibiting factors and shall be dyed green to facilitate metering of materials. It shall be manufactured in such a manner that after each addition and agitation in slurry tanks with fertilizer, seed water and other approved additives, the fibers in the material will become uniformly suspended to form a homogeneous slurry and that when hydraulically sprayed on the ground cover impregnated uniformly with seed; which after application, will allow the absorption of moisture and will allow rainfall to percolate to the underlying soil. b. Fertilizer shall consist of organic materials comprised of decomposed animal and vegetable matter and composted to support bacterial cultures. Fertilizer shall be "Gro-Power" or approved equal. c. Soil Binder: Terra Tack III or approved equal d. Humectant: HL-80 Humectant or approved equal 12. Equipment Hydraulic equipment used for the application of slurry shall have a built-in agitation system with an operating capacity sufficient to agitate, suspend and homogeneously mix above slurry. Distribution lines shall be large enough to prevent stoppage and to provide even distribution of the slurry over the ground. In order to facilitate proper coverage, the pump must be capable of exerting up to 150 psi at the nozzle. The slurry tanks shall have a minimum capacity of 1,500 gallons and shall be mounted on a traveling unit which will place the slurry tank and spray nozzles within sufficient proximity to the areas to be seeded so as to provide uniform distribution without waste. 13. Weed Abatement Program The herbicide "Round-Up" or approved equal shall be used for slope/ planting areas. See Sections III-D-2 and III-D-7 for guidelines for proper application procedures. 14. Miscellaneous Materials a. sand-washed river sand or equal b. post emergent weed killer: "Round-Up" c. tree wound paint-as-approved III. EXECUTION A. INSPECTION Verify that final grades have been established prior to beginning planting operations. Inspect trees, shrubs, and material for injury and insect infestation, and inspect trees and shrubs for improper pruning. Do not begin planting trees until deficiencies are corrected or plants replaced. B. PREPARATION Stake out locations for plants and outline of planting beds on ground. Do not begin excavation until plant locations and plant beds are acceptable to Architect. The irrigation system shall have been installed and approved prior to soil preparation. C. INSTALLATION 1. Excavation of Planting a. Shape (1) Vertical sides and flat bottom (2) Plant pits to be square for box material, circular for canned material. b. Size All trees shall have planted pits dug twice the diameter and to the depth of the root ball. Backfill around the rootball with prepared backfill mix. Refer to planting Details for specific method. 2. Preparation of Planting Areas a. After approximate finished grades have been established, soil shall be conditioned and fertilized in the following manner. Nitrogen-stabilized organic amendment and ammonium phosphate shall at the following rates, be uniformly spread and cultivated thoroughly by means of mechanical tiller into top 6" of soil. (1)Nitrogen-Stabilized Organic Amendment - 4 cu. yards/1,000 sq. ft. (2)Ammonium Phosphate 6-20-20 - 15 lbs./1,000 sq. ft. (3)Agriculture Gypsum I - 15 lbs./1,000 sq. ft. (4)10 lbs. Gro Power Plus Soil Conditioner or approved equal and prepare all backfill soil as recommended but no less per cubic yard than as follows: a)6-20-20 fertilizer per Specification D.4.h b)4/5 cubic yard screened site topsoil c)1/5 cubic yard nitrolized soil amendment d)2 lbs. iron sulfate 1 lbs. organic gypsum e)2 lbs. Gro Power Plus soil conditioner or approved equal b. All soil area shall be compacted and settled by application of heavy irrigation to a minimum depth of twelve inches. c. At time of planting, the top two inches of turf areas to be sodded or seeded shall be free of stones, stumps or other deleterious matter 1" in diameter or larger. In groundcover areas, the top two inches shall be free of stones, stumps or other deleterious matter 2-1 2inch diameter or larger. All planting areas shall be free from all wire, plaster or similar objects. 3. Final Grades a. After the foregoing specified deep watering, minimum modifications to grade may be required to establish the final grade. These areas shall not be worked until the moisture content has been reduced to a point where working it will not destroy soil structure. b. Finish grading shall insure proper drainage of the site. c. All areas shall be graded so that the final grades will be 1" below adjacent paved areas, sidewalks, valves boxes, headers, clean-outs, drains, manholes, etc. in turf areas, and 2" below in groundcover areas. d. Surface drainage shall be away from all building foundations. e. Eliminate all erosion scars. f . Planting areas receiving sod shall sustain a finish grade of a depth that installed sod shall be flush with finish surfaces (walks, paved areas, etc.). g. All planting areas shall have a finish grade conforming to approved plans and specifications after full settlement has occurred. 4. Dispose of unacceptable or unused excess soil off site and premises. D. PLANTING INSTALLATION 1. General a. Actual planting shall be performed during those periods when weather and soil conditions are suitable and in accordance with locally accepted practice, as approved by the Landscape Architect. b. Only as many plants as can be planted and watered on that same day shall be distributed in a planting area. In extreme heat, plants shall be watered immediately after planting. c. Containers shall be opened and plants shall be removed in such a manner that the ball of earth surrounding the roots is not broken, and they shall be planted and watered as herein specified immediately after removal from the containers. Containers shall not be opened prior to placing the plants in the planting area. 2. Weed Control: After soil preparation and establishment of final grades prior to any planting, the Contractor shall irrigate thoroughly for a period of time, two to three weeks or until the weed seeds have germinated. When there is sufficient weed seed germination, the Contractor shall apply a post emergent contact weed killer according to the directions of the manufacturer. The Contractor shall then wait an additional two weeks to allow the weed killer to dissipate, then plant as indicated in the plans and specifications. Contractor shall remove any residual foliage and/or roots. 3. Layout of Major Plantings: Locations for plants and outlines of areas to be planted shall be marked on the ground by the contractor before any plant pits are dug. All such locations shall be approved by the landscape Architect. If an underground construction or utility line is encountered in the excavation of planting areas, other locations may be selected by the landscape Architect. 4. Planting of Trees and Shrubs a. Excavation for planting shall include the stripping and stacking of all acceptable topsoil encountered within the areas to be excavated for trenches, tree holes, plants pits and planting beds. b. Can Removal (1) Cut cans on two sides with an acceptable can cutter (2) Do not injure root ball (3) Do not cut cans with a spade or axe. (4) Carefully remove plants without injury or damage to root ball. (5) After removing plant, superficially cut edge-roots with knife on three sides. c. Box Removal (1) Remove bottom of plant boxes before planting (2) remove sides of box without damage to rootball after positioning plant and partially backfilling. d. All excavated holes shall have vertical sides with roughened surfaces and shall be of a size that is at least two times the width and one and the depth of the original plant container. The holes shall be, in all cases, large enough to permit handling and planting, without injury or breakage to the roots or root ball. Refer to Standard Planting Details. e. Excavated holes for slope plantings shall be dug two times original plant container width, providing a permanent 6 inch berm around plant pit. f. Protect all areas from excessive compaction when trucking plants or other material to the planting site: g. Center plant in pit or trench. h. Face plants with fullest growth into prevailing wind. See plant plumb and hold rigidly in position until soil has been tamped firmly around ball or roots. Container plants shall be backfilled with: - 8 parts by volume on-site topsoil - 2 parts by volume organic amendment - 6-20-20 fertilizer mix as per chart below: 1 gallon 1 handful 5 gallon 2 handfuls 15 gallon 3 handfuls 18" box 4 handfuls 24" box 5 handfuls 30" box 6 handfuls 36" box 7 handfuls 42" box 8 handfuls 48" box 9 handfuls 60" box 10 handfuls (- 1 handful approximately equals 4-6 ounces) i. All plants which settle deeper than specified above shall be raised to the correct level. After the plant has been placed, additional backfill shall be added to the hole to cover approximately one-half of the height of the root ball. At this stage, water shall be added to the top of the partly-filled hole to thoroughly saturate the root ball and adjacent soil. j. Excess soil generated from the planting holes may be distributed on the site and amended as specified in general soil preparation. k. Hand place plants which are in containers less than one gallon in size l. Hand backfill and hamp tamp, leaving a slight depression around bases of plants. m. Planting tablets shall be set with each plant on the top of the root ball while the plants are still in their containers so the required number of tablets to be used in each hole can be easily verified. n. After the water has completely drained, planting tablets shall be placed as indicated per container size below: 1 gallon 1 tablet 5 gallon 2 tablets 15 gallon 3 tablets 18" box 4 tablets 24" box 5 tablets 30" box 6 tablets 36" box 7 tablets 42" box 8 tablets 48" box 9 tablets 60" box 10 tablets PLANTING SPECIFICATIONS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPS 2 o. The remainder of the hole shall be backfilled. p. After backfilling, an earthen basin shall be constructed around each plant. Each basin shall be of a depth sufficient to hold at least two inches of water. Basins shall be of a size suitable for the individual plant. In no case shall the basin for a fifteen-gallon plant be less than four feet in diameter, for a five-gallon plant less than three feet in diameter and for a one-gallon plant less than less than two feet in diameter. The basins shall be constructed of amended backfill materials. q. Pruning shall be limited to the minimum necessary to remove injured twigs and branches and to compensate for loss of roots during transplanting, but never to exceed one-third of the branching structure. Upon approval of the Landscape Architect, pruning my not be done before delivery of plant, but not before plants have been inspected and approved. Cuts over 3/4" in diameter shall be painted with tree seal. r. Staking and Guying (1) Staking of all trees shall conform to three staking and tree guying details. (2) Tree stakes shall be straight-grained, lodge pole pine. Stakes shall be free from knots, checks, splits or disfigurements. Guy as indicated immediately after planting, using three guys per tree, guys placed as to five equal support to tree from any direction. Install a warning flag on each guy. Protect bark of tree by connecting wire with "Cinch-Tie". Anchor guy wires with "deadmen" buried at least 2 feet below finish grade. Tighten guylines to a firm tension. Install additional guys should tree growth be such that three guy wires do not give required equal support from all directions. s. Vine Planting Vines shall have wood stake support removed without damage to plant and the vine trained upon the adjacent posts and walls as directed by the plan or Landscape Architect. Vines shall be held to posts and overheads by plastic green ribbon ("heavy duty") and eye bolts, not nails, as directed by the Landscape Architect or details. t. Where street trees occur within tree wells or are adjacent to a substantial amount of pavement, a sub-surface planter box ("Deep-Root" or approved equal) shall be used. Box shall be installed per Details. u. Location for street trees adjacent to any light standards or utility equipment shall be adjusted to maintain a suitable clearance, as approved by the City Landscape Architect. 5. Planting of Ground Covers a. Ground cover plants shall be grown in flats or peat pots or taken as cuttings, as indicated on the plans. Flat grown plants (rooted cuttings) shall remain in those flats until transplanting. The flat's soil shall contain sufficient moisture that it will not fall apart when lifting the plants. If plants from peat pots are used, the pots shall be protected at all times prior to planting to prevent unnecessary drying of the root ball. b. Ground cover shall be planted in straight rows and evenly spaced, unless otherwise noted, at intervals called called out in the drawings. Triangular spacing shall be used unless otherwise noted in the drawings. c. Each rooted plant shall be planted with its proportionate amount of flat soil or in a peat pot, in a manner that will insure minimum disturbance of the root system, but in no case shall this depth be less than two nodes. To avoid drying out, plantings shall be immediately sprinklered after planting until the entire area is soaked to the full depth of each hole, unless otherwise noted on the drawings. d. Care shall be exercised at all times to protect the plants after planting. Any damage to plants by tramping or other operations of the Contractor shall be repaired immediately. 6. Planting of Lawn a. Lawn will be planted by hand seeding, hydroseeding, and /or sodding as indicated on the plans. b. After preparation of soil in accordance with the section on "Grading and Soil Preparation," the areas to be planted to lawn shall be rolled, raked and floated to finish grade by any acceptable method, with the finish grade by any acceptable method, with the finish grade being smooth and even, free of rocks and clods and reasonably well-firmed. Prior to planting, the surface of the area shall be sufficiently loose and friable to receive the seeds of sod. c. Pre-Ferilization: Just prior to the planting of turf, evenly broadcast appropriate fertilizer as specified in the approved soils report. d. Method (1) Seed: A satisfactory method of sowing shall be employed, using an approved, mechanical, power-drawn driller-seeder, mechanical hand-seeder or other approved equipment. The rate of application of seed will be specified on the plans and and in the specifications. The seed shall be covered by means of a wire drag, spike-toothed, harrow cultipacker or other approved device. Seeded areas shall immediately be compacted by means of a cultipacker, roller or other approved equipment weighing 60 to 90 pounds per linear foot of roller. Final rolling shall be at right angles to slopes to prevent erosion wherever possible metal staples typical for those used used on erosion control matting, if necessary. (2) Sod: Soil preparation, finish grading and fertilization shall be as specified for seeded lawns, except that the sub-soil finish grade shall be two inches below final grade to allow for the thickness of sod. Lay sod down in one direction only, with close fitted joints. The ends of each strip shall be staggered to eliminate continuous joining. Staple sod on steep slopes with metal staples typical for those used on erosion control matting, if necessary. e. Watering Immediately following planting or top dressing, if applied, apply a light fine, mist spray to anchor the seed and/or dressing to to the soil, forming a protective crust to prevent wind erosion and drying of the seed. The lawn areas shall be kept moist until fully germinated. Fully germinated lawn areas shall be allowed to dry sufficiently to permit rolling with approximately two hundred to three hundred pound water-weighted roller to satisfactorily compact the soil around the grass roots and provide a firm, smooth mowing surface. 7. Hydroseeded Application Procedures and Equipment a. Weed Control Upon the completion of the irrigation system and and after all existing weeds and growth have been removed from the commercial fertilizer (21-0-0) per acre as per planting area, apply 200 pounds of a manufacturer's instructions. Water all areas for times daily and until weed seeds have germinated. Cease watering for three days. Spray the non-selective herbicide "Round-up" to eradicate the germinated weeds. Translocation or approved equal period should be 7-10 days. Allow herbicide to kill all weeds. Rake or hoe off all dead weeds to a depth of 1/4 inch below the surface of the soil. If perennial weeds or grasses still exists, re-water four times daily for fourteen consecutive days, until the new growth appears. Re-apply a non-selective herbicide Remove weeds after herbicide has had sufficient time to kill. b. Equipment Hydraulic equipment used for the application of the fertilizer, seed and slurry of prepared wood pulp shall be of the "Super Hydro-Seeder" type. This equipment shall have a built-in agitation system and operating capacity sufficient to agitate, suspend and homogeneously mix a slurry contained not less than 40% of fibre mulch plus a combined total of #7 fertilizer solids for each 100 gallons of water. The slurry distribution lines shall be large enough to prevent stoppage and shall be equipped with a set of hydraulic spray nozzles which will provide a continuous non-fluctuating discharge. The slurry tank shall have a minimum capacity of 1,500 gallons and shall be mounted on a traveling unit, either self-propelled or drawn by a separate unit, which will place the slurry tank spray nozzles within sufficient proximity to the areas to be seeded. c. Preparation The slurry preparation shall take place at the site of work. Begin by adding water to the tank when the engine is at half throttle. When the water level has reached the height of the agitator shaft, good re-circulation shall be established and the seed shall be added. Fertilizer shall then be added, followed by wood pulp mulch. The wood pulp mulch shall only be added to the mixture after the seed and when the tank is at least one-third filled with water. The engine throttle shall be opened to full speed when the tank is half-filled with water. All the wood pulp mulch shall be added by the time the tank is two-thirds to three-fourths full. Spraying shall commence immediately when the tank is full. d. Application The operator shall spray the slopes with a uniform, visible coat by using the green color of the wood pulp as a guide. the slurry shall be applied in a sweeping motion in an arched stream so as to fall like rain, allowing the wood fibers to build on each other until a good coat is achieved and the material is spread at the required rate per acre. e. The Limit All slurry mixture which has not been applied to the slopes within four hours after mixing will be rejected and removed from the project at the Contractor's expense. f. Protection Special care should be exercised by the Contractor in preventing any of the slurry to be sprayed inside any reservoir basin or into drainage ditches and channels which may impede the free flow of rain or irrigation water. Any slurry spilled into restricted areas shall be cleaned up at the Contractor's expense to the satisfaction of the Owner or City. All areas designated for hydroseeding shall be thoroughly watered prior to the hydroseeding. The Contractor shall note any discrepancy for complete water coverage and correct. The Contractor shall at this time note wind and weather conditions and submit a watering program to the Landscape Architect for approval prior to hydroseeding. g. Reseeding All bare spots shall be reseeded within 10 days to the satisfaction of the Owner and/or Landscape Architect. h. Watering (1) A balanced, full-coverage watering program shall be maintained to ensure proper germination until the acceptance of work. (2) Plants which cannot be watered efficiently with the existing water system shall be watered by means of a hose. i. Fertilization (Turf) Apply recommended fertilization program 45 days after the first mowing. Continue every 90-120 days. j. Maintenance and Irrigation Maintenance shall be the responsibility of the Landscape Contractor for a period of forty-five days. It is his responsibility to provide sufficient water. Moisture must be maintained on the soil once the slurry mulch has been applied and allowed to set for one day. The slopes can then be irrigated.Three are no set irrigation requirements in gallons per minute, duration of time or number of gallons to be applied to the hydroseeded slopes. This will vary from day to day depending on the rate of growth and climatic conditions encountered. The soil surface shall be kept moist at all times, particularly during the seeding germination period. Failure to provide adequate moisture will result in desiccation of the new seedlings, in turn making it necessary for an additional application of seed, fertilizer and mulch. k. Soil test Contractor shall take soil samples from these approved locations. Agricultural suitability test shall be made of the soil samples. Test shall include, but not limited to Ph, ECE, SAR, NPK, BORON and half-saturation test. Copies of the results shall be sent to the Landscape Architect for review. Hydroseeded mix is subject to change upon review of a soil analysis. 8. Erosion Control a. Erosion control installation will be required in locations specifically delineated on the drawings or as necessary due to field conditions. b. Surface of the slopes shall be uniformly smooth and even, with all debris and rocks raked out. The soil shall be sufficiently moist to permit the firm laying of erosion control matting and to prevent sloughing of topsoil. c. The erosion control matting shall be laid with the direction of flow of surface drainage and in accordance with the manufacturer's directions. The matting shall be cut to provide a visually pleasing slope. d. The matting shall be stapled in place and firmly embedded by means of tamping or rolling as approved by the Landscape Architect to insure that the matting is in contact with the soil and that no erosion can take place under the matting. e. Planting of turf, ground covers, shrubs and/or vines may be required in area protected by erosion control matting as specified in the plans or as becomes necessary. 9. Native Plant Areas a. Any planting areas designated as natural planting that are cleared off during any phase of the development must be re-established with an approved planting prior to acceptance of the tract. b. Comply with City Zoning and Subdivision Ordinance. c. Natural vegetation areas are subject to review and approval by the Landscape Architect, Fire Marshall and City Landscape Architect. Appropriate fuel management programs shall be addressed as a part of the contracts documents for execution during site development. Budgeting for on-going fuel management programs should also be addressed as a part of the maintenance programs. E. CLEAN-UP After all planting operations have been completed remove all trash, excess soil, empty plant containers and rubbish from the property. All scars, ruts or other marks in the ground caused by this work shall be repaired and the ground left in a neat and orderly condition throughout the site. Clean-up Contractor shall pick-up all trash resulting from this work no less frequently than each Friday before leaving the site, once a week and/or the last working day of each week. All trash shall be removed completely from the site. The Contractor shall leave the site area broom-clean and shall wash down all paved areas within the Contract area, leaving the premises in a clean condition. The Contractor shall arrange for offsite disposal of surplus soil and shall, upon request, furnish the City or County's authorized representative with the disposal site Owner's written consent. F. INSPECTIONS Normal progress inspections shall be requested by the Contractor from the Landscape Architect at least 4 days in advance of an anticipated inspection. Inspections are required as follows: 1. upon the completion of fine grading 2. upon the completion of soil conditioning 3. prior to application of post-emergent weed killers 4. pre or post-delivery of all plant material 5. upon the completion of major plant layout 6. at the tree-staking example prior to sodding LANDSCAPE MAINTENANCE I. GENERAL REQUIREMENTS a. Scope of Work Work specified in this Section furnish all labor, material, equipment and services required to maintain the landscape in an attractive condition as specified herein for a period of ninety (90) days after final acceptance by Owner. b. Quality Assurance The Contractor's representative shall be experienced in landscaping maintenance and shall have received an education in ornamental. c. Maintenance Period The Contractor shall continuously maintain all areas involved in this Contract during the progress of the work and the maintenance period until final acceptance of the work by the owner. Improper maintenance or possible poor condition of any planting at the termination of the scheduled maintenance period may cause postponement of the final completion date of the Contract. Maintenance shall be continued by the Contractor until work is acceptable. Maintenance period shall not start until all elements of construction, planting and irrigation for the entire project are in accordance with Plans and Specifications. The Contractor shall request an inspection to begin the maintenance period after all planting and related work has been completed in accordance with the Contract documents. A prime requirement is that all lawn areas shall show an even, healthy strand of grass seedlings or sod, either of which shall have been mown twice. If such criteria is met to the satisfaction of the Landscape Architect, a field notification will be issued to the Contractor to establish the effective beginning date of the maintenance period. Any day when the Contractor fails to adequately maintain plantings, replace unsuitable plants or do weed control or other work, as determined necessary by the Landscape Architect, will not be credited as a maintenance period working days. The maintenance period will be extended if the provisions required the plans and specifications are not filled D. EMERGENCY NUMBERS (1) The Contractor shall provide and maintain a current list of emergency telephone numbers for 24-hour emergency response. (2) The Contractor shall initiate remedial action within two hours from the time of notification. E. PROTECTION OF EXISTING FACILITIES AND STRUCTURES The Contractor shall exercise due care in protecting from damage all existing facilities, structures and utilities both above and below surface on the City/ Owner's property. Any damage to City's/ Owner's property deemed to be caused by the Contractor's responsibility to verify and locate any underground systems (i.e., utility line). This does not release the Contractor from the responsibility of taking reasonable precautions when working in these areas. Any damage or problems shall be reported immediately to the City/ Owner's representative. F. PROJECT INSPECTIONS Upon request the Contractor or his representative will walk the project with the City/ Owner's representative for the purpose of determining compliance with the specifications. N/A PLANTING SPECIFICATIONS PROGRESS DRAWING These documents are subject to change due to public agency comment, client-requested revisions, and in house review, and are therefore, NOT ACCEPTABLE FOR BIDDING OR CONSTRUCTION. The landscape architect is not responsible for contract bids or project construction made from any document bearing this note. SCALE: SHEET NO. DATE: CHECKED BY: DRAWN BY: JOB NAME: EM E R A L D D E S I G N DA T E RE V I S I O N BY Ca l i f o r n i a L i c e n s e # 3 0 9 8 Te l : ( 7 1 4 ) 6 8 0 - 0 4 1 7 Fu l l e r t o n , C a l i f o r n i a 9 2 8 3 2 Em a i l : e r i c @ e m e r a l d l a d e s i g n . c o m 30 5 N . H a r b o r B l v d , S u i t e 2 2 2 EF A.S.C. S. 2ND ARCADIA 20 0 S . S E C O N D A V E . AR C A D I A , C A 9 1 0 0 6 20 0 S O U T H S E C O N D AV E . T O W N H O M E S 1/22/24 33 5 N . B E R R Y S T R E E T BR E A , C A 9 2 8 2 1 (7 1 4 ) 9 9 0 - 5 6 7 7 20 0 S . S E C O N D AV E N U E L L C 11-20-23 N 1/ 2 2 / 2 4 DE L T A 3 R E V I S I O N S A. S . C . 3 LPS 3 STRUCTURAL CALCULATIONS 200 S. Second Ave Townhomes 200 S. Second Avenue Arcadia, CA JKL Project No. 22103 Phone: (626) 524-2210 Email: JKLstructural@gmail.com General Information: JKL Project #:22103 JKL Designer:JL Project Name:200 S. Second Avenue Code:2022 CBC Risk Category:II ASCE 7-22 (Section 1.5) Jurisdiction:Arcadia, CA Basic Wind Speed (mph):110 ASCE 7-22 (Figure 26.5) Wind Exposure:Exp C ASCE 7-22 (Section 26.7.3) Soils Report by:EGL Inc. Soils Report #:21-177-002GE Allowable Bearing (psf):1800 Soils Report Dated:4/7/2023 SMS = 1.934 Weight Takeoff Roof:Slope:3 :12 Roof Material - 10.3 psf Sheathing -2.3 psf Framing -3.1 psf Ceiling -3.1 psf Misc -2.0 psf Other -.0 psf Dead Load:20.8 psf Live Load:20 psf Use:21.0 psf Floor: Floor Finish - 1.0 psf Sheathing -2.7 psf Framing -1.8 psf Topping -6.5 psf Ceiling -3.1 psf Misc -3.0 psf Dead Load:18.1 psf Live Load:40 psf Use 19.0 psf Deck: Deck Finish - 2.2 psf Sheathing -2.7 psf Framing -2.4 psf Topping -.0 psf Ceiling -3.1 psf Misc -2.0 psf Dead Load:12.4 psf Live Load:60 psf Use 13.0 psf None Concrete tile - not boosted 5/8" Structural Sheathing Roof Trusses @ 24" o.c. 5/8" drywall Miscellaneous - 2 These bound calculations have been prepared for Building Department review only. In addition to these calculations, the Engineer of Record has applied professional judgement and current standards of practice to prepare the construction drawings. These calculations shall not be used or applied independently of the approved structural drawings. Miscellaneous - 2 Carpet w/ pad 3/4" Structural Sheathing 11.7/8" I-Joists @ 19.2" o.c. 3/4" gypcrete 5/8" drywall Miscellaneous - 3 Endurokote deck topping 3/4" Structural Sheathing 2x10 @ 16" o.c. None 5/8" drywall Table of Contents I. Gravity Design .............................................................................................. Page 4 II. Foundation Design ..................................................................................... Page 75 III. Building A Lateral Design ......................................................................... Page 77 IV. Building B Lateral Design ........................................................................ Page 151 GRAVITY STRUCTURAL DESIGN Page 4 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)772 @ 4 1/2"1460 (3.50")Passed (53%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)744 @ 5 1/2"1655 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3581 @ 9' 11"3795 Passed (94%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.455 @ 9' 11"0.477 Passed (L/504)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.671 @ 9' 11"0.954 Passed (L/342)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 41 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Perpendicular Partitions, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50"4.25"1.75"251 529 780 1 1/4" Rim Board 2 - Stud wall - DF 5.50"4.25"1.75"251 529 780 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 8" o/c Bottom Edge (Lu)19' 8" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 19' 10"16"19.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 1: Kitchen 1 piece(s) 11 7/8" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 2 / 7 Page 5 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1136 @ 4 1/2"1460 (3.50")Passed (78%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1109 @ 5 1/2"1655 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3434 @ 7' 5 3/8"3795 Passed (90%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.257 @ 8' 7"0.410 Passed (L/765)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.500 @ 8' 3 7/8"0.821 Passed (L/394)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 53 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Perpendicular Partitions, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 5.50"4.25"2.26"687 458 302 1257 1 1/4" Rim Board 2 - Stud wall - DF 5.50"4.25"1.75"307 458 58 765 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 10" o/c Bottom Edge (Lu)17' o/c Dead Floor Live Roof Live Vertical Loads Location Spacing (0.90)(1.00)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 17' 2"16"19.0 40.0 -Default Load 2 - Point (PLF)3'16"419.0 -270.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 2: Living Room 1 piece(s) 11 7/8" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 3 / 7 Page 6 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)782 @ 2 1/2"1202 (2.25")Passed (65%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)767 @ 3 1/2"1705 Passed (45%)1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-lbs)3804 @ 10' 1/2"6180 Passed (62%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.454 @ 10' 3 7/8"0.506 Passed (L/535)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.629 @ 10' 2 11/16"1.011 Passed (L/386)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 41 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Perpendicular Partitions, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.75"239 551 -6 790 1 1/4" Rim Board 2 - Stud wall - DF 3.50"3.50"3.50"584 631 86 1215 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 9" o/c Bottom Edge (Lu)9' 7" o/c Dead Floor Live Roof Live Vertical Loads Location Spacing (0.90)(1.00)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 22' 1"16"19.0 40.0 -Default Load 2 - Point (PLF)22'16"198.0 -60.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 2: Garage 1 piece(s) 11 7/8" TJI® 360 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 4 / 7 Page 7 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1119 @ 2 1/2"1202 (2.25")Passed (93%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1104 @ 3 1/2"1705 Passed (65%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4175 @ 10' 7/8"6180 Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.448 @ 10' 3 1/2"0.504 Passed (L/540)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.695 @ 10' 2 11/16"1.008 Passed (L/348)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 41 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Perpendicular Partitions, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.91"578 549 139 1127 1 1/4" Rim Board 2 - Stud wall - DF 3.50"2.25"1.75"278 549 8 827 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 6" o/c Bottom Edge (Lu)20' 5" o/c Dead Floor Live Roof Live Vertical Loads Location Spacing (0.90)(1.00)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 20' 7"16"19.0 40.0 -Default Load 2 - Point (PLF)1' 3"16"251.0 -110.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 3: Kitchen 1 piece(s) 11 7/8" TJI® 360 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 5 / 7 Page 8 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1196 @ 17' 6 1/2"1485 (3.50")Passed (81%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1168 @ 17' 5 1/2"1655 Passed (71%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3691 @ 10' 3/4"4215 Passed (88%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.283 @ 8' 11 1/2"0.429 Passed (L/729)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.541 @ 9' 2 5/8"0.858 Passed (L/381)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 51 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Perpendicular Partitions, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 5.50"4.25"1.75"314 478 57 792 1 1/4" Rim Board 2 - Stud wall - DF 5.50"4.25"2.30"727 478 329 1332 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)17' 9" o/c Dead Floor Live Roof Live Vertical Loads Location Spacing (0.90)(1.00)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 17' 11"16"19.0 40.0 -Default Load 2 - Point (PLF)15'16"440.0 -290.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 3: Living Room 1 piece(s) 11 7/8" TJI® 230 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 6 / 7 Page 9 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1391 @ 13' 6 1/4"2565 (5.25")Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)757 @ 13' 9"1655 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1460 @ 6' 3 5/8"3795 Passed (38%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.119 @ 6' 10 3/8"0.333 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.050 @ 15' 3"0.200 Passed (2L/830)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 58 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (0.2"). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling, Pour Flooring Overlay. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.75"130 366/-42 496 1 1/4" Rim Board 2 - Stud wall - DF 5.50"5.50"3.50"576 815 1391 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 1" o/c Bottom Edge (Lu)6' 9" o/c Dead Floor Live Vertical Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 15' 3"16"19.0 40.0 Default Load 2 - Point (PLF)15' 3"16"187.5 - 3 - Point (PLF)15' 3"16"52.0 240.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 1: Cant Garage 1 piece(s) 11 7/8" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 4/22/2023 7:22:15 PM UTCJason LinJKL Structural Engineering Inc. (626) 524-2210jklstructural@gmail.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 22103 200 S. Second Page 7 / 7 Page 10 DESCRIPTION:1: Header at Master Beam #:1 BEAM SPAN:5.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 5.5 4 0 4 Uniform Loading 1: 0 5.5 146 110 256 Uniform Loading 2:0 5.5 0 0 0 Uniform Loading 3:0 5.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 0 0 0 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):412 303 715 Right Reaction (lbs):412 303 715 Max Moment (ft-lb.)567 416 983 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 3.5 33 900 180 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.25 1.00 1.00 1.00 1.37 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 49.9 225 0.22 Δtotal (in) L/280:0.18 0.24 0.74 Moment (psi): 1050.3 1534 0.68 ΔDL (in) L/480:0.10 0.14 0.74 Bearing Area (lbs): 714.8 3281 0.22 ΔLL (in) L/360:0.07 0.18 0.41 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x4 DF#2 Designed Beam 6x4 DF#2 2x4 Stud Page 11 DESCRIPTION:1: Header at Master Balcony Beam #:2 BEAM SPAN:6 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 6 9 0 9 Uniform Loading 1: 0 6 303 260 563 Uniform Loading 2:0 6 0 0 0 Uniform Loading 3:0 6 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 672 640 1312 Point Load 2:6 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1609 1420 3029 Right Reaction (lbs):937 780 1717 Max Moment (ft-lb.)1406 1170 2576 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 7.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 49.7 213 0.23 Δtotal (in) L/280:0.06 0.26 0.22 Moment (psi): 599.5 1494 0.40 ΔDL (in) L/480:0.03 0.15 0.20 Bearing Area (lbs): 3029.4 3281 0.92 ΔLL (in) L/360:0.03 0.20 0.13 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x8 DF #1 Designed Beam 6x8 DF #1 2x4 Stud Page 12 DESCRIPTION:2: Header at Master Balcony Beam #:3 BEAM SPAN:6 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 6 9 0 9 Uniform Loading 1: 0 6 387 340 727 Uniform Loading 2:0 6 0 0 0 Uniform Loading 3:0 6 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:5.75 1008 960 1968 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1231 1060 2291 Right Reaction (lbs):2155 1940 4095 Max Moment (ft-lb.)1912 1652 3565 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 7.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 132.4 213 0.62 Δtotal (in) L/280:0.08 0.26 0.30 Moment (psi): 829.6 1494 0.56 ΔDL (in) L/480:0.04 0.15 0.28 Bearing Area (lbs): 4095.4 5156 0.79 ΔLL (in) L/360:0.04 0.20 0.18 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x8 DF #1 Designed Beam 6x8 DF #1 2x6 DF#2 Page 13 DESCRIPTION:2: Header at Bedroom Beam #:4 BEAM SPAN:6 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 6 7 0 7 Uniform Loading 1: 0 6 146 110 256 Uniform Loading 2:0 6 0 0 0 Uniform Loading 3:0 6 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0.25 1008 960 1968 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1423 1250 2673 Right Reaction (lbs):499 370 869 Max Moment (ft-lb.)818 622 1440 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 5.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 126.8 213 0.60 Δtotal (in) L/280:0.08 0.26 0.31 Moment (psi): 623.1 1496 0.42 ΔDL (in) L/480:0.05 0.15 0.30 Bearing Area (lbs): 2673.3 5156 0.52 ΔLL (in) L/360:0.03 0.20 0.17 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x6 DF #1 Designed Beam 6x6 DF #1 2x6 DF#2 Page 14 DESCRIPTION:3: Header at Master Balcony Beam #:5 BEAM SPAN:6 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 6 9 0 9 Uniform Loading 1: 0 1.75 240 200 440 Uniform Loading 2:1.75 6 408 360 768 Uniform Loading 3:0 6 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:1.75 1134 1080 2214 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1804 1606 3410 Right Reaction (lbs):1540 1354 2894 Max Moment (ft-lb.)2841 2547 5388 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 7.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 114.0 213 0.54 Δtotal (in) L/280:0.10 0.26 0.40 Moment (psi): 1253.9 1494 0.84 ΔDL (in) L/480:0.05 0.15 0.36 Bearing Area (lbs): 3410.3 5156 0.66 ΔLL (in) L/360:0.05 0.20 0.24 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x8 DF #1 Designed Beam 6x8 DF #1 2x6 DF#2 Page 15 DESCRIPTION:1: Beam at Living Room Beam #:6 BEAM SPAN:16.25 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.25 13 0 13 Uniform Loading 1: 0 2.75 61 80 141 Uniform Loading 2:2.75 14.5 280 160 440 Uniform Loading 3:14.5 16.25 61 80 141 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 0 0 0 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1809 1091 2900 Right Reaction (lbs):1967 1149 3116 Max Moment (ft-lb.)9090 5069 14159 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 107.4 290 0.37 Δtotal (in) L/280:0.62 0.70 0.89 Moment (psi): 2065.5 2903 0.71 ΔDL (in) L/480:0.40 0.41 0.98 Bearing Area (lbs): 3115.9 3281 0.95 ΔLL (in) L/360:0.22 0.54 0.41 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 3.5 x 11.7/8 Designed Beam PSL 3.5 x 11.7/8 2x4 Stud Page 16 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 7 - 1: Cont Bm at Living Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Point Load : D = 2.280, Lr = 2.170 k @ 14.250 ft, (GT) Uniform Load : D = 0.0150 ksf, Extent = 14.250 -->> 16.50 ft, Tributary Width = 9.0 ft, (w) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Extent = 14.250 -->> 16.50 ft, Tributary Width = 18.250 ft, (R) Load for Span Number 2 Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (w) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 18.250 ft, (R) Load for Span Number 3 Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (w) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 18.250 ft, (R) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.246: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 16.500ft 137.37 psi= = 3,629.22psi 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 362.50 psi== Section used for this span 5.25x11.875 Maximum Shear Stress Ratio 0.379 : 1 15.529 ft= = 892.34psi Maximum Deflection 7898 >=480 1130Ratio =3231 >=280 Max Downward Transient Deflection 0.032 in 2784Ratio =>=480 Max Upward Transient Deflection -0.006 in Ratio = Max Downward Total Deflection 0.080 in Ratio =>=280 Max Upward Total Deflection -0.015 in fb: Actual F'b fv: Actual F'v Span: 3 : Lr Only Span: 2 : Lr Only Span: 3 : +D+Lr Span: 2 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.50 ft 1 0.198 0.295 0.90 1.001 1.001.00 1.00 5.31 516.1 2,613.0 3.20 261.01.00 77.01.00 Page 17 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 7 - 1: Cont Bm at Living Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 4.0 ft 2 0.198 0.295 0.90 1.001 1.001.00 1.00 5.31 516.1 2,613.0 1.49 261.01.00 77.01.00 1.00Length = 3.750 ft 3 0.141 0.295 0.90 1.001 1.001.00 1.00 3.78 367.7 2,613.0 1.49 261.01.00 77.01.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.50 ft 1 0.227 0.305 1.00 1.001 1.001.00 1.00 6.76 657.9 2,903.4 3.68 290.01.00 88.41.00 1.00Length = 4.0 ft 2 0.227 0.305 1.00 1.001 1.001.00 1.00 6.76 657.9 2,903.4 1.49 290.01.00 88.41.00 1.00Length = 3.750 ft 3 0.127 0.305 1.00 1.001 1.001.00 1.00 3.78 367.7 2,903.4 1.49 290.01.00 88.41.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.50 ft 1 0.241 0.379 1.25 1.001 1.001.00 1.00 9.01 876.0 3,629.2 5.71 362.51.00 137.41.00 1.00Length = 4.0 ft 2 0.241 0.379 1.25 1.001 1.001.00 1.00 9.01 876.0 3,629.2 2.50 362.51.00 137.41.00 1.00Length = 3.750 ft 3 0.170 0.379 1.25 1.001 1.001.00 1.00 6.35 617.3 3,629.2 2.50 362.51.00 137.41.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.50 ft 1 0.246 0.361 1.25 1.001 1.001.00 1.00 9.18 892.3 3,629.2 5.44 362.51.00 130.91.00 1.00Length = 4.0 ft 2 0.246 0.361 1.25 1.001 1.001.00 1.00 9.18 892.3 3,629.2 2.25 362.51.00 130.91.00 1.00Length = 3.750 ft 3 0.153 0.361 1.25 1.001 1.001.00 1.00 5.71 554.9 3,629.2 2.25 362.51.00 130.91.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.50 ft 1 0.186 0.257 1.15 1.001 1.001.00 1.00 6.40 622.4 3,338.9 3.56 333.51.00 85.61.00 1.00Length = 4.0 ft 2 0.186 0.257 1.15 1.001 1.001.00 1.00 6.40 622.4 3,338.9 1.49 333.51.00 85.61.00 1.00Length = 3.750 ft 3 0.110 0.257 1.15 1.001 1.001.00 1.00 3.78 367.7 3,338.9 1.49 333.51.00 85.61.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.50 ft 1 0.067 0.100 1.60 1.001 1.001.00 1.00 3.18 309.7 4,645.4 1.92 464.01.00 46.21.00 1.00Length = 4.0 ft 2 0.067 0.100 1.60 1.001 1.001.00 1.00 3.18 309.7 4,645.4 0.89 464.01.00 46.21.00 1.00Length = 3.750 ft 3 0.047 0.100 1.60 1.001 1.001.00 1.00 2.27 220.6 4,645.4 0.89 464.01.00 46.21.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.1257 8.458 0.0000 0.000+D+Lr20.0000 8.458 -0.0149 1.950+D+Lr 3 0.0795 3.750 0.0000 1.950 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.797 9.081 4.526 Max Upward from Load Combinations 0.797 9.081 4.526 Max Upward from Load Cases 0.438 5.204 2.711 Max Downward from all Load Conditio -0.364 Max Downward from Load Cases (Resis -0.364 D Only 0.438 5.204 2.711 +D+L 0.789 6.095 2.346 +D+Lr 0.566 9.081 4.526 +D+0.750Lr+0.750L 0.797 8.780 3.799 +D+0.750L 0.701 5.872 2.437 +0.60D 0.263 3.122 1.626 Lr Only 0.128 3.877 1.815 L Only 0.351 0.892 -0.364 Page 18 DESCRIPTION:1: Header at Living Beam #:8 BEAM SPAN:5.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 5.5 9 0 9 Uniform Loading 1: 0 5.5 406 410 816 Uniform Loading 2:0 5.5 0 0 0 Uniform Loading 3:0 5.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:2.75 438 479 917 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1361 1367 2728 Right Reaction (lbs):1361 1367 2728 Max Moment (ft-lb.)2172 2209 4381 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 7.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 80.7 170 0.47 Δtotal (in) L/280:0.07 0.24 0.32 Moment (psi): 1019.6 1197 0.85 ΔDL (in) L/480:0.04 0.14 0.27 Bearing Area (lbs): 2727.8 3281 0.83 ΔLL (in) L/360:0.04 0.18 0.20 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x8 DF #1 Designed Beam 6x8 DF #1 2x4 Stud Page 19 DESCRIPTION:1: Beam at Dining Room Beam #:9 BEAM SPAN:16.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.5 13 0 13 Uniform Loading 1: 0 16.5 115 53 168 Uniform Loading 2:0 16.5 0 0 0 Uniform Loading 3:0 16.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:3 966 920 1886 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1848 1192 3040 Right Reaction (lbs):1234 606 1840 Max Moment (ft-lb.)5934 3453 9328 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 103.7 290 0.36 Δtotal (in) L/280:0.48 0.71 0.68 Moment (psi): 1360.7 2903 0.47 ΔDL (in) L/480:0.31 0.41 0.75 Bearing Area (lbs): 3040.1 3281 0.93 ΔLL (in) L/360:0.17 0.55 0.32 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 3.5 x 11.7/8 Designed Beam PSL 3.5 x 11.7/8 2x4 Stud Page 20 DESCRIPTION:1: Bm at Kitchen Beam #:10 BEAM SPAN:19.25 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 19.25 39 0 39 Uniform Loading 1: 0 5.75 25 53 78 Uniform Loading 2:5.75 13.75 180 160 340 Uniform Loading 3:13.75 19.25 25 53 78 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:5.75 348 225 573 Point Load 2:7.75 1609 1420 3029 Point Load 3:13.75 937 780 1717 Point Load 4:13.75 584 450 1034 Point Load 5: 13.75 1139 1085 2224 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):3194 2601 5796 Right Reaction (lbs):3897 3237 7134 Max Moment (ft-lb.)22245 18239 40484 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 10.5 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 84.9 290 0.29 Δtotal (in) L/240:0.89 0.96 0.92 Moment (psi): 1968.6 2903 0.68 ΔDL (in) L/420:0.49 0.55 0.89 Bearing Area (lbs): 7134.5 12031 0.59 ΔLL (in) L/360:0.40 0.64 0.62 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 X 11.7/8 Designed Beam PSL 7 X 11.7/8 4x6 DF#2 Page 21 DESCRIPTION:2: Beam at Living Beam #:11 BEAM SPAN:16.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.5 13 0 13 Uniform Loading 1: 0 16.5 25 53 78 Uniform Loading 2:0 16.5 0 0 0 Uniform Loading 3:0 16.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:3 1423 1250 2673 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1480 1462 2942 Right Reaction (lbs):574 666 1241 Max Moment (ft-lb.)4260 4171 8412 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 11.875 45 2325 310 1550000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 103.4 310 0.33 Δtotal (in) L/280:0.51 0.71 0.72 Moment (psi): 1227.2 2327 0.53 ΔDL (in) L/480:0.25 0.41 0.60 Bearing Area (lbs): 2941.8 3281 0.90 ΔLL (in) L/360:0.26 0.55 0.48 Plies Beam size 1 Post size 1 GRAVITY DESIGN LSL 3.5 x 11.7/8 Designed Beam LSL 3.5 x 11.7/8 2x4 Stud Page 22 DESCRIPTION:2: Beam at Living Beam #:12 BEAM SPAN:16.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.5 19 0 19 Uniform Loading 1: 0 3 82 100 182 Uniform Loading 2:3 16.5 312 190 502 Uniform Loading 3:0 16.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:16.5 407 388 794 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2105 1322 3427 Right Reaction (lbs):3075 1930 5005 Max Moment (ft-lb.)10753 6265 17018 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.25 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 89.4 290 0.31 Δtotal (in) L/280:0.53 0.71 0.75 Moment (psi): 1655.1 2903 0.57 ΔDL (in) L/480:0.33 0.41 0.81 Bearing Area (lbs): 5005.3 5156 0.97 ΔLL (in) L/360:0.19 0.55 0.35 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 5.25 x 11.7/8 Designed Beam PSL 5.25 x 11.7/8 2x6 DF#2 Page 23 DESCRIPTION:2: Beam at Dining Beam #:13 BEAM SPAN:15.25 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 15.25 26 0 26 Uniform Loading 1: 0 12.75 271 380 651 Uniform Loading 2:12.75 15.25 63 60 123 Uniform Loading 3:0 15.25 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:4.75 574 666 1241 Point Load 2:12.75 3075 1930 5005 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):3118 3607 6725 Right Reaction (lbs):4534 3985 8519 Max Moment (ft-lb.)13637 14544 28123 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 7 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 151.5 290 0.52 Δtotal (in) L/280:0.60 0.65 0.92 Moment (psi): 2051.3 2903 0.71 ΔDL (in) L/480:0.29 0.38 0.77 Bearing Area (lbs): 8518.7 12031 0.71 ΔLL (in) L/360:0.31 0.51 0.60 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 X 11.7/8 Designed Beam PSL 7 X 11.7/8 4x6 DF#2 Page 24 DESCRIPTION:2: Header at Dining Room Beam #:14 BEAM SPAN:2.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 2.5 14 0 14 Uniform Loading 1: 0 1.75 83 50 133 Uniform Loading 2:1.75 2.5 428 420 848 Uniform Loading 3:0 2.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:1.75 4534 3985 8519 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1520 1299 2820 Right Reaction (lbs):3515 3088 6603 Max Moment (ft-lb.)2512 2198 4710 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 11.5 33 1350 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 136.7 170 0.80 Δtotal (in) L/280:0.00 0.11 0.03 Moment (psi): 466.2 1346 0.35 ΔDL (in) L/480:0.00 0.06 0.03 Bearing Area (lbs): 6602.8 12031 0.55 ΔLL (in) L/360:0.00 0.08 0.02 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x12 DF#1 Designed Beam 6x12 DF#1 4x6 DF#2 Page 25 DESCRIPTION:2: Header at Bathroom Beam #:15 BEAM SPAN:3 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 3 11 0 11 Uniform Loading 1: 0 3 319 440 759 Uniform Loading 2:0 3 0 0 0 Uniform Loading 3:0 3 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:1.25 3118 3607 6725 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2313 2764 5077 Right Reaction (lbs):1793 2163 3956 Max Moment (ft-lb.)2622 3097 5719 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:2 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 13.25 33 1000 180 1700000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 137.1 180 0.76 Δtotal (in) L/280:0.01 0.13 0.05 Moment (psi): 670.1 992 0.68 ΔDL (in) L/480:0.00 0.08 0.04 Bearing Area (lbs): 5077.2 6563 0.77 ΔLL (in) L/360:0.00 0.10 0.04 Plies Beam size 1 Post size 2 GRAVITY DESIGN 4x14 DF#1 Designed Beam 4x14 DF#1 2x4 Stud Page 26 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 16 - 2: Cont Bm at Kitchen Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.55E 2325 2325 2050 800 1550 787.815 310 1070 45.01 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0190, L = 0.040 k/ft, Extent = 6.0 -->> 11.0 ft, Tributary Width = 1.0 ft, (F) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 6.0 -->> 11.0 ft, Tributary Width = 2.0 ft, (D) Point Load : D = 1.231, Lr = 1.060 k @ 6.0 ft, (3) Uniform Load : D = 0.0150 ksf, Extent = 6.0 -->> 11.0 ft, Tributary Width = 9.0 ft, (W) Point Load : D = 0.7040, Lr = 0.510 k @ 6.0 ft, (BM) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 0.0 -->> 2.750 ft, Tributary Width = 2.0 ft, (D) Point Load : D = 2.155, Lr = 1.940 k @ 0.50 ft, (3) Uniform Load : D = 0.0150 ksf, Extent = 0.0 -->> 2.750 ft, Tributary Width = 9.0 ft, (W) Point Load : D = 0.3890, Lr = 0.210 k @ 2.750 ft, (BM) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Extent = 0.0 -->> 2.750 ft, Tributary Width = 10.50 ft, (R) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.377: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 11.000ft 99.52 psi= = 2,909.63psi 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L= = = 310.00 psi== Section used for this span 3.5x11.875 Maximum Shear Stress Ratio 0.321 : 1 10.017 ft= = 1,097.70psi Maximum Deflection 20208 >=480 916Ratio =8461 >=280 Max Downward Transient Deflection 0.054 in 2459Ratio =>=480 Max Upward Transient Deflection -0.006 in Ratio = Max Downward Total Deflection 0.144 in Ratio =>=280 Max Upward Total Deflection -0.014 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only Span: 2 : Lr Only Span: 2 : +D+L Span: 2 : +D+Lr . Page 27 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 16 - 2: Cont Bm at Kitchen Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.0 ft 1 0.319 0.270 0.90 1.001 1.001.00 1.00 4.58 667.6 2,094.9 2.09 279.01.00 75.41.00 1.00Length = 10.0 ft 2 0.319 0.270 0.90 1.001 1.001.00 1.00 4.58 667.6 2,094.9 1.33 279.01.00 75.41.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.369 0.321 1.00 1.001 1.001.00 1.00 5.89 859.7 2,327.7 2.76 310.01.00 99.51.00 1.00Length = 10.0 ft 2 0.369 0.321 1.00 1.001 1.001.00 1.00 5.89 859.7 2,327.7 1.85 310.01.00 99.51.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.362 0.297 1.25 1.001 1.001.00 1.00 7.22 1,053.7 2,909.6 3.18 387.51.00 114.91.00 1.00Length = 10.0 ft 2 0.361 0.297 1.25 1.001 1.001.00 1.00 7.19 1,049.0 2,909.6 1.94 387.51.00 114.91.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.377 0.318 1.25 1.001 1.001.00 1.00 7.52 1,097.7 2,909.6 3.41 387.51.00 123.11.00 1.00Length = 10.0 ft 2 0.377 0.318 1.25 1.001 1.001.00 1.00 7.52 1,097.7 2,909.6 2.18 387.51.00 123.11.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.303 0.262 1.15 1.001 1.001.00 1.00 5.56 811.7 2,676.9 2.59 356.51.00 93.51.00 1.00Length = 10.0 ft 2 0.303 0.262 1.15 1.001 1.001.00 1.00 5.56 811.7 2,676.9 1.72 356.51.00 93.51.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.108 0.091 1.60 1.001 1.001.00 1.00 2.75 400.6 3,724.3 1.25 496.01.00 45.31.00 1.00Length = 10.0 ft 2 0.108 0.091 1.60 1.001 1.001.00 1.00 2.75 400.6 3,724.3 0.80 496.01.00 45.31.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.1441 5.285 0.0000 0.000+D+Lr20.0000 5.285 -0.0142 2.514 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.427 10.180 0.272 Max Upward from Load Combinations 1.427 10.180 0.272 Max Upward from Load Cases 0.850 6.163 0.180 Max Downward from all Load Conditio -0.027 Max Downward from Load Cases (Resis -0.027 D Only 0.850 6.163 0.093 +D+L 1.144 7.670 0.272 +D+Lr 1.326 10.012 0.065 +D+0.750Lr+0.750L 1.427 10.180 0.207 +D+0.750L 1.070 7.293 0.227 +0.60D 0.510 3.698 0.056 Lr Only 0.476 3.849 -0.027 L Only 0.294 1.507 0.180 Page 28 DESCRIPTION:2: Header at Bedroom Beam #:17 BEAM SPAN:5.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 5.5 7 0 7 Uniform Loading 1: 0 3 104 70 174 Uniform Loading 2:3 5.5 59 270 329 Uniform Loading 3:0 5.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:3 719 525 1244 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):605 545 1150 Right Reaction (lbs):609 865 1474 Max Moment (ft-lb.)1310 1314 2622 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 5.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 65.6 170 0.39 Δtotal (in) L/280:0.10 0.24 0.41 Moment (psi): 1134.5 1198 0.95 ΔDL (in) L/480:0.05 0.14 0.35 Bearing Area (lbs): 1474.3 3281 0.45 ΔLL (in) L/360:0.05 0.18 0.26 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x6 DF #1 Designed Beam 6x6 DF #1 2x4 Stud Page 29 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 18 - 3: Cont Bm at Kitchen Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 7.250 ft, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0150 ksf, Extent = 7.250 -->> 14.50 ft, Tributary Width = 9.0 ft, (W) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Extent = 7.250 -->> 9.0 ft, Tributary Width = 10.0 ft, (R) Point Load : D = 1.804, Lr = 1.606 k @ 9.0 ft, (5) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 7.250 -->> 14.50 ft, Tributary Width = 2.0 ft, (D) Point Load : D = 0.4530, Lr = 0.1750, L = 0.070 k @ 7.250 ft, (Bm) Point Load : D = 0.7350, Lr = 0.480, L = 0.060 k @ 14.50 ft, (Bm) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Point Load : D = 1.540, Lr = 1.354 k @ 0.0 ft, (5) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.367: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.992ft 59.14 psi= = 3,629.22psi 7x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 7x11.875 Maximum Shear Stress Ratio 0.204 : 1 13.528 ft= = 1,333.22psi Maximum Deflection 952 >=480 572Ratio =366 >=280 Max Downward Transient Deflection 0.113 in 1536Ratio =>=480 Max Upward Transient Deflection -0.151 in Ratio = Max Downward Total Deflection 0.304 in Ratio =>=280 Max Upward Total Deflection -0.392 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only Span: 2 : Lr Only Span: 1 : +D+Lr Span: 2 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.50 ft 1 0.314 0.176 0.90 1.001 1.001.00 1.00 11.24 819.7 2,613.0 2.54 261.01.00 45.91.00 Page 30 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 18 - 3: Cont Bm at Kitchen Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 6.0 ft 2 0.026 0.176 0.90 1.001 1.001.00 1.00 0.92 67.3 2,613.0 0.26 261.01.00 45.91.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.330 0.204 1.00 1.001 1.001.00 1.00 13.15 959.0 2,903.4 3.28 290.01.00 59.11.00 1.00Length = 6.0 ft 2 0.047 0.204 1.00 1.001 1.001.00 1.00 1.88 137.2 2,903.4 0.53 290.01.00 59.11.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.367 0.190 1.25 1.001 1.001.00 1.00 18.28 1,333.2 3,629.2 3.82 362.51.00 69.01.00 1.00Length = 6.0 ft 2 0.019 0.190 1.25 1.001 1.001.00 1.00 0.92 67.3 3,629.2 0.26 362.51.00 69.01.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.361 0.202 1.25 1.001 1.001.00 1.00 17.95 1,309.0 3,629.2 4.05 362.51.00 73.21.00 1.00Length = 6.0 ft 2 0.033 0.202 1.25 1.001 1.001.00 1.00 1.64 119.7 3,629.2 0.46 362.51.00 73.21.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.277 0.167 1.15 1.001 1.001.00 1.00 12.67 924.0 3,338.9 3.09 333.51.00 55.81.00 1.00Length = 6.0 ft 2 0.036 0.167 1.15 1.001 1.001.00 1.00 1.64 119.7 3,338.9 0.46 333.51.00 55.81.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.106 0.059 1.60 1.001 1.001.00 1.00 6.74 491.8 4,645.4 1.53 464.01.00 27.51.00 1.00Length = 6.0 ft 2 0.009 0.059 1.60 1.001 1.001.00 1.00 0.55 40.4 4,645.4 0.15 464.01.00 27.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.3039 7.615 0.0000 0.000+D+Lr20.0000 7.615 -0.3918 6.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.621 8.566 Max Upward from Load Combinations 2.621 8.566 Max Upward from Load Cases 1.627 5.308 D Only 1.627 5.308 +D+L 2.102 6.538 +D+Lr 2.477 8.423 +D+0.750Lr+0.750L 2.621 8.566 +D+0.750L 1.983 6.230 +0.60D 0.976 3.185 Lr Only 0.851 3.114 L Only 0.476 1.229 Page 31 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 19 - 3: Cont Bm at Dining Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.55E 2,325.0 2,325.0 2,050.0 800.0 1,550.0 787.82 310.0 1,070.0 45.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (W) Point Load : D = 0.630, Lr = 0.60 k @ 3.0 ft, (GT) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.090 , Tributary Width = 1.0 ft, (W) Point Load : D = 0.20, L = 0.420 k @ 1.0 ft, (B) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.264: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.022ft 55.49 psi= = 2,327.70psi 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 310.00 psi== Section used for this span 3.5x11.875 Maximum Shear Stress Ratio 0.179 : 1 13.528 ft= = 613.87psi Maximum Deflection 2524 >=480 819Ratio =1148 >=280 Max Downward Transient Deflection 0.052 in 3316Ratio =>=480 Max Upward Transient Deflection -0.057 in Ratio = Max Downward Total Deflection 0.212 in Ratio =>=280 Max Upward Total Deflection -0.125 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only Span: 2 : Lr Only Span: 1 : +D+0.750Lr+0.750L Span: 2 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.50 ft 1 0.238 0.146 0.90 1.001 1.001.00 1.00 3.42 498.9 2,094.9 1.13 279.01.00 40.81.00 1.00Length = 6.0 ft 2 0.175 0.146 0.90 1.001 1.001.00 1.00 2.51 366.0 2,094.9 0.84 279.01.00 40.81.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 32 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 19 - 3: Cont Bm at Dining Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 14.50 ft 1 0.264 0.179 1.00 1.001 1.001.00 1.00 4.21 613.9 2,327.7 1.54 310.01.00 55.51.00 1.00Length = 6.0 ft 2 0.244 0.179 1.00 1.001 1.001.00 1.00 3.89 566.9 2,327.7 1.53 310.01.00 55.51.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.234 0.150 1.25 1.001 1.001.00 1.00 4.67 681.8 2,909.6 1.61 387.51.00 58.01.00 1.00Length = 6.0 ft 2 0.126 0.150 1.25 1.001 1.001.00 1.00 2.51 366.0 2,909.6 0.84 387.51.00 58.01.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.247 0.155 1.25 1.001 1.001.00 1.00 4.92 717.6 2,909.6 1.67 387.51.00 60.21.00 1.00Length = 6.0 ft 2 0.178 0.155 1.25 1.001 1.001.00 1.00 3.54 516.7 2,909.6 1.36 387.51.00 60.21.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.219 0.145 1.15 1.001 1.001.00 1.00 4.01 585.1 2,676.9 1.43 356.51.00 51.61.00 1.00Length = 6.0 ft 2 0.193 0.145 1.15 1.001 1.001.00 1.00 3.54 516.7 2,676.9 1.36 356.51.00 51.61.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.080 0.049 1.60 1.001 1.001.00 1.00 2.05 299.4 3,724.3 0.68 496.01.00 24.51.00 1.00Length = 6.0 ft 2 0.059 0.049 1.60 1.001 1.001.00 1.00 1.51 219.6 3,724.3 0.51 496.01.00 24.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.2122 6.480 0.0000 0.000+D+Lr20.0000 6.480 -0.1254 6.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.831 3.423 Max Upward from Load Combinations 1.831 3.423 Max Upward from Load Cases 1.257 2.203 D Only 1.257 2.203 +D+L 1.547 3.423 +D+Lr 1.732 2.327 +D+0.750Lr+0.750L 1.831 3.211 +D+0.750L 1.475 3.118 +0.60D 0.754 1.322 Lr Only 0.476 0.124 L Only 0.291 1.220 Page 33 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 20 - 4: Cont Beam at Bedroom Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.55E 2325 2325 2050 800 1550 787.815 310 1070 45.01 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 6.0 -->> 11.0 ft, Tributary Width = 2.0 ft, (D) Point Load : D = 0.07510, Lr = 0.310, L = 0.060 k @ 6.0 ft, (Bm) Point Load : D = 1.231, Lr = 1.060 k @ 6.0 ft, (3) Point Load : D = 2.155, Lr = 1.940 k @ 11.0 ft, (3) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 0.0 -->> 2.250 ft, Tributary Width = 2.50 ft, (D) Point Load : D = 1.544, Lr = 0.990, L = 0.040 k @ 2.250 ft, (Bm) Uniform Load : D = 0.0150 ksf, Extent = 0.0 -->> 2.250 ft, Tributary Width = 9.0 ft, (W) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.302: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 11.000ft 109.49 psi= = 2,909.63psi 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 387.50 psi== Section used for this span 3.5x11.875 Maximum Shear Stress Ratio 0.283 : 1 11.000 ft= = 878.91psi Maximum Deflection 34200 >=480 1471Ratio =101991 >=280 Max Downward Transient Deflection 0.048 in 2776Ratio =>=480 Max Upward Transient Deflection -0.004 in Ratio = Max Downward Total Deflection 0.090 in Ratio =>=280 Max Upward Total Deflection -0.001 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only Span: 2 : Lr Only Span: 2 : +D+L Span: 2 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.0 ft 1 0.235 0.243 0.90 1.001 1.001.00 1.00 3.37 491.5 2,094.9 1.88 279.01.00 67.91.00 Page 34 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 20 - 4: Cont Beam at Bedroom Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 11.0 ft 2 0.235 0.243 0.90 1.001 1.001.00 1.00 3.37 491.5 2,094.9 1.88 279.01.00 67.91.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.293 0.283 1.00 1.001 1.001.00 1.00 4.67 681.4 2,327.7 2.43 310.01.00 87.61.00 1.00Length = 11.0 ft 2 0.293 0.283 1.00 1.001 1.001.00 1.00 4.67 681.4 2,327.7 2.43 310.01.00 87.61.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.281 0.267 1.25 1.001 1.001.00 1.00 5.61 818.1 2,909.6 2.87 387.51.00 103.61.00 1.00Length = 11.0 ft 2 0.281 0.267 1.25 1.001 1.001.00 1.00 5.61 818.1 2,909.6 2.87 387.51.00 103.61.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.302 0.283 1.25 1.001 1.001.00 1.00 6.02 878.9 2,909.6 3.03 387.51.00 109.51.00 1.00Length = 11.0 ft 2 0.302 0.283 1.25 1.001 1.001.00 1.00 6.02 878.9 2,909.6 3.03 387.51.00 109.51.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.237 0.232 1.15 1.001 1.001.00 1.00 4.35 633.9 2,676.9 2.29 356.51.00 82.71.00 1.00Length = 11.0 ft 2 0.237 0.232 1.15 1.001 1.001.00 1.00 4.35 633.9 2,676.9 2.29 356.51.00 82.71.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.079 0.082 1.60 1.001 1.001.00 1.00 2.02 294.9 3,724.3 1.13 496.01.00 40.71.00 1.00Length = 11.0 ft 2 0.079 0.082 1.60 1.001 1.001.00 1.00 2.02 294.9 3,724.3 1.13 496.01.00 40.71.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.0897 5.162 0.0000 0.000Lr Only+D+L 2 0.0309 5.899 -0.0033 0.983 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.021 9.467 0.475 Max Upward from Load Combinations 1.021 9.467 0.475 Max Upward from Load Cases 0.499 5.470 0.259 Max Downward from all Load Conditio -0.001 Max Downward from Load Cases (Resis -0.001 D Only 0.499 5.470 0.259 +D+L 0.776 6.918 0.475 +D+Lr 0.918 9.352 0.257 +D+0.750Lr+0.750L 1.021 9.467 0.420 +D+0.750L 0.707 6.556 0.421 +0.60D 0.299 3.282 0.155 Lr Only 0.419 3.882 -0.001 L Only 0.277 1.448 0.217 Page 35 DESCRIPTION:4: Bm at Living Beam #:21 BEAM SPAN:17 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 17 13 0 13 Uniform Loading 1: 0 17 115 53 168 Uniform Loading 2:0 17 0 0 0 Uniform Loading 3:0 17 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:15 1365 1300 2665 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1251 605 1856 Right Reaction (lbs):2295 1599 3894 Max Moment (ft-lb.)6099 3442 9491 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:2 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 134.5 290 0.46 Δtotal (in) L/280:0.53 0.73 0.72 Moment (psi): 1384.5 2903 0.48 ΔDL (in) L/480:0.34 0.43 0.80 Bearing Area (lbs): 3893.9 6563 0.59 ΔLL (in) L/360:0.19 0.57 0.33 Plies Beam size 1 Post size 2 GRAVITY DESIGN PSL 3.5 x 11.7/8 Designed Beam PSL 3.5 x 11.7/8 2x4 Stud Page 36 DESCRIPTION:4: Bm at Living Beam #:22 BEAM SPAN:17 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 17 26 0 26 Uniform Loading 1: 0 17 307 193 500 Uniform Loading 2:0 17 0 0 0 Uniform Loading 3:0 17 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 0 0 0 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2833 1642 4475 Right Reaction (lbs):2833 1642 4475 Max Moment (ft-lb.)12039 6979 19018 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 7 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 71.8 290 0.25 Δtotal (in) L/280:0.52 0.73 0.72 Moment (psi): 1387.2 2903 0.48 ΔDL (in) L/480:0.33 0.43 0.78 Bearing Area (lbs): 4474.8 12031 0.37 ΔLL (in) L/360:0.19 0.57 0.34 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 X 11.7/8 Designed Beam PSL 7 X 11.7/8 4x6 DF#2 Page 37 DESCRIPTION:4: Beam at Dining Beam #:23 BEAM SPAN:15.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 15.5 26 0 26 Uniform Loading 1: 0 15.5 261 360 621 Uniform Loading 2:0 15.5 0 0 0 Uniform Loading 3:0 15.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:4.75 1251 605 1856 Point Load 2:12.5 2833 1642 4475 Point Load 3:12.5 546 520 1066 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):3745 3628 7374 Right Reaction (lbs):5332 4719 10051 Max Moment (ft-lb.)16784 15567 32345 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 7 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 170.3 290 0.59 Δtotal (in) L/240:0.76 0.78 0.98 Moment (psi): 2359.2 2903 0.81 ΔDL (in) L/420:0.39 0.44 0.89 Bearing Area (lbs): 10051.2 12031 0.84 ΔLL (in) L/360:0.36 0.52 0.70 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 X 11.7/8 Designed Beam PSL 7 X 11.7/8 4x6 DF#2 Page 38 DESCRIPTION:4: Header at Dining Room Beam #:24 BEAM SPAN:5.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 5.5 16 0 16 Uniform Loading 1: 0 1.25 464 460 924 Uniform Loading 2:1.25 5.5 93 60 153 Uniform Loading 3:0 5.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:1.25 5332 4719 10051 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):4830 4255 9085 Right Reaction (lbs):1563 1294 2857 Max Moment (ft-lb.)5646 4944 10590 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:2 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.25 9.5 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 251.2 290 0.87 Δtotal (in) L/280:0.06 0.24 0.25 Moment (psi): 1609.2 2874 0.56 ΔDL (in) L/480:0.03 0.14 0.23 Bearing Area (lbs): 9084.7 10313 0.88 ΔLL (in) L/360:0.03 0.18 0.15 Plies Beam size 1 Post size 2 GRAVITY DESIGN PSL 5.25 x 9.5 Designed Beam PSL 5.25 x 9.5 2x6 DF#2 Page 39 DESCRIPTION:4: Drop Beam at Living Beam #:25 BEAM SPAN:8.75 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 8.75 16 0 16 Uniform Loading 1: 0 8.75 454 490 944 Uniform Loading 2:0 8.75 0 0 0 Uniform Loading 3:0 8.75 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:1.75 2295 1599 3894 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):3890 3423 7313 Right Reaction (lbs):2513 2464 4977 Max Moment (ft-lb.)6726 6193 12906 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:2 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.25 9.5 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 197.5 290 0.68 Δtotal (in) L/280:0.25 0.38 0.65 Moment (psi): 1961.2 2900 0.68 ΔDL (in) L/480:0.13 0.22 0.58 Bearing Area (lbs): 7313.3 10313 0.71 ΔLL (in) L/360:0.12 0.29 0.41 Plies Beam size 1 Post size 2 GRAVITY DESIGN PSL 5.25 x 9.5 Designed Beam PSL 5.25 x 9.5 2x6 DF#2 Page 40 DESCRIPTION:3: Beam at Living Beam #:26 BEAM SPAN:16.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.5 26 0 26 Uniform Loading 1: 0 16.5 40 60 100 Uniform Loading 2:3 10.75 219 80 299 Uniform Loading 3:10.75 16.5 450 300 750 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:10.75 1365 1300 2665 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2461 1610 4071 Right Reaction (lbs):4277 3025 7302 Max Moment (ft-lb.)16064 11432 27497 BEAM SIZE:POST SIZE:4x6 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 7 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 116.6 290 0.40 Δtotal (in) L/280:0.60 0.71 0.85 Moment (psi): 2005.6 2903 0.69 ΔDL (in) L/480:0.35 0.41 0.86 Bearing Area (lbs): 7302.2 12031 0.61 ΔLL (in) L/360:0.25 0.55 0.45 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 X 11.7/8 Designed Beam PSL 7 X 11.7/8 4x6 DF#2 Page 41 DESCRIPTION:1: Beam at Trash Beam #:27 BEAM SPAN:9.75 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 9.75 19 0 19 Uniform Loading 1: 0 9.75 361 380 741 Uniform Loading 2:0 9.75 0 0 0 Uniform Loading 3:0 9.75 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:3.25 492 1035 1527 Point Load 2:4.75 456 960 1416 Point Load 3:5.5 1234 606 1840 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2952 3299 6251 Right Reaction (lbs):2934 3007 5942 Max Moment (ft-lb.)9049 9817 18819 BEAM SIZE:POST SIZE:4x4 DF#2 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.25 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 132.8 290 0.46 Δtotal (in) L/280:0.21 0.42 0.51 Moment (psi): 1830.3 2903 0.63 ΔDL (in) L/480:0.10 0.24 0.42 Bearing Area (lbs): 6250.8 7656 0.82 ΔLL (in) L/360:0.11 0.33 0.34 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 5.25 x 11.7/8 Designed Beam PSL 5.25 x 11.7/8 4x4 DF#2 Page 42 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 28 - 1: Cant Bm at garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150 ksf, Tributary Width = 18.0 ft, (W) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 11.0 ft, Tributary Width = 11.0 ft, (f) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 11.0 -->> 13.250 ft, Tributary Width = 4.0 ft, (f) Point Load : D = 3.194, Lr = 1.681, L = 0.920 k @ 11.0 ft, (10) Load for Span Number 2 Uniform Load : D = 0.0150 ksf, Tributary Width = 18.0 ft, (W) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (R) Uniform Load : D = 0.0190, L = 0.040 k/ft, Extent = 0.0 -->> 1.50 ft, Tributary Width = 1.0 ft, (f) Point Load : D = 0.3480, Lr = 0.1250, L = 0.10 k @ 1.50 ft, (BM) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.523: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.106ft 159.38 psi= = 2,808.86psi 5.25x16.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.25x16.0 Maximum Shear Stress Ratio 0.550 : 1 11.918 ft= = 1,468.86psi Maximum Deflection 1080 >=480 618Ratio =372 >=280 Max Downward Transient Deflection 0.092 in 1732Ratio =>=480 Max Upward Transient Deflection -0.033 in Ratio = Max Downward Total Deflection 0.257 in Ratio =>=280 Max Upward Total Deflection -0.096 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 2 : L Only Span: 1 : +D+0.750Lr+0.750L Span: 2 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 13.250 ft 1 0.365 0.412 0.90 0.969 1.001.00 1.00 17.20 921.6 2,528.0 6.02 261.01.00 107.51.00 Page 43 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 28 - 1: Cant Bm at garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.50 ft 2 0.020 0.412 0.90 0.969 1.001.00 1.00 0.92 49.5 2,528.0 0.41 261.01.00 107.51.00 1.00+D+L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.250 ft 1 0.523 0.550 1.00 0.969 1.001.00 1.00 27.42 1,468.9 2,808.9 8.93 290.01.00 159.41.00 1.00Length = 1.50 ft 2 0.021 0.550 1.00 0.969 1.001.00 1.00 1.12 59.9 2,808.9 0.51 290.01.00 159.41.00 1.00+D+Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.250 ft 1 0.336 0.400 1.25 0.969 1.001.00 1.00 22.01 1,178.9 3,511.1 8.12 362.51.00 145.01.00 1.00Length = 1.50 ft 2 0.018 0.400 1.25 0.969 1.001.00 1.00 1.16 62.0 3,511.1 0.54 362.51.00 145.01.00 1.00+D+0.750Lr+0.750L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.250 ft 1 0.434 0.482 1.25 0.969 1.001.00 1.00 28.44 1,523.3 3,511.1 9.78 362.51.00 174.61.00 1.00Length = 1.50 ft 2 0.019 0.482 1.25 0.969 1.001.00 1.00 1.24 66.7 3,511.1 0.59 362.51.00 174.61.00 1.00+D+0.750L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.250 ft 1 0.412 0.439 1.15 0.969 1.001.00 1.00 24.86 1,331.9 3,230.2 8.20 333.51.00 146.41.00 1.00Length = 1.50 ft 2 0.018 0.439 1.15 0.969 1.001.00 1.00 1.07 57.3 3,230.2 0.49 333.51.00 146.41.00 1.00+0.60D 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.250 ft 1 0.123 0.139 1.60 0.969 1.001.00 1.00 10.32 553.0 4,494.2 3.61 464.01.00 64.51.00 1.00Length = 1.50 ft 2 0.007 0.139 1.60 0.969 1.001.00 1.00 0.55 29.7 4,494.2 0.24 464.01.00 64.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.2571 6.810 0.0000 0.000+D+0.750Lr+0.750L20.0000 6.810 -0.0963 1.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.798 11.886 Max Upward from Load Combinations 7.798 11.886 Max Upward from Load Cases 4.699 7.583 D Only 4.699 7.583 +D+L 7.702 10.860 +D+Lr 5.828 10.043 +D+0.750Lr+0.750L 7.798 11.886 +D+0.750L 6.951 10.041 +0.60D 2.819 4.550 Lr Only 1.129 2.459 L Only 3.003 3.277 Page 44 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 29 - 1: Top Fl Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 10.50 ft, (F) Point Load : D = 4.70, Lr = 1.129, L = 3.003 k @ 1.250 ft, (28) Point Load : D = 2.934, Lr = 0.3420, L = 2.665 k @ 16.50 ft, (27) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.565: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 11.012ft 127.80 psi= = 2,772.37psi 7x18Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 7x18 Maximum Shear Stress Ratio 0.441 : 1 18.772 ft== 1,565.93psi Maximum Deflection 0 <480 431Ratio =0 <280 Max Downward Transient Deflection 0.322 in 754Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.563 in Ratio =>=280 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 20.250 ft 1 0.265 0.217 0.90 0.956 1.001.00 1.00 20.82 661.0 2,495.1 4.75 261.01.00 56.51.00 1.00+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.565 0.441 1.00 0.956 1.001.00 1.00 49.33 1,565.9 2,772.4 10.74 290.01.00 127.81.00 1.00+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.203 0.167 1.25 0.956 1.001.00 1.00 22.16 703.5 3,465.5 5.10 362.51.00 60.71.00 1.00+D+0.750Lr+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.396 0.312 1.25 0.956 1.001.00 1.00 43.21 1,371.6 3,465.5 9.50 362.51.00 113.11.00 1.00+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 45 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 29 - 1: Top Fl Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 20.250 ft 1 0.420 0.330 1.15 0.956 1.001.00 1.00 42.20 1,339.7 3,188.2 9.24 333.51.00 110.01.00 1.00+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.089 0.073 1.60 0.956 1.001.00 1.00 12.49 396.6 4,435.8 2.85 464.01.00 33.91.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5627 10.347 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 14.936 11.709 Max Upward from Load Combinations 14.936 11.709 Max Upward from Load Cases 7.564 6.609 D Only 7.372 5.100 +D+L 14.936 11.709 +D+Lr 8.495 5.448 +D+0.750Lr+0.750L 13.887 10.318 +D+0.750L 13.045 10.057 +0.60D 4.423 3.060 Lr Only 1.123 0.348 L Only 7.564 6.609 Page 46 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 30 - 1: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.4320, L = 1.043 k/ft, Tributary Width = 1.0 ft, (F) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.561 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 12.416 k Mn / Omega : Allowable 91.317 k-ft Vn/Omega : Allowable W10x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 63.0 k Section used for this span W10x30 Ma : Applied Maximum Shear Stress Ratio =0.197 : 1 0.000 ft 51.217 k-ft Va : Applied 0 <360 387Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.354 in 558Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.511 in Ratio =>=180Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.172 0.061 15.72 15.72 152.50 91.32 1.00 1.00 3.81 94.50 63.00 +D+L Dsgn. L = 16.50 ft 1 0.561 0.197 51.22 51.22 152.50 91.32 1.00 1.00 12.42 94.50 63.00 +D+0.750L Dsgn. L = 16.50 ft 1 0.464 0.163 42.34 42.34 152.50 91.32 1.00 1.00 10.27 94.50 63.00 +0.60D Dsgn. L = 16.50 ft 1 0.103 0.036 9.43 9.43 152.50 91.32 1.00 1.00 2.29 94.50 63.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5114 8.297 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 12.416 12.416 Max Upward from Load Combinations 12.416 12.416 Max Upward from Load Cases 8.605 8.605 D Only 3.812 3.812 +D+L 12.416 12.416 +D+0.750L 10.265 10.265 +0.60D 2.287 2.287 Page 47 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 30 - 1: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS L Only 8.605 8.605 Page 48 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 31 - 2: Cant Garage Bm Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 7.0 ft, Tributary Width = 10.50 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0190, L = 0.040 k/ft, Extent = 7.0 -->> 9.250 ft, Tributary Width = 1.0 ft, (F) Uniform Load : D = 0.0130, L = 0.060 k/ft, Extent = 7.0 -->> 9.250 ft, Tributary Width = 1.0 ft, (D) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (W) Point Load : D = 6.163, Lr = 3.849, L = 1.507 k @ 7.0 ft, (16) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 2.330 ft, (F) Uniform Load : D = 0.0130, L = 0.060 k/ft, Extent = 0.0 -->> 2.50 ft, Tributary Width = 1.0 ft, (D) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (W) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.596: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.615ft 201.37 psi= = 2,903.37psi 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.25x11.875 Maximum Shear Stress Ratio 0.694 : 1 8.268 ft= = 1,729.30psi Maximum Deflection 1078 >=480 550Ratio =318 >=280 Max Downward Transient Deflection 0.066 in 1693Ratio =>=480 Max Upward Transient Deflection -0.056 in Ratio = Max Downward Total Deflection 0.202 in Ratio =>=280 Max Upward Total Deflection -0.189 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 2 : L Only Span: 1 : +D+0.750Lr+0.750L Span: 2 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.250 ft 1 0.461 0.532 0.90 1.001 1.001.00 1.00 12.40 1,205.6 2,613.0 5.77 261.01.00 138.91.00 Page 49 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 31 - 2: Cant Garage Bm Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.50 ft 2 0.019 0.532 0.90 1.001 1.001.00 1.00 0.52 50.7 2,613.0 0.25 261.01.00 138.91.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.596 0.694 1.00 1.001 1.001.00 1.00 17.78 1,729.3 2,903.4 8.37 290.01.00 201.41.00 1.00Length = 2.50 ft 2 0.033 0.694 1.00 1.001 1.001.00 1.00 1.00 97.2 2,903.4 0.49 290.01.00 201.41.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.507 0.576 1.25 1.001 1.001.00 1.00 18.93 1,840.8 3,629.2 8.68 362.51.00 208.91.00 1.00Length = 2.50 ft 2 0.014 0.576 1.25 1.001 1.001.00 1.00 0.52 50.7 3,629.2 0.25 362.51.00 208.91.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.571 0.657 1.25 1.001 1.001.00 1.00 21.30 2,071.4 3,629.2 9.90 362.51.00 238.31.00 1.00Length = 2.50 ft 2 0.024 0.657 1.25 1.001 1.001.00 1.00 0.88 85.6 3,629.2 0.43 362.51.00 238.31.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.478 0.557 1.15 1.001 1.001.00 1.00 16.40 1,595.2 3,338.9 7.72 333.51.00 185.71.00 1.00Length = 2.50 ft 2 0.026 0.557 1.15 1.001 1.001.00 1.00 0.88 85.6 3,338.9 0.43 333.51.00 185.71.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.156 0.180 1.60 1.001 1.001.00 1.00 7.44 723.4 4,645.4 3.46 464.01.00 83.31.00 1.00Length = 2.50 ft 2 0.007 0.180 1.60 1.001 1.001.00 1.00 0.31 30.4 4,645.4 0.15 464.01.00 83.31.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.2015 4.961 0.0000 0.000+D+0.750Lr+0.750L20.0000 4.961 -0.1886 2.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.457 10.885 Max Upward from Load Combinations 5.457 10.885 Max Upward from Load Cases 2.943 6.352 D Only 2.943 6.352 +D+L 5.359 9.484 +D+Lr 3.879 9.265 +D+0.750Lr+0.750L 5.457 10.885 +D+0.750L 4.755 8.701 +0.60D 1.766 3.811 Lr Only 0.936 2.913 L Only 2.416 3.131 Page 50 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 32 - 2: Beam at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.55E 2325 2325 2050 800 1550 787.815 310 1070 45.01 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 6.0 ft, (F) Uniform Load : D = 0.0150 ksf, Tributary Width = 18.0 ft, (W) Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (R) Point Load : D = 0.0930, L = 0.180 k @ 7.0 ft, (16) Point Load : D = 0.3890, Lr = 0.210 k @ 9.250 ft, (Bm) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.750: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.701ft 137.84 psi= = 2,327.70psi 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L= = = 310.00 psi== Section used for this span 3.5x11.875 Maximum Shear Stress Ratio 0.445 : 1 10.036 ft= = 1,745.87psi Maximum Deflection 0 <480 374Ratio =0 <280 Max Downward Transient Deflection 0.115 in 1144Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.353 in Ratio =>=280 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.0 ft 1 0.555 0.338 0.90 1.001 1.001.00 1.00 7.97 1,162.6 2,094.9 2.62 279.01.00 94.41.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.750 0.445 1.00 1.001 1.001.00 1.00 11.97 1,745.9 2,327.7 3.82 310.01.00 137.81.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.477 0.298 1.25 1.001 1.001.00 1.00 9.52 1,388.7 2,909.6 3.20 387.51.00 115.51.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 51 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 32 - 2: Beam at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 11.0 ft 1 0.608 0.369 1.25 1.001 1.001.00 1.00 12.13 1,769.7 2,909.6 3.96 387.51.00 142.81.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.598 0.356 1.15 1.001 1.001.00 1.00 10.97 1,600.0 2,676.9 3.52 356.51.00 127.01.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.187 0.114 1.60 1.001 1.001.00 1.00 4.78 697.6 3,724.3 1.57 496.01.00 56.61.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.3525 5.580 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.234 4.669 Max Upward from Load Combinations 4.234 4.669 Max Upward from Load Cases 2.799 3.089 D Only 2.799 3.089 +D+L 4.184 4.524 +D+Lr 3.327 3.761 +D+0.750Lr+0.750L 4.234 4.669 +D+0.750L 3.838 4.165 +0.60D 1.679 1.854 Lr Only 0.528 0.672 L Only 1.385 1.435 Page 52 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 33 - 2: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 9.0 ft, Tributary Width = 7.50 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 9.0 -->> 16.50 ft, Tributary Width = 6.50 ft, (F) Uniform Load : D = 0.0150 ksf, Tributary Width = 18.0 ft, (W) Point Load : D = 6.352, Lr = 2.913, L = 3.131 k @ 9.0 ft, (31) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.726 : 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 11.160 k Mn / Omega : Allowable 91.317 k-ft Vn/Omega : Allowable W10x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.750L 63.0 k Section used for this span W10x30 Ma : Applied Maximum Shear Stress Ratio =0.177 : 1 16.500 ft 66.278 k-ft Va : Applied 0 <360 345Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.198 in 999Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.574 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.445 0.111 40.61 40.61 152.50 91.32 1.00 1.00 7.01 94.50 63.00 +D+L Dsgn. L = 16.50 ft 1 0.689 0.174 62.92 62.92 152.50 91.32 1.00 1.00 10.96 94.50 63.00 +D+Lr Dsgn. L = 16.50 ft 1 0.575 0.136 52.52 52.52 152.50 91.32 1.00 1.00 8.59 94.50 63.00 +D+0.750Lr+0.750L Dsgn. L = 16.50 ft 1 0.726 0.177 66.28 66.28 152.50 91.32 1.00 1.00 11.16 94.50 63.00 +D+0.750L Dsgn. L = 16.50 ft 1 0.628 0.158 57.35 57.35 152.50 91.32 1.00 1.00 9.97 94.50 63.00 +0.60D Dsgn. L = 16.50 ft 1 0.267 0.067 24.37 24.37 152.50 91.32 1.00 1.00 4.20 94.50 63.00 . Page 53 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 33 - 2: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.5742 8.439 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 10.371 11.160 Max Upward from Load Combinations 10.371 11.160 Max Upward from Load Cases 6.506 7.005 D Only 6.506 7.005 +D+L 10.336 10.956 +D+Lr 7.830 8.594 +D+0.750Lr+0.750L 10.371 11.160 +D+0.750L 9.378 9.968 +0.60D 3.903 4.203 Lr Only 1.324 1.589 L Only 3.830 3.951 Page 54 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 34 - 2: Cant Garage Bm Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 6.0 ft, (f) Uniform Load : D = 0.090 k/ft, Tributary Width = 1.0 ft, (W) Point Load : D = 2.943, Lr = 0.9360, L = 2.416 k @ 10.50 ft, (31) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 0.750 ft, Tributary Width = 6.0 ft, (f) Uniform Load : D = 0.090 k/ft, Tributary Width = 1.0 ft, (W) Point Load : D = 2.799, Lr = 0.5280, L = 1.385 k @ 1.50 ft, (32) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.524 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 7.90 k Mn / Omega : Allowable 91.317 k-ft Vn/Omega : Allowable W10x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 63.0 k Section used for this span W10x30 Ma : Applied Maximum Shear Stress Ratio =0.125 : 1 20.250 ft 47.881 k-ft Va : Applied 526 >=360 384Ratio =268 >=180 Maximum DeflectionMax Downward Transient Deflection 0.313 in 776Ratio =>=360 Max Upward Transient Deflection -0.068 in Ratio = Max Downward Total Deflection 0.634 in Ratio =>=180 Max Upward Total Deflection -0.134 in Span: 2 : L Only Span: 2 : L Only Span: 2 : +D+L Span: 2 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 20.25 ft 1 0.269 0.065 24.54 -4.37 24.54 152.50 91.32 1.00 1.00 4.11 94.50 63.00 Dsgn. L = 1.50 ft 2 0.048 0.049 -4.37 4.37 152.50 91.32 1.00 1.00 3.06 94.50 63.00 +D+L Dsgn. L = 20.25 ft 1 0.524 0.125 47.88 -6.51 47.88 152.50 91.32 1.00 1.00 7.90 94.50 63.00 Dsgn. L = 1.50 ft 2 0.071 0.073 -6.51 6.51 152.50 91.32 1.00 1.00 4.63 94.50 63.00 +D+Lr Page 55 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 34 - 2: Cant Garage Bm Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 20.25 ft 1 0.316 0.074 28.84 -5.16 28.84 152.50 91.32 1.00 1.00 4.64 94.50 63.00 Dsgn. L = 1.50 ft 2 0.056 0.057 -5.16 5.16 152.50 91.32 1.00 1.00 3.59 94.50 63.00 +D+0.750Lr+0.750L Dsgn. L = 20.25 ft 1 0.496 0.117 45.27 -6.57 45.27 152.50 91.32 1.00 1.00 7.35 94.50 63.00 Dsgn. L = 1.50 ft 2 0.072 0.074 -6.57 6.57 152.50 91.32 1.00 1.00 4.63 94.50 63.00 +D+0.750L Dsgn. L = 20.25 ft 1 0.460 0.110 42.05 -5.97 42.05 152.50 91.32 1.00 1.00 6.95 94.50 63.00 Dsgn. L = 1.50 ft 2 0.065 0.067 -5.97 5.97 152.50 91.32 1.00 1.00 4.24 94.50 63.00 +0.60D Dsgn. L = 20.25 ft 1 0.161 0.039 14.72 -2.62 14.72 152.50 91.32 1.00 1.00 2.47 94.50 63.00 Dsgn. L = 1.50 ft 2 0.029 0.029 -2.62 2.62 152.50 91.32 1.00 1.00 1.84 94.50 63.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6335 10.125 0.0000 0.000 +D+L20.0000 10.125 -0.1344 1.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.058 12.529 Max Upward from Load Combinations 7.058 12.529 Max Upward from Load Cases 3.571 7.175 D Only 3.571 7.175 +D+L 7.058 12.529 +D+Lr 3.982 8.228 +D+0.750Lr+0.750L 6.495 11.980 +D+0.750L 6.186 11.191 +0.60D 2.142 4.305 Lr Only 0.412 1.052 L Only 3.487 5.354 Page 56 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 35 - 2: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Point Load : D = 2.313, L = 2.764 k @ 6.50 ft, (15) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Point Load : D = 3.515, Lr = 0.1010, L = 2.987 k @ 1.50 ft, (14) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.788: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.561ft 157.64 psi= = 2,903.37psi 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.25x11.875 Maximum Shear Stress Ratio 0.544 : 1 20.250 ft= = 2,286.62psi Maximum Deflection 510 >=480 287Ratio =326 >=280 Max Downward Transient Deflection 0.483 in 503Ratio =>=480 Max Upward Transient Deflection -0.071 in Ratio = Max Downward Total Deflection 0.844 in Ratio =>=280Max Upward Total Deflection -0.110 in fb: Actual F'b fv: Actual F'v Span: 2 : Lr Only Span: 2 : L Only Span: 1 : +D+LSpan: 2 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 20.250 ft 1 0.389 0.326 0.90 1.001 1.001.00 1.00 10.45 1,016.2 2,613.0 3.54 261.01.00 85.11.00 1.00Length = 1.50 ft 2 0.198 0.326 0.90 1.001 1.001.00 1.00 5.32 517.7 2,613.0 3.54 261.01.00 85.11.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.788 0.544 1.00 1.001 1.001.00 1.00 23.51 2,286.6 2,903.4 6.55 290.01.00 157.61.00 1.00Length = 1.50 ft 2 0.330 0.544 1.00 1.001 1.001.00 1.00 9.86 959.2 2,903.4 6.55 290.01.00 157.61.00 Page 57 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 35 - 2: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.279 0.242 1.25 1.001 1.001.00 1.00 10.40 1,011.5 3,629.2 3.64 362.51.00 87.61.00 1.00Length = 1.50 ft 2 0.147 0.242 1.25 1.001 1.001.00 1.00 5.47 532.4 3,629.2 3.64 362.51.00 87.61.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.542 0.390 1.25 1.001 1.001.00 1.00 20.21 1,965.4 3,629.2 5.87 362.51.00 141.31.00 1.00Length = 1.50 ft 2 0.237 0.390 1.25 1.001 1.001.00 1.00 8.84 859.9 3,629.2 5.87 362.51.00 141.31.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.590 0.418 1.15 1.001 1.001.00 1.00 20.25 1,969.0 3,338.9 5.80 333.51.00 139.51.00 1.00Length = 1.50 ft 2 0.254 0.418 1.15 1.001 1.001.00 1.00 8.73 848.8 3,338.9 5.80 333.51.00 139.51.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.250 ft 1 0.131 0.110 1.60 1.001 1.001.00 1.00 6.27 609.7 4,645.4 2.12 464.01.00 51.11.00 1.00Length = 1.50 ft 2 0.067 0.110 1.60 1.001 1.001.00 1.00 3.19 310.6 4,645.4 2.12 464.01.00 51.11.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.8443 8.824 0.0000 0.000+D+L20.0000 8.824 -0.1103 1.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.952 9.758 Max Upward from Load Combinations 3.952 9.758 Max Upward from Load Cases 2.191 5.041 Max Downward from all Load Conditio -0.007 Max Downward from Load Cases (Resis -0.007 D Only 1.761 5.041 +D+L 3.952 9.758 +D+Lr 1.754 5.149 +D+0.750Lr+0.750L 3.399 8.660 +D+0.750L 3.405 8.579 +0.60D 1.057 3.025 Lr Only -0.007 0.108 L Only 2.191 4.717 Page 58 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 36 - 3: Cant bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.010 ksf, Tributary Width = 18.0 ft, (W) Point Load : D = 0.7210 k @ 0.0 ft, (Rim) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.010 ksf, Tributary Width = 18.0 ft, (W) Point Load : D = 5.308, Lr = 3.114, L = 1.229 k @ 2.0 ft, (18) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.430: 1 Load Combination +D+L Span # where maximum occurs Span # 2 Location of maximum on span 2.863ft 170.06 psi= = 2,903.37psi 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.25x11.875 Maximum Shear Stress Ratio 0.586 : 1 1.500 ft= = 1,248.69psi Maximum Deflection 1014 >=480 537Ratio =288 >=240 Max Downward Transient Deflection 0.072 in 2093Ratio =>=480 Max Upward Transient Deflection -0.035 in Ratio = Max Downward Total Deflection 0.279 in Ratio =>=240 Max Upward Total Deflection -0.124 in fb: Actual F'b fv: Actual F'v Span: 2 : Lr Only Span: 1 : Lr Only Span: 2 : +D+0.750Lr+0.750L Span: 1 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 1.50 ft 1 0.050 0.530 0.90 1.001 1.001.00 1.00 1.33 129.8 2,613.0 5.75 261.01.00 138.41.00 1.00Length = 12.50 ft 2 0.382 0.530 0.90 1.001 1.001.00 1.00 10.26 997.6 2,613.0 5.75 261.01.00 138.41.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 59 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 36 - 3: Cant bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.50 ft 1 0.047 0.586 1.00 1.001 1.001.00 1.00 1.39 135.6 2,903.4 7.07 290.01.00 170.11.00 1.00Length = 12.50 ft 2 0.430 0.586 1.00 1.001 1.001.00 1.00 12.84 1,248.7 2,903.4 7.07 290.01.00 170.11.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.50 ft 1 0.036 0.555 1.25 1.001 1.001.00 1.00 1.33 129.8 3,629.2 8.37 362.51.00 201.31.00 1.00Length = 12.50 ft 2 0.412 0.555 1.25 1.001 1.001.00 1.00 15.38 1,495.9 3,629.2 8.37 362.51.00 201.31.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.50 ft 1 0.037 0.577 1.25 1.001 1.001.00 1.00 1.38 134.1 3,629.2 8.70 362.51.00 209.31.00 1.00Length = 12.50 ft 2 0.429 0.577 1.25 1.001 1.001.00 1.00 16.01 1,556.7 3,629.2 8.70 362.51.00 209.31.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.50 ft 1 0.040 0.486 1.15 1.001 1.001.00 1.00 1.38 134.1 3,338.9 6.74 333.51.00 162.11.00 1.00Length = 12.50 ft 2 0.355 0.486 1.15 1.001 1.001.00 1.00 12.19 1,185.9 3,338.9 6.74 333.51.00 162.11.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.50 ft 1 0.017 0.179 1.60 1.001 1.001.00 1.00 0.80 77.9 4,645.4 3.45 464.01.00 83.01.00 1.00Length = 12.50 ft 2 0.129 0.179 1.60 1.001 1.001.00 1.00 6.15 598.5 4,645.4 3.45 464.01.00 83.01.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L10.0000 0.000 -0.1244 0.000+D+0.750Lr+0.750L 2 0.2792 5.726 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 10.077 2.914 Max Upward from Load Combinations 10.077 2.914 Max Upward from Load Cases 7.029 2.147 D Only 7.029 2.147 +D+L 8.478 2.672 +D+Lr 9.644 2.646 +D+0.750Lr+0.750L 10.077 2.914 +D+0.750L 8.116 2.541 +0.60D 4.217 1.288 Lr Only 2.616 0.498 L Only 1.449 0.524 Page 60 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 37 - 3: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width = 9.0 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 12.50 -->> 16.50 ft, Tributary Width = 9.0 ft, (F) Uniform Load : D = 0.0150 ksf, Tributary Width = 18.0 ft, (W) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 5.0 -->> 12.50 ft, Tributary Width = 2.0 ft, (D) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 5.0 -->> 12.50 ft, Tributary Width = 8.0 ft, (F) Point Load : D = 7.029, Lr = 2.616, L = 1.449 k @ 12.50 ft, (36) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.555 : 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 14.014 k Mn / Omega : Allowable 91.317 k-ft Vn/Omega : Allowable W10x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.750L 63.0 k Section used for this span W10x30 Ma : Applied Maximum Shear Stress Ratio =0.222 : 1 16.500 ft 50.715 k-ft Va : Applied 0 <360 403Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.172 in 1,149Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.491 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.365 0.147 33.30 33.30 152.50 91.32 1.00 1.00 9.24 94.50 63.00 +D+L Dsgn. L = 16.50 ft 1 0.544 0.216 49.66 49.66 152.50 91.32 1.00 1.00 13.62 94.50 63.00 +D+Lr Dsgn. L = 16.50 ft 1 0.450 0.178 41.11 41.11 152.50 91.32 1.00 1.00 11.22 94.50 63.00 +D+0.750Lr+0.750L Dsgn. L = 16.50 ft 1 0.555 0.222 50.71 50.71 152.50 91.32 1.00 1.00 14.01 94.50 63.00 Page 61 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 37 - 3: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+0.750L Dsgn. L = 16.50 ft 1 0.498 0.199 45.48 45.48 152.50 91.32 1.00 1.00 12.53 94.50 63.00 +0.60D Dsgn. L = 16.50 ft 1 0.219 0.088 19.98 19.98 152.50 91.32 1.00 1.00 5.54 94.50 63.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.4909 8.721 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 9.218 14.014 Max Upward from Load Combinations 9.218 14.014 Max Upward from Load Cases 5.614 9.239 D Only 5.614 9.239 +D+L 9.218 13.625 +D+Lr 6.249 11.220 +D+0.750Lr+0.750L 8.792 14.014 +D+0.750L 8.317 12.528 +0.60D 3.369 5.543 Lr Only 0.634 1.982 L Only 3.603 4.386 Page 62 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 38 - 4: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 6.0 ft, (F) Uniform Load : D = 0.050 ksf, Extent = 0.0 -->> 2.50 ft, Tributary Width = 9.0 ft, (W) Uniform Load : D = 0.0130, L = 0.060 , Tributary Width = 1.0 ft, (D) Point Load : D = 0.7910, L = 0.320 k @ 0.0 ft, (Rim) Point Load : D = 0.7910, L = 0.320 k @ 1.0 ft, (Rim) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 2.0 -->> 9.750 ft, Tributary Width = 11.0 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 6.0 ft, (F) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 9.750 ft, Tributary Width = 9.0 ft, (W) Point Load : D = 5.470, Lr = 3.882, L = 1.448 k @ 2.0 ft, (20) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.617: 1 Load Combination +D+L Span # where maximum occurs Span # 2 Location of maximum on span 5.883ft 211.92 psi= = 2,903.37psi 7x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 7x11.875 Maximum Shear Stress Ratio 0.731 : 1 2.500 ft= = 1,790.41psi Maximum Deflection 514 >=360 404Ratio =254 >=240 Max Downward Transient Deflection 0.202 in 772Ratio =>=360 Max Upward Transient Deflection -0.117 in Ratio = Max Downward Total Deflection 0.386 in Ratio =>=240 Max Upward Total Deflection -0.235 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only Span: 1 : L Only Span: 2 : +D+0.750Lr+0.750L Span: 1 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 2.50 ft 1 0.141 0.494 0.90 1.001 1.001.00 1.00 5.05 368.2 2,613.0 7.15 261.01.00 128.91.00 Page 63 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 38 - 4: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 13.0 ft 2 0.323 0.494 0.90 1.001 1.001.00 1.00 11.56 842.9 2,613.0 7.15 261.01.00 128.91.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.50 ft 1 0.183 0.731 1.00 1.001 1.001.00 1.00 7.27 530.0 2,903.4 11.74 290.01.00 211.91.00 1.00Length = 13.0 ft 2 0.617 0.731 1.00 1.001 1.001.00 1.00 24.55 1,790.4 2,903.4 11.74 290.01.00 211.91.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.50 ft 1 0.101 0.519 1.25 1.001 1.001.00 1.00 5.05 368.2 3,629.2 10.43 362.51.00 188.21.00 1.00Length = 13.0 ft 2 0.333 0.519 1.25 1.001 1.001.00 1.00 16.58 1,209.6 3,629.2 10.43 362.51.00 188.21.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.50 ft 1 0.135 0.650 1.25 1.001 1.001.00 1.00 6.71 489.5 3,629.2 13.06 362.51.00 235.61.00 1.00Length = 13.0 ft 2 0.495 0.650 1.25 1.001 1.001.00 1.00 24.61 1,795.2 3,629.2 13.06 362.51.00 235.61.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.50 ft 1 0.147 0.573 1.15 1.001 1.001.00 1.00 6.71 489.5 3,338.9 10.59 333.51.00 191.21.00 1.00Length = 13.0 ft 2 0.465 0.573 1.15 1.001 1.001.00 1.00 21.28 1,552.3 3,338.9 10.59 333.51.00 191.21.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.50 ft 1 0.048 0.167 1.60 1.001 1.001.00 1.00 3.03 220.9 4,645.4 4.29 464.01.00 77.41.00 1.00Length = 13.0 ft 2 0.109 0.167 1.60 1.001 1.001.00 1.00 6.93 505.8 4,645.4 4.29 464.01.00 77.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L10.0000 0.000 -0.2349 0.000+D+0.750Lr+0.750L 2 0.3855 6.246 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 17.577 5.578 Max Upward from Load Combinations 17.577 5.578 Max Upward from Load Cases 10.453 3.153 D Only 10.453 2.424 +D+L 16.667 5.578 +D+Lr 13.737 3.022 +D+0.750Lr+0.750L 17.577 5.237 +D+0.750L 15.114 4.789 +0.60D 6.272 1.455 Lr Only 3.285 0.597 L Only 6.215 3.153 Page 64 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 39 - 4: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 9.0 ft, Tributary Width = 9.50 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 9.0 -->> 16.50 ft, Tributary Width = 1.330 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 2.50 ft, (F) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 11.250 -->> 16.50 ft, Tributary Width = 1.750 ft, (F) Uniform Load : D = 0.0130, L = 0.060 ksf, Extent = 3.750 -->> 11.250 ft, Tributary Width = 4.0 ft, (D) Point Load : D = 10.453, Lr = 3.285, L = 6.215 k @ 9.0 ft, (38) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.653 : 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 13.549 k Mn / Omega : Allowable 136.976 k-ft Vn/Omega : Allowable W10x45Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 70.70 k Section used for this span W10x45 Ma : Applied Maximum Shear Stress Ratio =0.192 : 1 0.000 ft 89.386 k-ft Va : Applied 0 <360 381Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.238 in 831Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.520 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.362 0.099 49.59 49.59 228.75 136.98 1.00 1.00 7.01 106.05 70.70 +D+L Dsgn. L = 16.50 ft 1 0.651 0.192 89.22 89.22 228.75 136.98 1.00 1.00 13.55 106.05 70.70 +D+Lr Dsgn. L = 16.50 ft 1 0.460 0.124 63.02 63.02 228.75 136.98 1.00 1.00 8.80 106.05 70.70 +D+0.750Lr+0.750L Dsgn. L = 16.50 ft 1 0.653 0.183 89.39 89.39 228.75 136.98 1.00 1.00 12.97 106.05 70.70 Page 65 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 39 - 4: Garage Header Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+0.750L Dsgn. L = 16.50 ft 1 0.579 0.168 79.31 79.31 228.75 136.98 1.00 1.00 11.85 106.05 70.70 +0.60D Dsgn. L = 16.50 ft 1 0.217 0.059 29.75 29.75 228.75 136.98 1.00 1.00 4.21 106.05 70.70 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5196 8.391 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 13.549 12.816 Max Upward from Load Combinations 13.549 12.816 Max Upward from Load Cases 6.795 7.009 D Only 6.755 7.009 +D+L 13.549 12.816 +D+Lr 8.248 8.801 +D+0.750Lr+0.750L 12.971 12.708 +D+0.750L 11.851 11.365 +0.60D 4.053 4.206 Lr Only 1.493 1.792 L Only 6.795 5.807 Page 66 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 40 - 4: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 0.0 -->> 11.0 ft, Tributary Width = 11.50 ft, (F) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (W) Uniform Load : D = 0.0190, L = 0.040 ksf, Extent = 11.0 -->> 20.50 ft, Tributary Width = 5.0 ft, (F) Point Load : D = 0.2260, L = 0.4750 k @ 4.750 ft, (BM) Point Load : D = 0.9720, L = 1.430 k @ 6.50 ft, (BM) Point Load : D = 2.424, Lr = 0.60, L = 3.153 k @ 11.0 ft, (38) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 9.50 ft, (F) Point Load : D = 1.790, Lr = 0.8250 k @ 1.50 ft, (Rim) Point Load : D = 1.563, L = 1.294 k @ 1.50 ft, (24) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.467 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 11.426 k Mn / Omega : Allowable 136.976 k-ft Vn/Omega : Allowable W10x45Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 70.70 k Section used for this span W10x45 Ma : Applied Maximum Shear Stress Ratio =0.162 : 1 0.000 ft 64.008 k-ft Va : Applied 452 >=360 390Ratio =279 >=180 Maximum DeflectionMax Downward Transient Deflection 0.377 in 651Ratio =>=360 Max Upward Transient Deflection -0.080 in Ratio = Max Downward Total Deflection 0.631 in Ratio =>=180Max Upward Total Deflection -0.129 in Span: 2 : L Only Span: 2 : L Only Span: 2 : +D+LSpan: 2 : +D+L . Page 67 Steel Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 40 - 4: Cant Bm at Garage Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 20.50 ft 1 0.191 0.065 26.10 -5.23 26.10 228.75 136.98 1.00 1.00 4.60 106.05 70.70 Dsgn. L = 1.50 ft 2 0.038 0.051 -5.23 5.23 228.75 136.98 1.00 1.00 3.62 106.05 70.70 +D+L Dsgn. L = 20.50 ft 1 0.467 0.162 64.01 -7.60 64.01 228.75 136.98 1.00 1.00 11.43 106.05 70.70 Dsgn. L = 1.50 ft 2 0.055 0.078 -7.60 7.60 228.75 136.98 1.00 1.00 5.49 106.05 70.70 +D+Lr Dsgn. L = 20.50 ft 1 0.208 0.068 28.49 -6.47 28.49 228.75 136.98 1.00 1.00 4.81 106.05 70.70 Dsgn. L = 1.50 ft 2 0.047 0.063 -6.47 6.47 228.75 136.98 1.00 1.00 4.45 106.05 70.70 +D+0.750Lr+0.750L Dsgn. L = 20.50 ft 1 0.411 0.140 56.32 -7.94 56.32 228.75 136.98 1.00 1.00 9.88 106.05 70.70 Dsgn. L = 1.50 ft 2 0.058 0.080 -7.94 7.94 228.75 136.98 1.00 1.00 5.64 106.05 70.70 +D+0.750L Dsgn. L = 20.50 ft 1 0.398 0.137 54.53 -7.01 54.53 228.75 136.98 1.00 1.00 9.72 106.05 70.70 Dsgn. L = 1.50 ft 2 0.051 0.071 -7.01 7.01 228.75 136.98 1.00 1.00 5.02 106.05 70.70 +0.60D Dsgn. L = 20.50 ft 1 0.114 0.039 15.66 -3.14 15.66 228.75 136.98 1.00 1.00 2.76 106.05 70.70 Dsgn. L = 1.50 ft 2 0.023 0.031 -3.14 3.14 228.75 136.98 1.00 1.00 2.17 106.05 70.70 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6313 10.004 0.0000 0.000 +D+L20.0000 10.004 -0.1292 1.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 11.426 14.853 Max Upward from Load Combinations 11.426 14.853 Max Upward from Load Cases 6.830 7.801 D Only 4.596 7.801 +D+L 11.426 14.853 +D+Lr 4.813 9.008 +D+0.750Lr+0.750L 9.881 13.996 +D+0.750L 9.718 13.090 +0.60D 2.757 4.681 Lr Only 0.218 1.207 L Only 6.830 7.052 Page 68 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 41 - 4: Cant Bm at Den Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevelTrussJoist ParallamPSL2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 5.0 ft, (F) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (W) Point Load : D = 2.833, Lr = 1.642 k @ 8.0 ft, (22) Point Load : D = 2.513, Lr = 0.9760, L = 1.488 k @ 7.50 ft, (25) Load for Span Number 2 Uniform Load : D = 0.0190, L = 0.040 ksf, Tributary Width = 8.50 ft, (F) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (W) Point Load : D = 1.90, Lr = 0.8250 k @ 1.50 ft, (bm) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.346: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.793ft 183.53 psi= = 2,903.37psi 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.25x11.875 Maximum Shear Stress Ratio 0.633 : 1 8.545 ft= = 1,004.42psi Maximum Deflection 1634 >=480 983Ratio =622 >=280 Max Downward Transient Deflection 0.042 in 2743Ratio =>=480 Max Upward Transient Deflection -0.022 in Ratio = Max Downward Total Deflection 0.116 in Ratio =>=280 Max Upward Total Deflection -0.058 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 2 : L Only Span: 1 : +D+0.750Lr+0.750L Span: 2 : +D+0.750Lr+0.750L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.50 ft 1 0.248 0.521 0.90 1.001 1.001.00 1.00 6.67 648.5 2,613.0 5.65 261.01.00 136.01.00 1.00Length = 1.50 ft 2 0.119 0.521 0.90 1.001 1.001.00 1.00 3.21 311.7 2,613.0 2.06 261.01.00 136.01.00 Page 69 Wood Beam LIC# : KW-06017733, Build:20.23.2.14 JASON LIN (c) ENERCALC INC 1983-2022 DESCRIPTION:Beam 41 - 4: Cant Bm at Den Project File: 22103.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.346 0.633 1.00 1.001 1.001.00 1.00 10.33 1,004.4 2,903.4 7.63 290.01.00 183.51.00 1.00Length = 1.50 ft 2 0.120 0.633 1.00 1.001 1.001.00 1.00 3.59 348.9 2,903.4 2.24 290.01.00 183.51.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.246 0.527 1.25 1.001 1.001.00 1.00 9.17 891.5 3,629.2 7.94 362.51.00 191.01.00 1.00Length = 1.50 ft 2 0.119 0.527 1.25 1.001 1.001.00 1.00 4.44 432.1 3,629.2 2.89 362.51.00 191.01.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.300 0.587 1.25 1.001 1.001.00 1.00 11.21 1,089.8 3,629.2 8.85 362.51.00 212.91.00 1.00Length = 1.50 ft 2 0.118 0.587 1.25 1.001 1.001.00 1.00 4.42 429.9 3,629.2 2.81 362.51.00 212.91.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.274 0.515 1.15 1.001 1.001.00 1.00 9.41 914.7 3,338.9 7.13 333.51.00 171.71.00 1.00Length = 1.50 ft 2 0.102 0.515 1.15 1.001 1.001.00 1.00 3.49 339.6 3,338.9 2.19 333.51.00 171.71.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.084 0.176 1.60 1.001 1.001.00 1.00 4.00 389.1 4,645.4 3.39 464.01.00 81.61.00 1.00Length = 1.50 ft 2 0.040 0.176 1.60 1.001 1.001.00 1.00 1.92 187.0 4,645.4 1.24 464.01.00 81.61.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.1159 5.095 0.0000 0.000+D+0.750Lr+0.750L20.0000 5.095 -0.0577 1.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.047 12.604 Max Upward from Load Combinations 3.047 12.604 Max Upward from Load Cases 1.824 8.266 D Only 1.824 8.266 +D+L 3.047 10.941 +D+Lr 2.159 11.375 +D+0.750Lr+0.750L 2.992 12.604 +D+0.750L 2.741 10.273 +0.60D 1.094 4.960 Lr Only 0.334 3.109 L Only 1.223 2.675 Page 70 DESCRIPTION:3: Top Flush Bm at Garage Beam #:42 BEAM SPAN:20.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 20.5 39 0 39 Uniform Loading 1: 0 9.75 200 420 620 Uniform Loading 2:9.75 16.5 219 460 679 Uniform Loading 3:16.5 20.5 356 370 726 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:14.5 4350 2366 6716 Point Load 2:15.5 1543 2300 3843 Point Load 3:0 1257 767 2024 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):5462 6403 11865 Right Reaction (lbs):7338 7710 15048 Max Moment (ft-lb.)35545 37570 72756 BEAM SIZE:POST SIZE:6x6 DF #1 Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 7 18 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 166.2 290 0.57 Δtotal (in) L/280:0.72 0.88 0.82 Moment (psi): 2309.7 2772 0.83 ΔDL (in) L/480:0.34 0.51 0.66 Bearing Area (lbs): 15047.6 18906 0.80 ΔLL (in) L/360:0.38 0.68 0.55 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 7 x 18 Designed Beam PSL 7 x 18 6x6 DF #1 Page 71 DESCRIPTION:4: Header at Garage Beam #:43 BEAM SPAN:4.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 4.5 9 0 9 Uniform Loading 1: 0 4.5 644 590 1234 Uniform Loading 2:0 4.5 0 0 0 Uniform Loading 3:0 4.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 0 0 0 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1469 1328 2797 Right Reaction (lbs):1469 1328 2797 Max Moment (ft-lb.)1653 1493 3146 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 7.5 33 1200 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 73.7 170 0.43 Δtotal (in) L/280:0.04 0.19 0.20 Moment (psi): 732.2 1197 0.61 ΔDL (in) L/480:0.02 0.11 0.18 Bearing Area (lbs): 2796.6 3281 0.85 ΔLL (in) L/360:0.02 0.15 0.12 Plies Beam size 1 Post size 1 GRAVITY DESIGN 6x8 DF #1 Designed Beam 6x8 DF #1 2x4 Stud Page 72 DESCRIPTION:4: Rim at Garage Beam #:44 BEAM SPAN:16.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 16.5 13 0 13 Uniform Loading 1: 0 16.5 217 100 317 Uniform Loading 2:0 16.5 0 0 0 Uniform Loading 3:0 16.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:0 0 0 0 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):1897 825 2722 Right Reaction (lbs):1897 825 2722 Max Moment (ft-lb.)7827 3403 11230 BEAM SIZE:POST SIZE:2x4 Stud Plies:1 Plies:1 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 3.5 11.875 45 2900 290 2000000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 86.9 290 0.30 Δtotal (in) L/280:0.58 0.71 0.82 Moment (psi): 1638.2 2903 0.56 ΔDL (in) L/480:0.40 0.41 0.98 Bearing Area (lbs): 2722.4 3281 0.83 ΔLL (in) L/360:0.18 0.55 0.32 Plies Beam size 1 Post size 1 GRAVITY DESIGN PSL 3.5 x 11.7/8 Designed Beam PSL 3.5 x 11.7/8 2x4 Stud Page 73 DESCRIPTION:4: Header at Entry Beam #:45 BEAM SPAN:3.5 ft BEAM LOADS: Location:Start:End:DL (plf)LL (plf)Total (plf) Self Weight:0 3.5 14 0 14 Uniform Loading 1: 0 3.5 862 820 1682 Uniform Loading 2:0 3.5 0 0 0 Uniform Loading 3:0 3.5 0 0 0 Location:DL (lbs)LL (lbs)Total (lbs) Point Load 1:2.5 3890 3423 7313 Point Load 2:0 0 0 0 Point Load 3:0 0 0 0 Point Load 4:0 0 0 0 Point Load 5: 0 0 0 0 Point Load 6:0 0 0 0 REACTIONS:DL LL Total Left Reaction (lbs):2645 2413 5058 Right Reaction (lbs):4313 3880 8193 Max Moment (ft-lb.)3867 3465 7332 BEAM SIZE:POST SIZE:2x6 DF#2 Plies:1 Plies:2 BEAM PROPERTIES: Width (in) Depth (in)Weight (pcf)Fb (psi) Fv (psi)E (psi)Fcꓕ (psi) 5.5 11.5 33 1350 170 1600000 625 APPLIED FACTORS: CD CM Ct CL CF CV Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DESIGN RESULTS:DEFLECTION: Demand Capacity D/C Ratio Δactual (in)Δallow (in)D/C Ratio Shear (psi): 156.1 170 0.92 Δtotal (in) L/280:0.01 0.15 0.09 Moment (psi): 725.8 1345 0.54 ΔDL (in) L/480:0.01 0.09 0.08 Bearing Area (lbs): 8192.6 10313 0.79 ΔLL (in) L/360:0.01 0.12 0.05 Plies Beam size 1 Post size 2 GRAVITY DESIGN 6x12 DF#1 Designed Beam 6x12 DF#1 2x6 DF#2 Page 74 FOUNDATION STRUCTURAL DESIGN Page 75 SOIL BEARING:1800 psf Pad Size:Capacity: 24 in x 24 in 7200 lbs 27 in x 27 in 9113 lbs 30 in x 30 in 11250 lbs 33 in x 33 in 13613 lbs 36 in x 36 in 16200 lbs 39 in x 39 in 19013 lbs 42 in x 42 in 22050 lbs 45 in x 45 in 25313 lbs 48 in x 48 in 28800 lbs 54 in x 54 in 36450 lbs Continuous Footing: 24 in Max Line Load:2700 plf Max Point Load:10800 lbs Exterior Footing Line Load: DL (psf)LL (psf)Trib. (ft.)DL (plf)LL (plf) Roof:21 20 5.5 116 110 Floor:19 40 20.5 390 820 Wall:15 0 26 390 0 Total Load:1825 Interior Footing Line Load: DL (psf)LL (psf)Trib. (ft.)DL (plf)LL (plf) Roof:21 20 2 42 40 Floor:19 40 27.5 523 1100 Wall:10 0 26 260 0 Total Load:1964.5 18 in x FOUNDATION DESIGN CHECK Page 76 BUILDING A LATERAL STRUCTURAL DESIGN Page 77 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2023 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Project Information DESIGN SETTINGS Design Code IBC 2021/AWC SDPWS 2021 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%) 10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 6.00 Elevation (between stories) 6.00 Maximum Height-to-width Ratio Wood panels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - 2.0 1.5 Ignore shear resistance contribution of... Wall segments Seismic Side with invalid aspect ratio Any gypsum, lumber, fiberboard Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 500 story height FTAO strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Exposure Exposure C Enclosure Partially open Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.696g Ss: 1.934g Fundamental Period E-W N-S T Used 0.255s 0.255s Approximate Ta 0.255s 0.255s Maximum T 0.357s 0.357s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.70 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 Page 78 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in] Ceiling 31.00 0.0 Level 3 22.00 12.0 9.00 15.6 16.35 Level 2 12.00 12.0 9.00 15.6 16.35 Level 1 3.00 12.0 8.00 15.6 16.35 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 3 Story N-S Ridge Location X,Y =2.00 0.00 North Hip 14.0 1.50 Extent X,Y =28.50 41.25 South Hip 14.0 1.50 Ridge X Location, Offset 16.25 0.00 East Side 14.0 1.50 Ridge Elevation, Height 34.55 3.55 West Side 14.0 1.50 2 Page 79 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/0 3/8 --Horz 77500 8d Common N 4 12 Y 2,3 Int GSB 4x8 1/2 - - Horz 40000 11 ga Galv N 7 7 N 2 Ext Plywood siding 24/0 5/16 - 3 Horz 25000 6d Casing N 4 6 Y Int Gyp. wallboard 5/8 - 1 Horz 40000 6d Cooler N 7 7 N 5 3 Ext Struct Sh OSB 24/0 3/8 - - Horz 77500 6d Common N 4 12 Y 4 1 Struct Sh OSB 24/0 3/8 - - Horz 77500 8d Common N 2 12 Y 2,3 2 GSB 4x8 1/2 - - Horz 40000 11 ga Galv N 7 7 N 5 5 Ext Struct Sh OSB 24/0 3/8 - - Horz 77500 8d Common N 3 12 Y 2,3 Int GSB 4x8 1/2 --Horz 40000 11 ga Galv N 7 7 N 5 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.3C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal. Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B Type – Fastener type from SDPWS Tables 4.3A-D: Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5” Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5” Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2” (wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face) Cooler or wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2. Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face ply. Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply. Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 (5) 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS Table 4.3A Note 2. 5. This material does not contribute to seismic shear resistance because the Design setting for ignoring contribution was set. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625 3 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 4 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 5 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Fcp - Compressive strength perpendicular to grain Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. The following factors are applied to Fcp for compressive design and deformation under wall segment end studs : Bearing area factor Cb from NDS 3.10.4, under window openings. 3 Page 80 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] S N Line 1 Level 3 Line 1 1 2.35 1.00 38.25 37.25 27.75 - 9.00 -- Wall 1-1 FT 1 3.00 1.00 16.75 15.75 15.75 - - 2 2 Segment 1 -- 1.00 4.25 3.25 3.00 0.92 - -- Opening 1 -- 4.25 9.25 5.00 - - 3.00 -- Segment 2 -- 9.25 16.75 7.50 7.25 0.40 - -- Wall 1-2 NSW 4.00 20.00 26.25 6.25 0.00 - - 2 2 Segment 1 -- 20.00 22.25 2.25 - - - 2 2 Opening 1 -- 22.25 24.25 2.00 - - 3.00 2 2 Segment 2 -- 24.25 26.25 2.00 - - - 2 2 Wall 1-3 FT 1 1.50 26.25 38.25 12.00 12.00 - - 2 2 Segment 1 -- 26.25 28.50 2.25 2.00 1.33 - -- Opening 1 -- 28.50 36.00 7.50 - - 3.00 -- Segment 2 -- 36.00 38.25 2.25 2.00 1.33 - -- Level 2 Line 1 5 -0.58 -1.50 41.25 42.75 24.00 - 9.00 -- Wall 1-1 Seg 5 0.00 -1.50 2.00 3.50 3.25 2.57 - 2 2 Wall 1-2 NSW 0.00 2.00 11.50 9.50 0.00 1.00 - 2 2 Wall 1-3 FT 5 0.00 11.50 25.00 13.50 13.50 - - 2 2 Segment 1 -- 11.50 17.00 5.50 5.25 0.55 - -- Opening 1 -- 17.00 19.00 2.00 - - 3.00 -- Segment 2 -- 19.00 25.00 6.00 5.75 0.50 - -- Wall 1-4 Seg 5 -2.00 25.00 28.50 3.50 3.25 2.57 - 2 2 Wall 1-5 NSW -2.00 28.50 37.75 9.25 0.00 1.00 - 2 2 Wall 1-6 Seg 5 -2.00 37.75 41.25 3.50 3.25 2.57 - 2 2 Level 1 Line 1 4 -1.33 0.00 41.25 41.25 29.75 - 8.00 -- Wall 1-1 FT 4 0.00 0.00 10.00 10.00 10.00 - - 2 2 Segment 1 -- 0.00 3.00 3.00 2.75 1.00 - -- Opening 1 -- 3.00 7.00 4.00 - - 3.00 -- Segment 2 -- 7.00 10.00 3.00 2.75 1.00 - -- Wall 1-2 NSW 0.00 10.00 14.25 4.25 0.00 1.00 - 2 2 Wall 1-3 NSW 0.00 14.25 17.50 3.25 0.00 1.00 - 2 2 Wall 1-4 FT 4 -2.00 17.50 25.75 8.25 8.25 - - 2 2 Segment 1 -- 17.50 21.25 3.75 3.50 0.80 - -- Opening 1 -- 21.25 23.25 2.00 - - 3.00 -- Segment 2 -- 23.25 25.75 2.50 2.25 1.20 - -- Wall 1-5 NSW -1.00 25.75 29.75 4.00 0.00 1.00 - 2 2 Wall 1-6 FT 4 -2.00 29.75 41.25 11.50 11.50 - - 2 2 Segment 1 -- 29.75 32.50 2.75 2.50 1.09 - -- Opening 1 -- 32.50 36.50 4.00 - - 3.00 -- Segment 2 -- 36.50 41.25 4.75 4.50 0.63 - -- Line 2 Level 3 Line 2 NSW 4.50 16.75 20.00 3.25 0.00 - 9.00 -- Wall 2-1 NSW 4.50 16.75 20.00 3.25 0.00 1.00 - 2 2 Line 3 Level 3 Line 3 NSW 9.50 0.50 40.75 40.25 0.00 - 9.00 -- Wall 3-1 NSW 11.50 38.25 40.25 2.00 0.00 1.00 - 2 2 Level 1 Line 3 5 9.50 0.00 41.25 41.25 20.25 - 8.00 -- Wall 3-1 Seg 5 9.50 0.50 10.00 9.50 9.25 0.84 - 2 2 Wall 3-2 Seg 5 9.50 30.00 40.75 10.75 10.50 0.74 - 2 2 Line 4 Level 3 Line 4 1 17.12 0.00 40.25 40.25 21.00 - 9.00 -- Wall 4-1 NSW 16.50 0.00 1.00 1.00 0.00 1.00 - 2 2 Wall 4-2 Seg 1 17.00 0.50 11.50 11.00 10.75 0.82 - 2 2 Wall 4-3 Seg 1 17.25 30.00 40.00 10.00 9.75 0.90 - 2 2 Level 2 Line 4 4 18.50 -0.50 41.25 41.75 16.00 - 9.00 -- Wall 4-1 NSW 20.50 -1.50 -0.50 1.00 0.00 1.00 - 2 2 Wall 4-2 Seg 4 20.75 6.75 10.75 4.00 3.75 2.25 - 2 2 Wall 4-3 Seg 4 19.50 14.25 20.25 6.00 5.75 1.50 - 2 2 Wall 4-4 Seg 4 16.00 20.50 26.50 6.00 5.75 1.50 - 2 2 Wall 4-5 NSW 16.50 40.25 41.25 1.00 0.00 1.00 - 2 2 Line 5 Level 3 Line 5 1 30.00 0.00 40.25 40.25 26.25 - 9.00 -- Wall 5-1 FT 1 30.00 0.00 7.75 7.75 7.75 - - 2 2 4 Page 81 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 1 -- 0.00 2.75 2.75 2.50 1.09 - -- Opening 1 -- 2.75 4.75 2.00 - - 3.00 -- Segment 2 -- 4.75 7.75 3.00 2.75 1.00 - -- Wall 5-2 NSW 27.75 7.75 14.75 7.00 0.00 1.00 - 2 2 Wall 5-3 FT 1 30.00 14.75 26.75 12.00 12.00 - - 2 2 Segment 1 -- 14.75 16.50 1.75 1.50 1.71 - -- Opening 1 -- 16.50 18.50 2.00 - - 3.00 -- Segment 2 -- 18.50 22.50 4.00 3.75 0.75 - -- Opening 2 -- 22.50 24.50 2.00 - - 3.00 -- Segment 3 -- 24.50 26.75 2.25 2.00 1.33 - -- Wall 5-4 NSW 27.75 26.75 33.75 7.00 0.00 1.00 - 2 2 Wall 5-5 FT 1 30.00 33.75 40.25 6.50 6.50 - - 2 2 Segment 1 -- 33.75 36.00 2.25 2.00 1.33 - -- Opening 1 -- 36.00 38.00 2.00 - - 3.00 -- Segment 2 -- 38.00 40.25 2.25 2.00 1.33 - -- Level 2 Line 5 5 31.80 -0.50 40.25 40.75 37.00 - 9.00 -- Wall 5-1 FT 5 31.50 -0.50 9.50 10.00 10.00 - - 2 2 Segment 1 -- -0.50 2.50 3.00 2.75 1.00 - -- Opening 1 -- 2.50 7.50 5.00 - - 3.00 -- Segment 2 -- 7.50 9.50 2.00 1.75 1.50 - -- Wall 5-2 FT 5 32.50 9.50 20.75 11.25 11.25 - - 2 2 Segment 1 -- 9.50 12.50 3.00 2.75 1.00 - -- Opening 1 -- 12.50 17.50 5.00 - - 3.00 -- Segment 2 -- 17.50 20.75 3.25 3.00 0.92 - -- Wall 5-3 NSW 31.50 20.75 24.50 3.75 0.00 1.00 - 2 2 Wall 5-4 FT 5 31.50 24.50 40.25 15.75 15.75 - - 2 2 Segment 1 -- 24.50 31.00 6.50 6.25 0.46 - -- Opening 1 -- 31.00 36.00 5.00 - - 3.00 -- Segment 2 -- 36.00 40.25 4.25 4.00 0.71 - -- Level 1 Line 5 Seg 1 29.75 0.00 41.25 41.25 41.00 - 8.00 -- Wall 5-1 Seg 1 29.75 0.00 41.25 41.25 41.00 0.19 - 2 2 East-west Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft] W E Line A Level 3 Line A 1 0.50 3.00 30.00 27.00 27.00 - 9.00 -- Wall A-1 FT 1 1.00 3.00 16.50 13.50 13.50 - - 2 2 Segment 1 -- 3.00 6.75 3.75 3.50 0.80 - -- Opening 1 -- 6.75 11.75 5.00 - - 3.00 -- Segment 2 -- 11.75 16.50 4.75 4.50 0.63 - -- Wall A-2 FT 1 0.00 16.50 30.00 13.50 13.50 - - 2 2 Segment 1 -- 16.50 20.25 3.75 3.50 0.80 - -- Opening 1 -- 20.25 25.25 5.00 - - 3.00 -- Segment 2 -- 25.25 30.00 4.75 4.50 0.63 - -- Level 2 Line A 1 -1.15 0.00 31.50 31.50 31.50 - 9.00 -- Wall A-1 FT 1 -1.50 0.00 20.50 20.50 20.50 - - 2 2 Segment 1 -- 0.00 3.75 3.75 3.50 0.80 - -- Opening 1 -- 3.75 8.75 5.00 - - 3.00 -- Segment 2 -- 8.75 15.25 6.50 6.25 0.46 - -- Opening 2 -- 15.25 17.25 2.00 - - 3.00 -- Segment 3 -- 17.25 20.50 3.25 3.00 0.92 - -- Wall A-2 Seg 1 -0.50 20.50 31.50 11.00 10.75 0.82 - 2 2 Level 1 Line A 1 0.00 0.00 29.75 29.75 29.75 - 8.00 -- Wall A-1 FT 1 0.00 0.00 29.75 29.75 29.75 - - 2 2 Segment 1 -- 0.00 3.50 3.50 3.25 0.86 - -- Opening 1 -- 3.50 7.50 4.00 - - 3.00 -- Segment 2 -- 7.50 20.75 13.25 13.00 0.23 - -- Opening 2 -- 20.75 24.75 4.00 - - 3.00 -- Segment 3 -- 24.75 29.75 5.00 4.75 0.60 - -- Line B Level 3 Line B NSW 7.75 27.75 32.50 4.75 0.00 - 9.00 -- Wall B-1 NSW 7.75 27.75 30.00 2.25 0.00 1.00 - 2 2 Level 2 Line B NSW 7.75 27.75 32.50 4.75 0.00 - 9.00 -- Wall B-1 NSW 9.50 31.50 32.50 1.00 0.00 1.00 - 2 2 Line C Level 3 Line C 1 20.25 4.00 30.00 26.00 24.25 - 9.00 -- Wall C-1 NSW 16.75 3.00 4.50 1.50 0.00 1.00 - 2 2 Wall C-2 NSW 20.00 4.00 4.50 0.50 0.00 1.00 - 2 2 5 Page 82 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall C-3 Seg 1 20.25 5.00 29.50 24.50 24.25 0.37 - 2 2 Wall C-4 NSW 14.75 27.75 30.00 2.25 0.00 1.00 - 2 2 Level 2 Line C 1 20.25 0.00 32.50 32.50 31.25 - 9.00 -- Wall C-1 Seg 1 20.25 0.50 32.00 31.50 31.25 0.29 - 2 2 Wall C-2 NSW 20.75 31.50 32.50 1.00 0.00 1.00 - 2 2 Level 1 Line C 1 20.25 -2.00 29.75 31.75 30.75 - 8.00 -- Wall C-1 NSW 17.50 -2.00 0.00 2.00 0.00 1.00 - 2 2 Wall C-2 Seg 1 20.25 -1.50 29.50 31.00 30.75 0.26 - 3 3 Line D Level 3 Line D 25.00 -2.00 30.00 32.00 0.00 - 9.00 -- Wall D-1 NSW 26.25 1.50 4.00 2.50 0.00 1.00 - 2 2 Wall D-2 NSW 26.75 27.75 30.00 2.25 0.00 1.00 - 2 2 Level 2 Line D NSW 25.00 -2.00 30.00 32.00 0.00 - 9.00 -- Wall D-1 NSW 25.00 -2.00 0.00 2.00 0.00 1.00 - 2 2 Level 1 Line D 25.00 -2.00 30.00 32.00 0.00 - 8.00 -- Wall D-1 NSW 29.75 -2.00 -1.00 1.00 0.00 1.00 - 2 2 Wall D-2 NSW 25.75 -2.00 -1.00 1.00 0.00 1.00 - 2 2 Line E Level 3 Line E NSW 33.75 27.75 30.00 2.25 0.00 - 9.00 -- Wall E-1 NSW 33.75 27.75 30.00 2.25 0.00 1.00 - 2 2 Line F Level 3 Line F 4 39.55 1.50 30.00 28.50 28.50 - 9.00 -- Wall F-1 FT 4 38.25 1.50 11.50 10.00 10.00 - - 2 2 Segment 1 -- 1.50 4.50 3.00 2.75 1.00 - -- Opening 1 -- 4.50 9.50 5.00 - - 3.00 -- Segment 2 -- 9.50 11.50 2.00 1.75 1.50 - -- Wall F-2 FT 4 40.25 11.50 30.00 18.50 18.50 - - 2 2 Segment 1 -- 11.50 13.25 1.75 1.50 1.71 - -- Opening 1 -- 13.25 15.25 2.00 - - 3.00 -- Segment 2 -- 15.25 19.00 3.75 3.50 0.80 - -- Opening 2 -- 19.00 24.00 5.00 - - 3.00 -- Segment 3 -- 24.00 30.00 6.00 5.75 0.50 - -- Level 2 Line F 1 40.80 -2.00 31.50 33.50 33.50 - 9.00 -- Wall F-1 FT 1 41.25 -2.00 16.50 18.50 18.50 - - 2 2 Segment 1 -- -2.00 2.25 4.25 4.00 0.71 - -- Opening 1 -- 2.25 7.25 5.00 - - 3.00 -- Segment 2 -- 7.25 16.50 9.25 9.00 0.32 - -- Wall F-2 FT 1 40.25 16.50 31.50 15.00 15.00 - - 2 2 Segment 1 -- 16.50 21.00 4.50 4.25 0.67 - -- Opening 1 -- 21.00 23.00 2.00 - - 3.00 -- Segment 2 -- 23.00 31.50 8.50 8.25 0.35 - -- Level 1 Line F 1 41.25 -2.00 29.75 31.75 31.75 - 8.00 -- Wall F-1 FT 1 41.25 -2.00 29.75 31.75 31.75 - - 2 2 Segment 1 -- -2.00 2.75 4.75 4.50 0.63 - -- Opening 1 -- 2.75 6.75 4.00 - - 3.00 -- Segment 2 -- 6.75 21.25 14.50 14.25 0.21 - -- Opening 2 -- 21.25 25.25 4.00 - - 3.00 -- Segment 3 -- 25.25 29.75 4.50 4.25 0.67 - -- Legend: Type – Seg = Segmented, Prf = Perforated, FT = FTAO (force transfer around openings), NSW = non-shearwall Location – Position in structure perpendicular to wall Length – Shear line: Distance between exterior perpendicular walls defining the shear line extent Wall, segment, or opening: End-to-end length of the element FHS – Depending on element, shows different definitions of full-height sheathing length (FHS): Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear-resisting FHS Individual wall segments or walls without openings: Distance between hold-downs beff Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6 Aspect Ratio – Ratio of wall height to segment length (h/b); for FTAO walls, the aspect ratio of the central pier Wall Group – Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall. If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 6 Page 83 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Loads WIND SHEAR LOADS (overlapping loads combined) Level 3 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W 1 W->E Wind Line -1.50 0.00 0.0 -1.5 Block 1 W 1 W->E Wind Line -1.50 0.00 0.0 -1.5 Block 1 W Min W->E Wind Line -1.50 0.00 0.0 1.5 Block 1 W Min W->E Wind Line -1.50 0.00 0.0 1.5 Block 1 W 2 W->E Wind Line -1.50 0.00 0.0 -1.1 Block 1 W 2 W->E Wind Line -1.50 0.00 0.0 -1.1 Block 1 W 1 W->E Wind Line 0.00 1.00 76.9 75.9 Block 1 W Min W->E Wind Line 0.00 1.00 37.5 38.5 Block 1 W 2 W->E Wind Line 0.00 1.00 57.7 56.9 Block 1 W 1 W->E Wind Line 0.00 1.00 76.9 75.9 Block 1 W 2 W->E Wind Line 0.00 1.00 57.7 56.9 Block 1 W Min W->E Wind Line 0.00 1.00 37.5 38.5 Block 1 W 2 W->E Wind Line 1.00 14.25 56.9 46.9 Block 1 W 2 W->E Wind Line 1.00 14.25 56.9 46.9 Block 1 W 1 W->E Wind Line 1.00 14.25 75.9 62.6 Block 1 W Min W->E Wind Line 1.00 14.25 38.5 51.7 Block 1 W 1 W->E Wind Line 1.00 14.25 75.9 62.6 Block 1 W Min W->E Wind Line 1.00 14.25 38.5 51.7 Block 1 W Min W->E Wind Line 14.25 16.75 51.7 Block 1 W 2 W->E Wind Line 14.25 16.75 46.9 Block 1 W 1 W->E Wind Line 14.25 16.75 62.6 Block 1 W 1 W->E Wind Line 14.25 16.75 62.6 Block 1 W Min W->E Wind Line 14.25 16.75 51.7 Block 1 W 2 W->E Wind Line 14.25 16.75 46.9 Block 1 W 1 W->E Wind Line 16.75 20.00 62.6 Block 1 W 1 W->E Wind Line 16.75 20.00 62.6 Block 1 W 2 W->E Wind Line 16.75 20.00 46.9 Block 1 W 2 W->E Wind Line 16.75 20.00 46.9 Block 1 W Min W->E Wind Line 16.75 20.00 51.7 Block 1 W Min W->E Wind Line 16.75 20.00 51.7 Block 1 W 1 W->E Wind Line 20.00 26.25 62.6 Block 1 W Min W->E Wind Line 20.00 26.25 51.7 Block 1 W 2 W->E Wind Line 20.00 26.25 46.9 Block 1 W Min W->E Wind Line 20.00 26.25 51.7 Block 1 W 2 W->E Wind Line 20.00 26.25 46.9 Block 1 W 1 W->E Wind Line 20.00 26.25 62.6 Block 1 W 1 W->E Wind Line 26.25 27.00 62.6 Block 1 W 1 W->E Wind Line 26.25 27.00 62.6 Block 1 W Min W->E Wind Line 26.25 27.00 51.7 Block 1 W 2 W->E Wind Line 26.25 27.00 46.9 Block 1 W 2 W->E Wind Line 26.25 27.00 46.9 Block 1 W Min W->E Wind Line 26.25 27.00 51.7 Block 1 W 1 W->E Wind Line 27.00 38.25 62.6 73.9 Block 1 W Min W->E Wind Line 27.00 38.25 51.7 40.5 Block 1 W 1 W->E Wind Line 27.00 38.25 62.6 73.9 Block 1 W Min W->E Wind Line 27.00 38.25 51.7 40.5 Block 1 W 2 W->E Wind Line 27.00 38.25 46.9 55.4 Block 1 W 2 W->E Wind Line 27.00 38.25 46.9 55.4 Block 1 W Min W->E Wind Line 38.25 40.25 40.5 38.5 Block 1 W 2 W->E Wind Line 38.25 40.25 55.4 56.9 Block 1 W 1 W->E Wind Line 38.25 40.25 73.9 75.9 Block 1 W 1 W->E Wind Line 38.25 40.25 73.9 75.9 Block 1 W Min W->E Wind Line 38.25 40.25 40.5 38.5 Block 1 W 2 W->E Wind Line 38.25 40.25 55.4 56.9 Block 1 W Min W->E Wind Line 40.25 42.75 2.5 0.0 Block 1 W 1 W->E Wind Line 40.25 42.75 -2.5 0.0 Block 1 W 1 W->E Wind Line 40.25 42.75 -2.5 0.0 Block 1 W 2 W->E Wind Line 40.25 42.75 -1.9 0.0 Block 1 W Min W->E Wind Line 40.25 42.75 2.5 0.0 Block 1 W 2 W->E Wind Line 40.25 42.75 -1.9 0.0 Block 1 E Min W->E Lee Line -1.50 0.00 0.0 1.5 Block 1 E Min W->E Lee Line -1.50 0.00 0.0 1.5 Block 1 E 1 W->E Lee Line -1.50 0.00 0.0 5.2 Block 1 E 2 W->E Lee Line -1.50 0.00 0.0 3.9 Block 1 E 1 W->E Lee Line -1.50 0.00 0.0 5.2 Block 1 E 2 W->E Lee Line -1.50 0.00 0.0 3.9 Block 1 E 1 W->E Lee Line 0.00 7.75 55.6 82.4 Block 1 E 1 W->E Lee Line 0.00 7.75 55.6 82.4 Block 1 E Min W->E Lee Line 0.00 7.75 37.5 45.2 Block 1 E 2 W->E Lee Line 0.00 7.75 41.7 61.8 7 Page 84 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E Min W->E Lee Line 0.00 7.75 37.5 45.2 Block 1 E 2 W->E Lee Line 0.00 7.75 41.7 61.8 Block 1 E 2 W->E Lee Line 7.75 14.25 61.8 78.7 Block 1 E Min W->E Lee Line 7.75 14.25 45.2 51.7 Block 1 E 1 W->E Lee Line 7.75 14.25 82.4 104.9 Block 1 E 2 W->E Lee Line 7.75 14.25 61.8 78.7 Block 1 E Min W->E Lee Line 7.75 14.25 45.2 51.7 Block 1 E 1 W->E Lee Line 7.75 14.25 82.4 104.9 Block 1 E 2 W->E Lee Line 14.25 14.75 78.7 Block 1 E 2 W->E Lee Line 14.25 14.75 78.7 Block 1 E 1 W->E Lee Line 14.25 14.75 104.9 Block 1 E Min W->E Lee Line 14.25 14.75 51.7 Block 1 E Min W->E Lee Line 14.25 14.75 51.7 Block 1 E 1 W->E Lee Line 14.25 14.75 104.9 Block 1 E 2 W->E Lee Line 14.75 26.75 78.7 Block 1 E 2 W->E Lee Line 14.75 26.75 78.7 Block 1 E 1 W->E Lee Line 14.75 26.75 104.9 Block 1 E Min W->E Lee Line 14.75 26.75 51.7 Block 1 E 1 W->E Lee Line 14.75 26.75 104.9 Block 1 E Min W->E Lee Line 14.75 26.75 51.7 Block 1 E 1 W->E Lee Line 26.75 27.00 104.9 Block 1 E Min W->E Lee Line 26.75 27.00 51.7 Block 1 E 1 W->E Lee Line 26.75 27.00 104.9 Block 1 E 2 W->E Lee Line 26.75 27.00 78.7 Block 1 E 2 W->E Lee Line 26.75 27.00 78.7 Block 1 E Min W->E Lee Line 26.75 27.00 51.7 Block 1 E 2 W->E Lee Line 27.00 33.75 78.7 61.2 Block 1 E 2 W->E Lee Line 27.00 33.75 78.7 61.2 Block 1 E Min W->E Lee Line 27.00 33.75 51.7 45.0 Block 1 E 1 W->E Lee Line 27.00 33.75 104.9 81.6 Block 1 E 1 W->E Lee Line 27.00 33.75 104.9 81.6 Block 1 E Min W->E Lee Line 27.00 33.75 51.7 45.0 Block 1 E 2 W->E Lee Line 33.75 40.25 61.2 44.3 Block 1 E 1 W->E Lee Line 33.75 40.25 81.6 59.0 Block 1 E Min W->E Lee Line 33.75 40.25 45.0 38.5 Block 1 E 1 W->E Lee Line 33.75 40.25 81.6 59.0 Block 1 E 2 W->E Lee Line 33.75 40.25 61.2 44.3 Block 1 E Min W->E Lee Line 33.75 40.25 45.0 38.5 Block 1 E 2 W->E Lee Line 40.25 42.75 6.5 0.0 Block 1 E 2 W->E Lee Line 40.25 42.75 6.5 0.0 Block 1 E 1 W->E Lee Line 40.25 42.75 8.7 0.0 Block 1 E Min W->E Lee Line 40.25 42.75 2.5 0.0 Block 1 E 1 W->E Lee Line 40.25 42.75 8.7 0.0 Block 1 E Min W->E Lee Line 40.25 42.75 2.5 0.0 Block 1 W Min E->W Lee Line -1.50 0.00 0.0 1.5 Block 1 W 1 E->W Lee Line -1.50 0.00 0.0 5.2 Block 1 W 2 E->W Lee Line -1.50 0.00 0.0 3.9 Block 1 W 2 E->W Lee Line -1.50 0.00 0.0 3.9 Block 1 W Min E->W Lee Line -1.50 0.00 0.0 1.5 Block 1 W 1 E->W Lee Line -1.50 0.00 0.0 5.2 Block 1 W 1 E->W Lee Line 0.00 1.00 55.6 59.0 Block 1 W Min E->W Lee Line 0.00 1.00 37.5 38.5 Block 1 W Min E->W Lee Line 0.00 1.00 37.5 38.5 Block 1 W 2 E->W Lee Line 0.00 1.00 41.7 44.3 Block 1 W 1 E->W Lee Line 0.00 1.00 55.6 59.0 Block 1 W 2 E->W Lee Line 0.00 1.00 41.7 44.3 Block 1 W 2 E->W Lee Line 1.00 14.25 44.3 78.7 Block 1 W 1 E->W Lee Line 1.00 14.25 59.0 104.9 Block 1 W Min E->W Lee Line 1.00 14.25 38.5 51.7 Block 1 W 1 E->W Lee Line 1.00 14.25 59.0 104.9 Block 1 W 2 E->W Lee Line 1.00 14.25 44.3 78.7 Block 1 W Min E->W Lee Line 1.00 14.25 38.5 51.7 Block 1 W Min E->W Lee Line 14.25 16.75 51.7 Block 1 W 1 E->W Lee Line 14.25 16.75 104.9 Block 1 W Min E->W Lee Line 14.25 16.75 51.7 Block 1 W 1 E->W Lee Line 14.25 16.75 104.9 Block 1 W 2 E->W Lee Line 14.25 16.75 78.7 Block 1 W 2 E->W Lee Line 14.25 16.75 78.7 Block 1 W 2 E->W Lee Line 16.75 20.00 78.7 Block 1 W Min E->W Lee Line 16.75 20.00 51.7 Block 1 W 1 E->W Lee Line 16.75 20.00 104.9 Block 1 W 2 E->W Lee Line 16.75 20.00 78.7 Block 1 W 1 E->W Lee Line 16.75 20.00 104.9 Block 1 W Min E->W Lee Line 16.75 20.00 51.7 Block 1 W 2 E->W Lee Line 20.00 26.25 78.7 Block 1 W 2 E->W Lee Line 20.00 26.25 78.7 Block 1 W Min E->W Lee Line 20.00 26.25 51.7 8 Page 85 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 1 E->W Lee Line 20.00 26.25 104.9 Block 1 W 1 E->W Lee Line 20.00 26.25 104.9 Block 1 W Min E->W Lee Line 20.00 26.25 51.7 Block 1 W 1 E->W Lee Line 26.25 27.00 104.9 Block 1 W Min E->W Lee Line 26.25 27.00 51.7 Block 1 W 2 E->W Lee Line 26.25 27.00 78.7 Block 1 W 1 E->W Lee Line 26.25 27.00 104.9 Block 1 W 2 E->W Lee Line 26.25 27.00 78.7 Block 1 W Min E->W Lee Line 26.25 27.00 51.7 Block 1 W Min E->W Lee Line 27.00 38.25 51.7 40.5 Block 1 W 1 E->W Lee Line 27.00 38.25 104.9 66.0 Block 1 W 2 E->W Lee Line 27.00 38.25 78.7 49.5 Block 1 W 2 E->W Lee Line 27.00 38.25 78.7 49.5 Block 1 W 1 E->W Lee Line 27.00 38.25 104.9 66.0 Block 1 W Min E->W Lee Line 27.00 38.25 51.7 40.5 Block 1 W Min E->W Lee Line 38.25 40.25 40.5 38.5 Block 1 W 2 E->W Lee Line 38.25 40.25 49.5 44.3 Block 1 W Min E->W Lee Line 38.25 40.25 40.5 38.5 Block 1 W 1 E->W Lee Line 38.25 40.25 66.0 59.0 Block 1 W 2 E->W Lee Line 38.25 40.25 49.5 44.3 Block 1 W 1 E->W Lee Line 38.25 40.25 66.0 59.0 Block 1 W 1 E->W Lee Line 40.25 42.75 8.7 0.0 Block 1 W Min E->W Lee Line 40.25 42.75 2.5 0.0 Block 1 W 1 E->W Lee Line 40.25 42.75 8.7 0.0 Block 1 W 2 E->W Lee Line 40.25 42.75 6.5 0.0 Block 1 W 2 E->W Lee Line 40.25 42.75 6.5 0.0 Block 1 W Min E->W Lee Line 40.25 42.75 2.5 0.0 Block 1 E 2 E->W Wind Line -1.50 0.00 0.0 -1.1 Block 1 E Min E->W Wind Line -1.50 0.00 0.0 1.5 Block 1 E 1 E->W Wind Line -1.50 0.00 0.0 -1.5 Block 1 E 1 E->W Wind Line -1.50 0.00 0.0 -1.5 Block 1 E 2 E->W Wind Line -1.50 0.00 0.0 -1.1 Block 1 E Min E->W Wind Line -1.50 0.00 0.0 1.5 Block 1 E 2 E->W Wind Line 0.00 7.75 57.7 51.8 Block 1 E 2 E->W Wind Line 0.00 7.75 57.7 51.8 Block 1 E 1 E->W Wind Line 0.00 7.75 76.9 69.1 Block 1 E Min E->W Wind Line 0.00 7.75 37.5 45.2 Block 1 E Min E->W Wind Line 0.00 7.75 37.5 45.2 Block 1 E 1 E->W Wind Line 0.00 7.75 76.9 69.1 Block 1 E Min E->W Wind Line 7.75 14.25 45.2 51.7 Block 1 E 2 E->W Wind Line 7.75 14.25 51.8 46.9 Block 1 E Min E->W Wind Line 7.75 14.25 45.2 51.7 Block 1 E 2 E->W Wind Line 7.75 14.25 51.8 46.9 Block 1 E 1 E->W Wind Line 7.75 14.25 69.1 62.6 Block 1 E 1 E->W Wind Line 7.75 14.25 69.1 62.6 Block 1 E Min E->W Wind Line 14.25 14.75 51.7 Block 1 E 1 E->W Wind Line 14.25 14.75 62.6 Block 1 E 2 E->W Wind Line 14.25 14.75 46.9 Block 1 E Min E->W Wind Line 14.25 14.75 51.7 Block 1 E 2 E->W Wind Line 14.25 14.75 46.9 Block 1 E 1 E->W Wind Line 14.25 14.75 62.6 Block 1 E Min E->W Wind Line 14.75 26.75 51.7 Block 1 E 1 E->W Wind Line 14.75 26.75 62.6 Block 1 E Min E->W Wind Line 14.75 26.75 51.7 Block 1 E 2 E->W Wind Line 14.75 26.75 46.9 Block 1 E 2 E->W Wind Line 14.75 26.75 46.9 Block 1 E 1 E->W Wind Line 14.75 26.75 62.6 Block 1 E Min E->W Wind Line 26.75 27.00 51.7 Block 1 E 2 E->W Wind Line 26.75 27.00 46.9 Block 1 E Min E->W Wind Line 26.75 27.00 51.7 Block 1 E 1 E->W Wind Line 26.75 27.00 62.6 Block 1 E 2 E->W Wind Line 26.75 27.00 46.9 Block 1 E 1 E->W Wind Line 26.75 27.00 62.6 Block 1 E Min E->W Wind Line 27.00 33.75 51.7 45.0 Block 1 E 1 E->W Wind Line 27.00 33.75 62.6 69.4 Block 1 E 2 E->W Wind Line 27.00 33.75 46.9 52.0 Block 1 E 2 E->W Wind Line 27.00 33.75 46.9 52.0 Block 1 E 1 E->W Wind Line 27.00 33.75 62.6 69.4 Block 1 E Min E->W Wind Line 27.00 33.75 51.7 45.0 Block 1 E 2 E->W Wind Line 33.75 40.25 52.0 56.9 Block 1 E Min E->W Wind Line 33.75 40.25 45.0 38.5 Block 1 E 1 E->W Wind Line 33.75 40.25 69.4 75.9 Block 1 E 1 E->W Wind Line 33.75 40.25 69.4 75.9 Block 1 E Min E->W Wind Line 33.75 40.25 45.0 38.5 Block 1 E 2 E->W Wind Line 33.75 40.25 52.0 56.9 Block 1 E Min E->W Wind Line 40.25 42.75 2.5 0.0 Block 1 E 2 E->W Wind Line 40.25 42.75 -1.9 0.0 9 Page 86 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E 2 E->W Wind Line 40.25 42.75 -1.9 0.0 Block 1 E Min E->W Wind Line 40.25 42.75 2.5 0.0 Block 1 E 1 E->W Wind Line 40.25 42.75 -2.5 0.0 Block 1 E 1 E->W Wind Line 40.25 42.75 -2.5 0.0 Block 1 S 1 S->N Wind Line 0.50 1.50 0.0 -1.0 Block 1 S 1 S->N Wind Line 0.50 1.50 0.0 -1.0 Block 1 S 2 S->N Wind Line 0.50 1.50 0.0 -0.8 Block 1 S Min S->N Wind Line 0.50 1.50 0.0 1.0 Block 1 S 2 S->N Wind Line 0.50 1.50 0.0 -0.8 Block 1 S Min S->N Wind Line 0.50 1.50 0.0 1.0 Block 1 S 1 S->N Wind Line 1.50 3.00 77.4 75.9 Block 1 S Min S->N Wind Line 1.50 3.00 37.0 38.5 Block 1 S 2 S->N Wind Line 1.50 3.00 58.1 56.9 Block 1 S 2 S->N Wind Line 1.50 3.00 58.1 56.9 Block 1 S Min S->N Wind Line 1.50 3.00 37.0 38.5 Block 1 S 1 S->N Wind Line 1.50 3.00 77.4 75.9 Block 1 S 1 S->N Wind Line 3.00 4.00 154.3 153.3 Block 1 S Min S->N Wind Line 3.00 4.00 74.5 75.5 Block 1 S 2 S->N Wind Line 3.00 4.00 115.7 115.0 Block 1 S 1 S->N Wind Line 3.00 4.00 154.3 153.3 Block 1 S 2 S->N Wind Line 3.00 4.00 115.7 115.0 Block 1 S Min S->N Wind Line 3.00 4.00 74.5 75.5 Block 1 S 1 S->N Wind Line 4.00 4.50 153.3 152.8 Block 1 S Min S->N Wind Line 4.00 4.50 75.5 76.0 Block 1 S 2 S->N Wind Line 4.00 4.50 115.0 114.6 Block 1 S 2 S->N Wind Line 4.00 4.50 115.0 114.6 Block 1 S 1 S->N Wind Line 4.00 4.50 153.3 152.8 Block 1 S Min S->N Wind Line 4.00 4.50 75.5 76.0 Block 1 S Min S->N Wind Line 4.50 16.25 40.0 51.7 Block 1 S 2 S->N Wind Line 4.50 16.25 55.8 46.9 Block 1 S 1 S->N Wind Line 4.50 16.25 74.4 62.6 Block 1 S 1 S->N Wind Line 4.50 16.25 74.4 62.6 Block 1 S Min S->N Wind Line 4.50 16.25 40.0 51.7 Block 1 S 2 S->N Wind Line 4.50 16.25 55.8 46.9 Block 1 S 1 S->N Wind Line 16.25 16.50 62.6 62.8 Block 1 S Min S->N Wind Line 16.25 16.50 51.7 51.5 Block 1 S 2 S->N Wind Line 16.25 16.50 46.9 47.1 Block 1 S 1 S->N Wind Line 16.25 16.50 62.6 62.8 Block 1 S 2 S->N Wind Line 16.25 16.50 46.9 47.1 Block 1 S Min S->N Wind Line 16.25 16.50 51.7 51.5 Block 1 S 1 S->N Wind Line 16.50 27.75 62.8 74.1 Block 1 S 2 S->N Wind Line 16.50 27.75 47.1 55.6 Block 1 S Min S->N Wind Line 16.50 27.75 51.5 40.2 Block 1 S 1 S->N Wind Line 16.50 27.75 62.8 74.1 Block 1 S 2 S->N Wind Line 16.50 27.75 47.1 55.6 Block 1 S Min S->N Wind Line 16.50 27.75 51.5 40.2 Block 1 S Min S->N Wind Line 27.75 30.00 112.2 110.0 Block 1 S Min S->N Wind Line 27.75 30.00 112.2 110.0 Block 1 S 1 S->N Wind Line 27.75 30.00 231.0 233.2 Block 1 S 1 S->N Wind Line 27.75 30.00 231.0 233.2 Block 1 S 2 S->N Wind Line 27.75 30.00 173.2 174.9 Block 1 S 2 S->N Wind Line 27.75 30.00 173.2 174.9 Block 1 S 2 S->N Wind Line 30.00 32.00 -1.5 0.0 Block 1 S 1 S->N Wind Line 30.00 32.00 -2.0 0.0 Block 1 S Min S->N Wind Line 30.00 32.00 2.0 0.0 Block 1 S Min S->N Wind Line 30.00 32.00 2.0 0.0 Block 1 S 2 S->N Wind Line 30.00 32.00 -1.5 0.0 Block 1 S 1 S->N Wind Line 30.00 32.00 -2.0 0.0 Block 1 N 2 S->N Lee Line 0.50 1.50 0.0 2.4 Block 1 N 1 S->N Lee Line 0.50 1.50 0.0 3.2 Block 1 N 2 S->N Lee Line 0.50 1.50 0.0 2.4 Block 1 N 1 S->N Lee Line 0.50 1.50 0.0 3.2 Block 1 N Min S->N Lee Line 0.50 1.50 0.0 1.0 Block 1 N Min S->N Lee Line 0.50 1.50 0.0 1.0 Block 1 N Min S->N Lee Line 1.50 3.00 37.0 38.5 Block 1 N Min S->N Lee Line 1.50 3.00 37.0 38.5 Block 1 N 2 S->N Lee Line 1.50 3.00 33.4 37.0 Block 1 N 2 S->N Lee Line 1.50 3.00 33.4 37.0 Block 1 N 1 S->N Lee Line 1.50 3.00 44.6 49.3 Block 1 N 1 S->N Lee Line 1.50 3.00 44.6 49.3 Block 1 N 2 S->N Lee Line 3.00 4.50 68.0 71.6 Block 1 N Min S->N Lee Line 3.00 4.50 74.5 76.0 Block 1 N Min S->N Lee Line 3.00 4.50 74.5 76.0 Block 1 N 2 S->N Lee Line 3.00 4.50 68.0 71.6 Block 1 N 1 S->N Lee Line 3.00 4.50 90.7 95.5 Block 1 N 1 S->N Lee Line 3.00 4.50 90.7 95.5 Block 1 N 2 S->N Lee Line 4.50 11.50 40.6 57.3 10 Page 87 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 N 1 S->N Lee Line 4.50 11.50 54.1 76.4 Block 1 N 2 S->N Lee Line 4.50 11.50 40.6 57.3 Block 1 N Min S->N Lee Line 4.50 11.50 40.0 47.0 Block 1 N Min S->N Lee Line 4.50 11.50 40.0 47.0 Block 1 N 1 S->N Lee Line 4.50 11.50 54.1 76.4 Block 1 N 1 S->N Lee Line 11.50 16.25 76.4 91.6 Block 1 N 2 S->N Lee Line 11.50 16.25 57.3 68.7 Block 1 N 2 S->N Lee Line 11.50 16.25 57.3 68.7 Block 1 N Min S->N Lee Line 11.50 16.25 47.0 51.7 Block 1 N Min S->N Lee Line 11.50 16.25 47.0 51.7 Block 1 N 1 S->N Lee Line 11.50 16.25 76.4 91.6 Block 1 N 1 S->N Lee Line 16.25 27.75 91.6 54.9 Block 1 N 2 S->N Lee Line 16.25 27.75 68.7 41.2 Block 1 N Min S->N Lee Line 16.25 27.75 51.7 40.2 Block 1 N 1 S->N Lee Line 16.25 27.75 91.6 54.9 Block 1 N 2 S->N Lee Line 16.25 27.75 68.7 41.2 Block 1 N Min S->N Lee Line 16.25 27.75 51.7 40.2 Block 1 N 2 S->N Lee Line 27.75 30.00 103.3 97.9 Block 1 N Min S->N Lee Line 27.75 30.00 112.2 110.0 Block 1 N 1 S->N Lee Line 27.75 30.00 137.7 130.5 Block 1 N 1 S->N Lee Line 27.75 30.00 137.7 130.5 Block 1 N 2 S->N Lee Line 27.75 30.00 103.3 97.9 Block 1 N Min S->N Lee Line 27.75 30.00 112.2 110.0 Block 1 N 1 S->N Lee Line 30.00 32.00 6.4 0.0 Block 1 N 2 S->N Lee Line 30.00 32.00 4.8 0.0 Block 1 N Min S->N Lee Line 30.00 32.00 2.0 0.0 Block 1 N Min S->N Lee Line 30.00 32.00 2.0 0.0 Block 1 N 2 S->N Lee Line 30.00 32.00 4.8 0.0 Block 1 N 1 S->N Lee Line 30.00 32.00 6.4 0.0 Block 1 S Min N->S Lee Line 0.50 1.50 0.0 1.0 Block 1 S 2 N->S Lee Line 0.50 1.50 0.0 2.4 Block 1 S 2 N->S Lee Line 0.50 1.50 0.0 2.4 Block 1 S 1 N->S Lee Line 0.50 1.50 0.0 3.2 Block 1 S 1 N->S Lee Line 0.50 1.50 0.0 3.2 Block 1 S Min N->S Lee Line 0.50 1.50 0.0 1.0 Block 1 S 1 N->S Lee Line 1.50 3.00 44.6 49.3 Block 1 S Min N->S Lee Line 1.50 3.00 37.0 38.5 Block 1 S 2 N->S Lee Line 1.50 3.00 33.4 37.0 Block 1 S 2 N->S Lee Line 1.50 3.00 33.4 37.0 Block 1 S 1 N->S Lee Line 1.50 3.00 44.6 49.3 Block 1 S Min N->S Lee Line 1.50 3.00 37.0 38.5 Block 1 S 2 N->S Lee Line 3.00 4.00 68.0 70.4 Block 1 S 1 N->S Lee Line 3.00 4.00 90.7 93.9 Block 1 S 2 N->S Lee Line 3.00 4.00 68.0 70.4 Block 1 S Min N->S Lee Line 3.00 4.00 74.5 75.5 Block 1 S 1 N->S Lee Line 3.00 4.00 90.7 93.9 Block 1 S Min N->S Lee Line 3.00 4.00 74.5 75.5 Block 1 S 2 N->S Lee Line 4.00 4.50 70.4 71.6 Block 1 S 1 N->S Lee Line 4.00 4.50 93.9 95.5 Block 1 S Min N->S Lee Line 4.00 4.50 75.5 76.0 Block 1 S 2 N->S Lee Line 4.00 4.50 70.4 71.6 Block 1 S 1 N->S Lee Line 4.00 4.50 93.9 95.5 Block 1 S Min N->S Lee Line 4.00 4.50 75.5 76.0 Block 1 S Min N->S Lee Line 4.50 16.25 40.0 51.7 Block 1 S 2 N->S Lee Line 4.50 16.25 40.6 68.7 Block 1 S 1 N->S Lee Line 4.50 16.25 54.1 91.6 Block 1 S Min N->S Lee Line 4.50 16.25 40.0 51.7 Block 1 S 2 N->S Lee Line 4.50 16.25 40.6 68.7 Block 1 S 1 N->S Lee Line 4.50 16.25 54.1 91.6 Block 1 S Min N->S Lee Line 16.25 16.50 51.7 51.5 Block 1 S 1 N->S Lee Line 16.25 16.50 91.6 90.8 Block 1 S 2 N->S Lee Line 16.25 16.50 68.7 68.1 Block 1 S 2 N->S Lee Line 16.25 16.50 68.7 68.1 Block 1 S Min N->S Lee Line 16.25 16.50 51.7 51.5 Block 1 S 1 N->S Lee Line 16.25 16.50 91.6 90.8 Block 1 S 2 N->S Lee Line 16.50 27.75 68.1 41.2 Block 1 S Min N->S Lee Line 16.50 27.75 51.5 40.2 Block 1 S 1 N->S Lee Line 16.50 27.75 90.8 54.9 Block 1 S Min N->S Lee Line 16.50 27.75 51.5 40.2 Block 1 S 1 N->S Lee Line 16.50 27.75 90.8 54.9 Block 1 S 2 N->S Lee Line 16.50 27.75 68.1 41.2 Block 1 S 2 N->S Lee Line 27.75 30.00 103.3 97.9 Block 1 S 1 N->S Lee Line 27.75 30.00 137.7 130.5 Block 1 S 2 N->S Lee Line 27.75 30.00 103.3 97.9 Block 1 S Min N->S Lee Line 27.75 30.00 112.2 110.0 Block 1 S 1 N->S Lee Line 27.75 30.00 137.7 130.5 Block 1 S Min N->S Lee Line 27.75 30.00 112.2 110.0 11 Page 88 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S Min N->S Lee Line 30.00 32.00 2.0 0.0 Block 1 S 1 N->S Lee Line 30.00 32.00 6.4 0.0 Block 1 S 2 N->S Lee Line 30.00 32.00 4.8 0.0 Block 1 S Min N->S Lee Line 30.00 32.00 2.0 0.0 Block 1 S 2 N->S Lee Line 30.00 32.00 4.8 0.0 Block 1 S 1 N->S Lee Line 30.00 32.00 6.4 0.0 Block 1 N 1 N->S Wind Line 0.50 1.50 0.0 -1.0 Block 1 N Min N->S Wind Line 0.50 1.50 0.0 1.0 Block 1 N 2 N->S Wind Line 0.50 1.50 0.0 -0.8 Block 1 N 1 N->S Wind Line 0.50 1.50 0.0 -1.0 Block 1 N Min N->S Wind Line 0.50 1.50 0.0 1.0 Block 1 N 2 N->S Wind Line 0.50 1.50 0.0 -0.8 Block 1 N Min N->S Wind Line 1.50 3.00 37.0 38.5 Block 1 N 2 N->S Wind Line 1.50 3.00 58.1 56.9 Block 1 N 1 N->S Wind Line 1.50 3.00 77.4 75.9 Block 1 N 1 N->S Wind Line 1.50 3.00 77.4 75.9 Block 1 N Min N->S Wind Line 1.50 3.00 37.0 38.5 Block 1 N 2 N->S Wind Line 1.50 3.00 58.1 56.9 Block 1 N 2 N->S Wind Line 3.00 4.50 115.7 114.6 Block 1 N 1 N->S Wind Line 3.00 4.50 154.3 152.8 Block 1 N Min N->S Wind Line 3.00 4.50 74.5 76.0 Block 1 N 1 N->S Wind Line 3.00 4.50 154.3 152.8 Block 1 N 2 N->S Wind Line 3.00 4.50 115.7 114.6 Block 1 N Min N->S Wind Line 3.00 4.50 74.5 76.0 Block 1 N 1 N->S Wind Line 4.50 11.50 74.4 67.4 Block 1 N 2 N->S Wind Line 4.50 11.50 55.8 50.5 Block 1 N Min N->S Wind Line 4.50 11.50 40.0 47.0 Block 1 N 2 N->S Wind Line 4.50 11.50 55.8 50.5 Block 1 N 1 N->S Wind Line 4.50 11.50 74.4 67.4 Block 1 N Min N->S Wind Line 4.50 11.50 40.0 47.0 Block 1 N 1 N->S Wind Line 11.50 16.25 67.4 62.6 Block 1 N Min N->S Wind Line 11.50 16.25 47.0 51.7 Block 1 N 1 N->S Wind Line 11.50 16.25 67.4 62.6 Block 1 N 2 N->S Wind Line 11.50 16.25 50.5 46.9 Block 1 N 2 N->S Wind Line 11.50 16.25 50.5 46.9 Block 1 N Min N->S Wind Line 11.50 16.25 47.0 51.7 Block 1 N Min N->S Wind Line 16.25 27.75 51.7 40.2 Block 1 N 2 N->S Wind Line 16.25 27.75 46.9 55.6 Block 1 N 1 N->S Wind Line 16.25 27.75 62.6 74.1 Block 1 N Min N->S Wind Line 16.25 27.75 51.7 40.2 Block 1 N 1 N->S Wind Line 16.25 27.75 62.6 74.1 Block 1 N 2 N->S Wind Line 16.25 27.75 46.9 55.6 Block 1 N Min N->S Wind Line 27.75 30.00 112.2 110.0 Block 1 N 1 N->S Wind Line 27.75 30.00 231.0 233.2 Block 1 N 1 N->S Wind Line 27.75 30.00 231.0 233.2 Block 1 N Min N->S Wind Line 27.75 30.00 112.2 110.0 Block 1 N 2 N->S Wind Line 27.75 30.00 173.2 174.9 Block 1 N 2 N->S Wind Line 27.75 30.00 173.2 174.9 Block 1 N 2 N->S Wind Line 30.00 32.00 -1.5 0.0 Block 1 N 1 N->S Wind Line 30.00 32.00 -2.0 0.0 Block 1 N Min N->S Wind Line 30.00 32.00 2.0 0.0 Block 1 N Min N->S Wind Line 30.00 32.00 2.0 0.0 Block 1 N 2 N->S Wind Line 30.00 32.00 -1.5 0.0 Block 1 N 1 N->S Wind Line 30.00 32.00 -2.0 0.0 Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W 1 W->E Wind Line -1.50 0.00 88.0 Block 1 W Min W->E Wind Line -1.50 0.00 44.0 Block 1 W 1 W->E Wind Line -1.50 0.00 88.0 Block 1 W 2 W->E Wind Line -1.50 0.00 66.0 Block 1 W 2 W->E Wind Line -1.50 0.00 66.0 Block 1 W Min W->E Wind Line -1.50 0.00 44.0 Block 1 W 1 W->E Wind Line 0.00 1.00 163.7 Block 1 W Min W->E Wind Line 0.00 1.00 80.0 Block 1 W Min W->E Wind Line 0.00 1.00 80.0 Block 1 W 2 W->E Wind Line 0.00 1.00 122.8 Block 1 W 1 W->E Wind Line 0.00 1.00 163.7 Block 1 W 2 W->E Wind Line 0.00 1.00 122.8 Block 1 W Min W->E Wind Line 1.00 16.75 80.0 Block 1 W Min W->E Wind Line 1.00 16.75 80.0 Block 1 W 2 W->E Wind Line 1.00 16.75 122.8 Block 1 W 2 W->E Wind Line 1.00 16.75 122.8 Block 1 W 1 W->E Wind Line 1.00 16.75 163.7 Block 1 W 1 W->E Wind Line 1.00 16.75 163.7 Block 1 W 2 W->E Wind Line 16.75 20.00 122.8 12 Page 89 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 1 W->E Wind Line 16.75 20.00 163.7 Block 1 W Min W->E Wind Line 16.75 20.00 80.0 Block 1 W 2 W->E Wind Line 16.75 20.00 122.8 Block 1 W 1 W->E Wind Line 16.75 20.00 163.7 Block 1 W Min W->E Wind Line 16.75 20.00 80.0 Block 1 W 1 W->E Wind Line 20.00 25.00 163.7 Block 1 W 2 W->E Wind Line 20.00 25.00 122.8 Block 1 W 1 W->E Wind Line 20.00 25.00 163.7 Block 1 W 2 W->E Wind Line 20.00 25.00 122.8 Block 1 W Min W->E Wind Line 20.00 25.00 80.0 Block 1 W Min W->E Wind Line 20.00 25.00 80.0 Block 1 W Min W->E Wind Line 25.00 26.25 80.0 Block 1 W 2 W->E Wind Line 25.00 26.25 122.8 Block 1 W Min W->E Wind Line 25.00 26.25 80.0 Block 1 W 1 W->E Wind Line 25.00 26.25 163.7 Block 1 W 2 W->E Wind Line 25.00 26.25 122.8 Block 1 W 1 W->E Wind Line 25.00 26.25 163.7 Block 1 W 1 W->E Wind Line 26.25 38.25 163.7 Block 1 W Min W->E Wind Line 26.25 38.25 80.0 Block 1 W 2 W->E Wind Line 26.25 38.25 122.8 Block 1 W Min W->E Wind Line 26.25 38.25 80.0 Block 1 W 1 W->E Wind Line 26.25 38.25 163.7 Block 1 W 2 W->E Wind Line 26.25 38.25 122.8 Block 1 W 2 W->E Wind Line 38.25 40.25 122.8 Block 1 W 2 W->E Wind Line 38.25 40.25 122.8 Block 1 W 1 W->E Wind Line 38.25 40.25 163.7 Block 1 W 1 W->E Wind Line 38.25 40.25 163.7 Block 1 W Min W->E Wind Line 38.25 40.25 80.0 Block 1 W Min W->E Wind Line 38.25 40.25 80.0 Block 1 W 1 W->E Wind Line 40.25 41.25 88.0 Block 1 W Min W->E Wind Line 40.25 41.25 44.0 Block 1 W Min W->E Wind Line 40.25 41.25 44.0 Block 1 W 1 W->E Wind Line 40.25 41.25 88.0 Block 1 W 2 W->E Wind Line 40.25 41.25 66.0 Block 1 W 2 W->E Wind Line 40.25 41.25 66.0 Block 1 E 2 W->E Lee Line -1.50 -0.50 46.2 Block 1 E Min W->E Lee Line -1.50 -0.50 44.0 Block 1 E 2 W->E Lee Line -1.50 -0.50 46.2 Block 1 E 1 W->E Lee Line -1.50 -0.50 61.6 Block 1 E 1 W->E Lee Line -1.50 -0.50 61.6 Block 1 E Min W->E Lee Line -1.50 -0.50 44.0 Block 1 E Min W->E Lee Line -0.50 0.00 44.0 Block 1 E Min W->E Lee Line -0.50 0.00 44.0 Block 1 E 2 W->E Lee Line -0.50 0.00 46.2 Block 1 E 1 W->E Lee Line -0.50 0.00 61.6 Block 1 E 1 W->E Lee Line -0.50 0.00 61.6 Block 1 E 2 W->E Lee Line -0.50 0.00 46.2 Block 1 E Min W->E Lee Line 0.00 7.75 80.0 Block 1 E 2 W->E Lee Line 0.00 7.75 84.0 Block 1 E 2 W->E Lee Line 0.00 7.75 84.0 Block 1 E Min W->E Lee Line 0.00 7.75 80.0 Block 1 E 1 W->E Lee Line 0.00 7.75 112.0 Block 1 E 1 W->E Lee Line 0.00 7.75 112.0 Block 1 E 1 W->E Lee Line 7.75 9.50 112.0 Block 1 E Min W->E Lee Line 7.75 9.50 80.0 Block 1 E Min W->E Lee Line 7.75 9.50 80.0 Block 1 E 2 W->E Lee Line 7.75 9.50 84.0 Block 1 E 2 W->E Lee Line 7.75 9.50 84.0 Block 1 E 1 W->E Lee Line 7.75 9.50 112.0 Block 1 E 2 W->E Lee Line 9.50 14.75 84.0 Block 1 E 1 W->E Lee Line 9.50 14.75 112.0 Block 1 E Min W->E Lee Line 9.50 14.75 80.0 Block 1 E 2 W->E Lee Line 9.50 14.75 84.0 Block 1 E Min W->E Lee Line 9.50 14.75 80.0 Block 1 E 1 W->E Lee Line 9.50 14.75 112.0 Block 1 E 1 W->E Lee Line 14.75 20.75 112.0 Block 1 E Min W->E Lee Line 14.75 20.75 80.0 Block 1 E Min W->E Lee Line 14.75 20.75 80.0 Block 1 E 2 W->E Lee Line 14.75 20.75 84.0 Block 1 E 2 W->E Lee Line 14.75 20.75 84.0 Block 1 E 1 W->E Lee Line 14.75 20.75 112.0 Block 1 E 2 W->E Lee Line 20.75 26.75 84.0 Block 1 E 1 W->E Lee Line 20.75 26.75 112.0 Block 1 E 2 W->E Lee Line 20.75 26.75 84.0 Block 1 E Min W->E Lee Line 20.75 26.75 80.0 Block 1 E Min W->E Lee Line 20.75 26.75 80.0 Block 1 E 1 W->E Lee Line 20.75 26.75 112.0 13 Page 90 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E Min W->E Lee Line 26.75 33.75 80.0 Block 1 E 2 W->E Lee Line 26.75 33.75 84.0 Block 1 E 1 W->E Lee Line 26.75 33.75 112.0 Block 1 E 2 W->E Lee Line 26.75 33.75 84.0 Block 1 E Min W->E Lee Line 26.75 33.75 80.0 Block 1 E 1 W->E Lee Line 26.75 33.75 112.0 Block 1 E Min W->E Lee Line 33.75 40.25 80.0 Block 1 E 2 W->E Lee Line 33.75 40.25 84.0 Block 1 E 1 W->E Lee Line 33.75 40.25 112.0 Block 1 E 2 W->E Lee Line 33.75 40.25 84.0 Block 1 E 1 W->E Lee Line 33.75 40.25 112.0 Block 1 E Min W->E Lee Line 33.75 40.25 80.0 Block 1 E 2 W->E Lee Line 40.25 41.25 46.2 Block 1 E 1 W->E Lee Line 40.25 41.25 61.6 Block 1 E Min W->E Lee Line 40.25 41.25 44.0 Block 1 E 2 W->E Lee Line 40.25 41.25 46.2 Block 1 E 1 W->E Lee Line 40.25 41.25 61.6 Block 1 E Min W->E Lee Line 40.25 41.25 44.0 Block 1 W Min E->W Lee Line -1.50 0.00 44.0 Block 1 W 1 E->W Lee Line -1.50 0.00 61.6 Block 1 W 2 E->W Lee Line -1.50 0.00 46.2 Block 1 W 1 E->W Lee Line -1.50 0.00 61.6 Block 1 W Min E->W Lee Line -1.50 0.00 44.0 Block 1 W 2 E->W Lee Line -1.50 0.00 46.2 Block 1 W 2 E->W Lee Line 0.00 1.00 84.0 Block 1 W Min E->W Lee Line 0.00 1.00 80.0 Block 1 W 2 E->W Lee Line 0.00 1.00 84.0 Block 1 W 1 E->W Lee Line 0.00 1.00 112.0 Block 1 W 1 E->W Lee Line 0.00 1.00 112.0 Block 1 W Min E->W Lee Line 0.00 1.00 80.0 Block 1 W Min E->W Lee Line 1.00 16.75 80.0 Block 1 W 2 E->W Lee Line 1.00 16.75 84.0 Block 1 W Min E->W Lee Line 1.00 16.75 80.0 Block 1 W 1 E->W Lee Line 1.00 16.75 112.0 Block 1 W 1 E->W Lee Line 1.00 16.75 112.0 Block 1 W 2 E->W Lee Line 1.00 16.75 84.0 Block 1 W 1 E->W Lee Line 16.75 20.00 112.0 Block 1 W 2 E->W Lee Line 16.75 20.00 84.0 Block 1 W 1 E->W Lee Line 16.75 20.00 112.0 Block 1 W Min E->W Lee Line 16.75 20.00 80.0 Block 1 W 2 E->W Lee Line 16.75 20.00 84.0 Block 1 W Min E->W Lee Line 16.75 20.00 80.0 Block 1 W 1 E->W Lee Line 20.00 25.00 112.0 Block 1 W 2 E->W Lee Line 20.00 25.00 84.0 Block 1 W Min E->W Lee Line 20.00 25.00 80.0 Block 1 W Min E->W Lee Line 20.00 25.00 80.0 Block 1 W 1 E->W Lee Line 20.00 25.00 112.0 Block 1 W 2 E->W Lee Line 20.00 25.00 84.0 Block 1 W 2 E->W Lee Line 25.00 26.25 84.0 Block 1 W 1 E->W Lee Line 25.00 26.25 112.0 Block 1 W 2 E->W Lee Line 25.00 26.25 84.0 Block 1 W Min E->W Lee Line 25.00 26.25 80.0 Block 1 W Min E->W Lee Line 25.00 26.25 80.0 Block 1 W 1 E->W Lee Line 25.00 26.25 112.0 Block 1 W Min E->W Lee Line 26.25 38.25 80.0 Block 1 W Min E->W Lee Line 26.25 38.25 80.0 Block 1 W 1 E->W Lee Line 26.25 38.25 112.0 Block 1 W 2 E->W Lee Line 26.25 38.25 84.0 Block 1 W 1 E->W Lee Line 26.25 38.25 112.0 Block 1 W 2 E->W Lee Line 26.25 38.25 84.0 Block 1 W Min E->W Lee Line 38.25 40.25 80.0 Block 1 W 2 E->W Lee Line 38.25 40.25 84.0 Block 1 W 1 E->W Lee Line 38.25 40.25 112.0 Block 1 W 1 E->W Lee Line 38.25 40.25 112.0 Block 1 W Min E->W Lee Line 38.25 40.25 80.0 Block 1 W 2 E->W Lee Line 38.25 40.25 84.0 Block 1 W Min E->W Lee Line 40.25 41.25 44.0 Block 1 W 2 E->W Lee Line 40.25 41.25 46.2 Block 1 W 1 E->W Lee Line 40.25 41.25 61.6 Block 1 W 1 E->W Lee Line 40.25 41.25 61.6 Block 1 W Min E->W Lee Line 40.25 41.25 44.0 Block 1 W 2 E->W Lee Line 40.25 41.25 46.2 Block 1 E 2 E->W Wind Line -1.50 -0.50 66.0 Block 1 E Min E->W Wind Line -1.50 -0.50 44.0 Block 1 E 2 E->W Wind Line -1.50 -0.50 66.0 Block 1 E 1 E->W Wind Line -1.50 -0.50 88.0 Block 1 E 1 E->W Wind Line -1.50 -0.50 88.0 14 Page 91 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E Min E->W Wind Line -1.50 -0.50 44.0 Block 1 E Min E->W Wind Line -0.50 0.00 44.0 Block 1 E 2 E->W Wind Line -0.50 0.00 66.0 Block 1 E 2 E->W Wind Line -0.50 0.00 66.0 Block 1 E 1 E->W Wind Line -0.50 0.00 88.0 Block 1 E 1 E->W Wind Line -0.50 0.00 88.0 Block 1 E Min E->W Wind Line -0.50 0.00 44.0 Block 1 E Min E->W Wind Line 0.00 7.75 80.0 Block 1 E 1 E->W Wind Line 0.00 7.75 163.7 Block 1 E 2 E->W Wind Line 0.00 7.75 122.8 Block 1 E 1 E->W Wind Line 0.00 7.75 163.7 Block 1 E 2 E->W Wind Line 0.00 7.75 122.8 Block 1 E Min E->W Wind Line 0.00 7.75 80.0 Block 1 E 2 E->W Wind Line 7.75 9.50 122.8 Block 1 E 1 E->W Wind Line 7.75 9.50 163.7 Block 1 E 1 E->W Wind Line 7.75 9.50 163.7 Block 1 E Min E->W Wind Line 7.75 9.50 80.0 Block 1 E Min E->W Wind Line 7.75 9.50 80.0 Block 1 E 2 E->W Wind Line 7.75 9.50 122.8 Block 1 E 1 E->W Wind Line 9.50 14.75 163.7 Block 1 E 2 E->W Wind Line 9.50 14.75 122.8 Block 1 E Min E->W Wind Line 9.50 14.75 80.0 Block 1 E 1 E->W Wind Line 9.50 14.75 163.7 Block 1 E Min E->W Wind Line 9.50 14.75 80.0 Block 1 E 2 E->W Wind Line 9.50 14.75 122.8 Block 1 E 2 E->W Wind Line 14.75 20.75 122.8 Block 1 E 1 E->W Wind Line 14.75 20.75 163.7 Block 1 E Min E->W Wind Line 14.75 20.75 80.0 Block 1 E 1 E->W Wind Line 14.75 20.75 163.7 Block 1 E Min E->W Wind Line 14.75 20.75 80.0 Block 1 E 2 E->W Wind Line 14.75 20.75 122.8 Block 1 E 2 E->W Wind Line 20.75 26.75 122.8 Block 1 E Min E->W Wind Line 20.75 26.75 80.0 Block 1 E 1 E->W Wind Line 20.75 26.75 163.7 Block 1 E Min E->W Wind Line 20.75 26.75 80.0 Block 1 E 1 E->W Wind Line 20.75 26.75 163.7 Block 1 E 2 E->W Wind Line 20.75 26.75 122.8 Block 1 E 1 E->W Wind Line 26.75 33.75 163.7 Block 1 E Min E->W Wind Line 26.75 33.75 80.0 Block 1 E 1 E->W Wind Line 26.75 33.75 163.7 Block 1 E Min E->W Wind Line 26.75 33.75 80.0 Block 1 E 2 E->W Wind Line 26.75 33.75 122.8 Block 1 E 2 E->W Wind Line 26.75 33.75 122.8 Block 1 E 1 E->W Wind Line 33.75 40.25 163.7 Block 1 E Min E->W Wind Line 33.75 40.25 80.0 Block 1 E 2 E->W Wind Line 33.75 40.25 122.8 Block 1 E Min E->W Wind Line 33.75 40.25 80.0 Block 1 E 2 E->W Wind Line 33.75 40.25 122.8 Block 1 E 1 E->W Wind Line 33.75 40.25 163.7 Block 1 E 1 E->W Wind Line 40.25 41.25 88.0 Block 1 E Min E->W Wind Line 40.25 41.25 44.0 Block 1 E 1 E->W Wind Line 40.25 41.25 88.0 Block 1 E 2 E->W Wind Line 40.25 41.25 66.0 Block 1 E 2 E->W Wind Line 40.25 41.25 66.0 Block 1 E Min E->W Wind Line 40.25 41.25 44.0 Block 1 S 2 S->N Wind Line -2.00 0.00 66.0 Block 1 S 1 S->N Wind Line -2.00 0.00 88.0 Block 1 S 1 S->N Wind Line -2.00 0.00 88.0 Block 1 S Min S->N Wind Line -2.00 0.00 44.0 Block 1 S Min S->N Wind Line -2.00 0.00 44.0 Block 1 S 2 S->N Wind Line -2.00 0.00 66.0 Block 1 S 2 S->N Wind Line 0.00 1.50 66.0 Block 1 S 1 S->N Wind Line 0.00 1.50 88.0 Block 1 S Min S->N Wind Line 0.00 1.50 44.0 Block 1 S 1 S->N Wind Line 0.00 1.50 88.0 Block 1 S Min S->N Wind Line 0.00 1.50 44.0 Block 1 S 2 S->N Wind Line 0.00 1.50 66.0 Block 1 S 1 S->N Wind Line 1.50 3.00 163.7 Block 1 S 2 S->N Wind Line 1.50 3.00 122.8 Block 1 S Min S->N Wind Line 1.50 3.00 80.0 Block 1 S 2 S->N Wind Line 1.50 3.00 122.8 Block 1 S 1 S->N Wind Line 1.50 3.00 163.7 Block 1 S Min S->N Wind Line 1.50 3.00 80.0 Block 1 S Min S->N Wind Line 3.00 4.00 116.0 Block 1 S Min S->N Wind Line 3.00 4.00 116.0 Block 1 S 1 S->N Wind Line 3.00 4.00 239.4 Block 1 S 2 S->N Wind Line 3.00 4.00 179.5 15 Page 92 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 1 S->N Wind Line 3.00 4.00 239.4 Block 1 S 2 S->N Wind Line 3.00 4.00 179.5 Block 1 S 1 S->N Wind Line 4.00 4.50 239.4 Block 1 S Min S->N Wind Line 4.00 4.50 116.0 Block 1 S Min S->N Wind Line 4.00 4.50 116.0 Block 1 S 1 S->N Wind Line 4.00 4.50 239.4 Block 1 S 2 S->N Wind Line 4.00 4.50 179.5 Block 1 S 2 S->N Wind Line 4.00 4.50 179.5 Block 1 S 2 S->N Wind Line 4.50 16.50 122.8 Block 1 S Min S->N Wind Line 4.50 16.50 80.0 Block 1 S 1 S->N Wind Line 4.50 16.50 163.7 Block 1 S 1 S->N Wind Line 4.50 16.50 163.7 Block 1 S Min S->N Wind Line 4.50 16.50 80.0 Block 1 S 2 S->N Wind Line 4.50 16.50 122.8 Block 1 S Min S->N Wind Line 16.50 20.50 80.0 Block 1 S 1 S->N Wind Line 16.50 20.50 163.7 Block 1 S 2 S->N Wind Line 16.50 20.50 122.8 Block 1 S 2 S->N Wind Line 16.50 20.50 122.8 Block 1 S Min S->N Wind Line 16.50 20.50 80.0 Block 1 S 1 S->N Wind Line 16.50 20.50 163.7 Block 1 S 1 S->N Wind Line 20.50 27.75 163.7 Block 1 S 2 S->N Wind Line 20.50 27.75 122.8 Block 1 S 1 S->N Wind Line 20.50 27.75 163.7 Block 1 S Min S->N Wind Line 20.50 27.75 80.0 Block 1 S Min S->N Wind Line 20.50 27.75 80.0 Block 1 S 2 S->N Wind Line 20.50 27.75 122.8 Block 1 S 1 S->N Wind Line 27.75 30.00 315.0 Block 1 S Min S->N Wind Line 27.75 30.00 152.0 Block 1 S 2 S->N Wind Line 27.75 30.00 236.3 Block 1 S Min S->N Wind Line 27.75 30.00 152.0 Block 1 S 1 S->N Wind Line 27.75 30.00 315.0 Block 1 S 2 S->N Wind Line 27.75 30.00 236.3 Block 1 S 2 S->N Wind Line 30.00 31.50 66.0 Block 1 S Min S->N Wind Line 30.00 31.50 44.0 Block 1 S 1 S->N Wind Line 30.00 31.50 88.0 Block 1 S 1 S->N Wind Line 30.00 31.50 88.0 Block 1 S Min S->N Wind Line 30.00 31.50 44.0 Block 1 S 2 S->N Wind Line 30.00 31.50 66.0 Block 1 S 1 S->N Wind Line 31.50 32.50 88.0 Block 1 S 1 S->N Wind Line 31.50 32.50 88.0 Block 1 S 2 S->N Wind Line 31.50 32.50 66.0 Block 1 S Min S->N Wind Line 31.50 32.50 44.0 Block 1 S 2 S->N Wind Line 31.50 32.50 66.0 Block 1 S Min S->N Wind Line 31.50 32.50 44.0 Block 1 N 1 S->N Lee Line -2.00 1.50 50.6 Block 1 N 1 S->N Lee Line -2.00 1.50 50.6 Block 1 N Min S->N Lee Line -2.00 1.50 44.0 Block 1 N 2 S->N Lee Line -2.00 1.50 37.9 Block 1 N 2 S->N Lee Line -2.00 1.50 37.9 Block 1 N Min S->N Lee Line -2.00 1.50 44.0 Block 1 N Min S->N Lee Line 1.50 3.00 80.0 Block 1 N 1 S->N Lee Line 1.50 3.00 91.9 Block 1 N 2 S->N Lee Line 1.50 3.00 69.0 Block 1 N Min S->N Lee Line 1.50 3.00 80.0 Block 1 N 2 S->N Lee Line 1.50 3.00 69.0 Block 1 N 1 S->N Lee Line 1.50 3.00 91.9 Block 1 N 1 S->N Lee Line 3.00 4.50 133.3 Block 1 N 2 S->N Lee Line 3.00 4.50 100.0 Block 1 N Min S->N Lee Line 3.00 4.50 116.0 Block 1 N 2 S->N Lee Line 3.00 4.50 100.0 Block 1 N Min S->N Lee Line 3.00 4.50 116.0 Block 1 N 1 S->N Lee Line 3.00 4.50 133.3 Block 1 N 1 S->N Lee Line 4.50 11.50 91.9 Block 1 N 2 S->N Lee Line 4.50 11.50 69.0 Block 1 N 2 S->N Lee Line 4.50 11.50 69.0 Block 1 N Min S->N Lee Line 4.50 11.50 80.0 Block 1 N 1 S->N Lee Line 4.50 11.50 91.9 Block 1 N Min S->N Lee Line 4.50 11.50 80.0 Block 1 N 1 S->N Lee Line 11.50 16.50 91.9 Block 1 N 2 S->N Lee Line 11.50 16.50 69.0 Block 1 N Min S->N Lee Line 11.50 16.50 80.0 Block 1 N Min S->N Lee Line 11.50 16.50 80.0 Block 1 N 1 S->N Lee Line 11.50 16.50 91.9 Block 1 N 2 S->N Lee Line 11.50 16.50 69.0 Block 1 N 2 S->N Lee Line 16.50 27.75 69.0 Block 1 N 1 S->N Lee Line 16.50 27.75 91.9 Block 1 N 2 S->N Lee Line 16.50 27.75 69.0 16 Page 93 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 N 1 S->N Lee Line 16.50 27.75 91.9 Block 1 N Min S->N Lee Line 16.50 27.75 80.0 Block 1 N Min S->N Lee Line 16.50 27.75 80.0 Block 1 N 2 S->N Lee Line 27.75 30.00 131.0 Block 1 N Min S->N Lee Line 27.75 30.00 152.0 Block 1 N 1 S->N Lee Line 27.75 30.00 174.7 Block 1 N 1 S->N Lee Line 27.75 30.00 174.7 Block 1 N 2 S->N Lee Line 27.75 30.00 131.0 Block 1 N Min S->N Lee Line 27.75 30.00 152.0 Block 1 N Min S->N Lee Line 30.00 31.50 44.0 Block 1 N Min S->N Lee Line 30.00 31.50 44.0 Block 1 N 2 S->N Lee Line 30.00 31.50 37.9 Block 1 N 1 S->N Lee Line 30.00 31.50 50.6 Block 1 N 2 S->N Lee Line 30.00 31.50 37.9 Block 1 N 1 S->N Lee Line 30.00 31.50 50.6 Block 1 N 1 S->N Lee Line 31.50 32.50 50.6 Block 1 N 2 S->N Lee Line 31.50 32.50 37.9 Block 1 N 2 S->N Lee Line 31.50 32.50 37.9 Block 1 N 1 S->N Lee Line 31.50 32.50 50.6 Block 1 N Min S->N Lee Line 31.50 32.50 44.0 Block 1 N Min S->N Lee Line 31.50 32.50 44.0 Block 1 S 2 N->S Lee Line -2.00 0.00 37.9 Block 1 S 1 N->S Lee Line -2.00 0.00 50.6 Block 1 S Min N->S Lee Line -2.00 0.00 44.0 Block 1 S 2 N->S Lee Line -2.00 0.00 37.9 Block 1 S Min N->S Lee Line -2.00 0.00 44.0 Block 1 S 1 N->S Lee Line -2.00 0.00 50.6 Block 1 S 1 N->S Lee Line 0.00 1.50 50.6 Block 1 S 1 N->S Lee Line 0.00 1.50 50.6 Block 1 S Min N->S Lee Line 0.00 1.50 44.0 Block 1 S 2 N->S Lee Line 0.00 1.50 37.9 Block 1 S Min N->S Lee Line 0.00 1.50 44.0 Block 1 S 2 N->S Lee Line 0.00 1.50 37.9 Block 1 S 1 N->S Lee Line 1.50 3.00 91.9 Block 1 S 2 N->S Lee Line 1.50 3.00 69.0 Block 1 S 2 N->S Lee Line 1.50 3.00 69.0 Block 1 S Min N->S Lee Line 1.50 3.00 80.0 Block 1 S 1 N->S Lee Line 1.50 3.00 91.9 Block 1 S Min N->S Lee Line 1.50 3.00 80.0 Block 1 S Min N->S Lee Line 3.00 4.00 116.0 Block 1 S 1 N->S Lee Line 3.00 4.00 133.3 Block 1 S 2 N->S Lee Line 3.00 4.00 100.0 Block 1 S Min N->S Lee Line 3.00 4.00 116.0 Block 1 S 1 N->S Lee Line 3.00 4.00 133.3 Block 1 S 2 N->S Lee Line 3.00 4.00 100.0 Block 1 S 1 N->S Lee Line 4.00 4.50 133.3 Block 1 S 2 N->S Lee Line 4.00 4.50 100.0 Block 1 S Min N->S Lee Line 4.00 4.50 116.0 Block 1 S 2 N->S Lee Line 4.00 4.50 100.0 Block 1 S 1 N->S Lee Line 4.00 4.50 133.3 Block 1 S Min N->S Lee Line 4.00 4.50 116.0 Block 1 S Min N->S Lee Line 4.50 16.50 80.0 Block 1 S 2 N->S Lee Line 4.50 16.50 69.0 Block 1 S 1 N->S Lee Line 4.50 16.50 91.9 Block 1 S 1 N->S Lee Line 4.50 16.50 91.9 Block 1 S Min N->S Lee Line 4.50 16.50 80.0 Block 1 S 2 N->S Lee Line 4.50 16.50 69.0 Block 1 S 1 N->S Lee Line 16.50 20.50 91.9 Block 1 S 2 N->S Lee Line 16.50 20.50 69.0 Block 1 S Min N->S Lee Line 16.50 20.50 80.0 Block 1 S 2 N->S Lee Line 16.50 20.50 69.0 Block 1 S Min N->S Lee Line 16.50 20.50 80.0 Block 1 S 1 N->S Lee Line 16.50 20.50 91.9 Block 1 S 1 N->S Lee Line 20.50 27.75 91.9 Block 1 S 2 N->S Lee Line 20.50 27.75 69.0 Block 1 S 1 N->S Lee Line 20.50 27.75 91.9 Block 1 S Min N->S Lee Line 20.50 27.75 80.0 Block 1 S Min N->S Lee Line 20.50 27.75 80.0 Block 1 S 2 N->S Lee Line 20.50 27.75 69.0 Block 1 S 2 N->S Lee Line 27.75 30.00 131.0 Block 1 S 1 N->S Lee Line 27.75 30.00 174.7 Block 1 S 1 N->S Lee Line 27.75 30.00 174.7 Block 1 S Min N->S Lee Line 27.75 30.00 152.0 Block 1 S Min N->S Lee Line 27.75 30.00 152.0 Block 1 S 2 N->S Lee Line 27.75 30.00 131.0 Block 1 S Min N->S Lee Line 30.00 31.50 44.0 Block 1 S Min N->S Lee Line 30.00 31.50 44.0 17 Page 94 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 1 N->S Lee Line 30.00 31.50 50.6 Block 1 S 2 N->S Lee Line 30.00 31.50 37.9 Block 1 S 1 N->S Lee Line 30.00 31.50 50.6 Block 1 S 2 N->S Lee Line 30.00 31.50 37.9 Block 1 S Min N->S Lee Line 31.50 32.50 44.0 Block 1 S 1 N->S Lee Line 31.50 32.50 50.6 Block 1 S Min N->S Lee Line 31.50 32.50 44.0 Block 1 S 2 N->S Lee Line 31.50 32.50 37.9 Block 1 S 1 N->S Lee Line 31.50 32.50 50.6 Block 1 S 2 N->S Lee Line 31.50 32.50 37.9 Block 1 N 1 N->S Wind Line -2.00 1.50 88.0 Block 1 N 2 N->S Wind Line -2.00 1.50 66.0 Block 1 N Min N->S Wind Line -2.00 1.50 44.0 Block 1 N 2 N->S Wind Line -2.00 1.50 66.0 Block 1 N Min N->S Wind Line -2.00 1.50 44.0 Block 1 N 1 N->S Wind Line -2.00 1.50 88.0 Block 1 N 1 N->S Wind Line 1.50 3.00 163.7 Block 1 N 2 N->S Wind Line 1.50 3.00 122.8 Block 1 N 1 N->S Wind Line 1.50 3.00 163.7 Block 1 N Min N->S Wind Line 1.50 3.00 80.0 Block 1 N 2 N->S Wind Line 1.50 3.00 122.8 Block 1 N Min N->S Wind Line 1.50 3.00 80.0 Block 1 N Min N->S Wind Line 3.00 4.50 116.0 Block 1 N 2 N->S Wind Line 3.00 4.50 179.5 Block 1 N Min N->S Wind Line 3.00 4.50 116.0 Block 1 N 1 N->S Wind Line 3.00 4.50 239.4 Block 1 N 2 N->S Wind Line 3.00 4.50 179.5 Block 1 N 1 N->S Wind Line 3.00 4.50 239.4 Block 1 N 2 N->S Wind Line 4.50 11.50 122.8 Block 1 N 2 N->S Wind Line 4.50 11.50 122.8 Block 1 N 1 N->S Wind Line 4.50 11.50 163.7 Block 1 N Min N->S Wind Line 4.50 11.50 80.0 Block 1 N Min N->S Wind Line 4.50 11.50 80.0 Block 1 N 1 N->S Wind Line 4.50 11.50 163.7 Block 1 N 1 N->S Wind Line 11.50 16.50 163.7 Block 1 N 2 N->S Wind Line 11.50 16.50 122.8 Block 1 N Min N->S Wind Line 11.50 16.50 80.0 Block 1 N 1 N->S Wind Line 11.50 16.50 163.7 Block 1 N 2 N->S Wind Line 11.50 16.50 122.8 Block 1 N Min N->S Wind Line 11.50 16.50 80.0 Block 1 N 2 N->S Wind Line 16.50 27.75 122.8 Block 1 N 2 N->S Wind Line 16.50 27.75 122.8 Block 1 N Min N->S Wind Line 16.50 27.75 80.0 Block 1 N 1 N->S Wind Line 16.50 27.75 163.7 Block 1 N 1 N->S Wind Line 16.50 27.75 163.7 Block 1 N Min N->S Wind Line 16.50 27.75 80.0 Block 1 N 1 N->S Wind Line 27.75 30.00 315.0 Block 1 N Min N->S Wind Line 27.75 30.00 152.0 Block 1 N 2 N->S Wind Line 27.75 30.00 236.3 Block 1 N 2 N->S Wind Line 27.75 30.00 236.3 Block 1 N 1 N->S Wind Line 27.75 30.00 315.0 Block 1 N Min N->S Wind Line 27.75 30.00 152.0 Block 1 N Min N->S Wind Line 30.00 31.50 44.0 Block 1 N 2 N->S Wind Line 30.00 31.50 66.0 Block 1 N Min N->S Wind Line 30.00 31.50 44.0 Block 1 N 1 N->S Wind Line 30.00 31.50 88.0 Block 1 N 1 N->S Wind Line 30.00 31.50 88.0 Block 1 N 2 N->S Wind Line 30.00 31.50 66.0 Block 1 N 1 N->S Wind Line 31.50 32.50 88.0 Block 1 N Min N->S Wind Line 31.50 32.50 44.0 Block 1 N 2 N->S Wind Line 31.50 32.50 66.0 Block 1 N Min N->S Wind Line 31.50 32.50 44.0 Block 1 N 1 N->S Wind Line 31.50 32.50 88.0 Block 1 N 2 N->S Wind Line 31.50 32.50 66.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W 1 W->E Wind Line -1.50 0.00 68.6 Block 1 W Min W->E Wind Line -1.50 0.00 36.0 Block 1 W 1 W->E Wind Line -1.50 0.00 68.6 Block 1 W 2 W->E Wind Line -1.50 0.00 51.5 Block 1 W Min W->E Wind Line -1.50 0.00 36.0 Block 1 W 2 W->E Wind Line -1.50 0.00 51.5 Block 1 W 1 W->E Wind Line 0.00 17.50 144.6 Block 1 W 2 W->E Wind Line 0.00 17.50 108.5 Block 1 W Min W->E Wind Line 0.00 17.50 76.0 18 Page 95 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 2 W->E Wind Line 0.00 17.50 108.5 Block 1 W Min W->E Wind Line 0.00 17.50 76.0 Block 1 W 1 W->E Wind Line 0.00 17.50 144.6 Block 1 W 2 W->E Wind Line 17.50 25.00 108.5 Block 1 W Min W->E Wind Line 17.50 25.00 76.0 Block 1 W 1 W->E Wind Line 17.50 25.00 144.6 Block 1 W 1 W->E Wind Line 17.50 25.00 144.6 Block 1 W Min W->E Wind Line 17.50 25.00 76.0 Block 1 W 2 W->E Wind Line 17.50 25.00 108.5 Block 1 W Min W->E Wind Line 25.00 25.75 76.0 Block 1 W 2 W->E Wind Line 25.00 25.75 108.5 Block 1 W Min W->E Wind Line 25.00 25.75 76.0 Block 1 W 1 W->E Wind Line 25.00 25.75 144.6 Block 1 W 1 W->E Wind Line 25.00 25.75 144.6 Block 1 W 2 W->E Wind Line 25.00 25.75 108.5 Block 1 W 1 W->E Wind Line 25.75 29.75 144.6 Block 1 W Min W->E Wind Line 25.75 29.75 76.0 Block 1 W 2 W->E Wind Line 25.75 29.75 108.5 Block 1 W Min W->E Wind Line 25.75 29.75 76.0 Block 1 W 1 W->E Wind Line 25.75 29.75 144.6 Block 1 W 2 W->E Wind Line 25.75 29.75 108.5 Block 1 W 1 W->E Wind Line 29.75 41.25 144.6 Block 1 W 1 W->E Wind Line 29.75 41.25 144.6 Block 1 W 2 W->E Wind Line 29.75 41.25 108.5 Block 1 W 2 W->E Wind Line 29.75 41.25 108.5 Block 1 W Min W->E Wind Line 29.75 41.25 76.0 Block 1 W Min W->E Wind Line 29.75 41.25 76.0 Block 1 E Min W->E Lee Line -1.50 -0.50 36.0 Block 1 E Min W->E Lee Line -1.50 -0.50 36.0 Block 1 E 1 W->E Lee Line -1.50 -0.50 50.4 Block 1 E 2 W->E Lee Line -1.50 -0.50 37.8 Block 1 E 2 W->E Lee Line -1.50 -0.50 37.8 Block 1 E 1 W->E Lee Line -1.50 -0.50 50.4 Block 1 E 1 W->E Lee Line -0.50 0.00 50.4 Block 1 E Min W->E Lee Line -0.50 0.00 36.0 Block 1 E 2 W->E Lee Line -0.50 0.00 37.8 Block 1 E 1 W->E Lee Line -0.50 0.00 50.4 Block 1 E 2 W->E Lee Line -0.50 0.00 37.8 Block 1 E Min W->E Lee Line -0.50 0.00 36.0 Block 1 E 2 W->E Lee Line 0.00 9.50 79.8 Block 1 E Min W->E Lee Line 0.00 9.50 76.0 Block 1 E 1 W->E Lee Line 0.00 9.50 106.4 Block 1 E Min W->E Lee Line 0.00 9.50 76.0 Block 1 E 1 W->E Lee Line 0.00 9.50 106.4 Block 1 E 2 W->E Lee Line 0.00 9.50 79.8 Block 1 E 2 W->E Lee Line 9.50 20.75 79.8 Block 1 E 1 W->E Lee Line 9.50 20.75 106.4 Block 1 E Min W->E Lee Line 9.50 20.75 76.0 Block 1 E 2 W->E Lee Line 9.50 20.75 79.8 Block 1 E 1 W->E Lee Line 9.50 20.75 106.4 Block 1 E Min W->E Lee Line 9.50 20.75 76.0 Block 1 E 1 W->E Lee Line 20.75 40.25 106.4 Block 1 E Min W->E Lee Line 20.75 40.25 76.0 Block 1 E 2 W->E Lee Line 20.75 40.25 79.8 Block 1 E 2 W->E Lee Line 20.75 40.25 79.8 Block 1 E 1 W->E Lee Line 20.75 40.25 106.4 Block 1 E Min W->E Lee Line 20.75 40.25 76.0 Block 1 E 1 W->E Lee Line 40.25 41.25 106.4 Block 1 E 1 W->E Lee Line 40.25 41.25 106.4 Block 1 E 2 W->E Lee Line 40.25 41.25 79.8 Block 1 E Min W->E Lee Line 40.25 41.25 76.0 Block 1 E 2 W->E Lee Line 40.25 41.25 79.8 Block 1 E Min W->E Lee Line 40.25 41.25 76.0 Block 1 W 2 E->W Lee Line -1.50 0.00 37.8 Block 1 W Min E->W Lee Line -1.50 0.00 36.0 Block 1 W 1 E->W Lee Line -1.50 0.00 50.4 Block 1 W 2 E->W Lee Line -1.50 0.00 37.8 Block 1 W Min E->W Lee Line -1.50 0.00 36.0 Block 1 W 1 E->W Lee Line -1.50 0.00 50.4 Block 1 W 1 E->W Lee Line 0.00 17.50 106.4 Block 1 W 2 E->W Lee Line 0.00 17.50 79.8 Block 1 W 1 E->W Lee Line 0.00 17.50 106.4 Block 1 W Min E->W Lee Line 0.00 17.50 76.0 Block 1 W Min E->W Lee Line 0.00 17.50 76.0 Block 1 W 2 E->W Lee Line 0.00 17.50 79.8 Block 1 W 2 E->W Lee Line 17.50 25.00 79.8 Block 1 W 2 E->W Lee Line 17.50 25.00 79.8 Block 1 W 1 E->W Lee Line 17.50 25.00 106.4 Block 1 W 1 E->W Lee Line 17.50 25.00 106.4 19 Page 96 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W Min E->W Lee Line 17.50 25.00 76.0 Block 1 W Min E->W Lee Line 17.50 25.00 76.0 Block 1 W Min E->W Lee Line 25.00 25.75 76.0 Block 1 W 2 E->W Lee Line 25.00 25.75 79.8 Block 1 W 1 E->W Lee Line 25.00 25.75 106.4 Block 1 W 1 E->W Lee Line 25.00 25.75 106.4 Block 1 W Min E->W Lee Line 25.00 25.75 76.0 Block 1 W 2 E->W Lee Line 25.00 25.75 79.8 Block 1 W Min E->W Lee Line 25.75 29.75 76.0 Block 1 W 1 E->W Lee Line 25.75 29.75 106.4 Block 1 W 2 E->W Lee Line 25.75 29.75 79.8 Block 1 W 1 E->W Lee Line 25.75 29.75 106.4 Block 1 W Min E->W Lee Line 25.75 29.75 76.0 Block 1 W 2 E->W Lee Line 25.75 29.75 79.8 Block 1 W 2 E->W Lee Line 29.75 41.25 79.8 Block 1 W Min E->W Lee Line 29.75 41.25 76.0 Block 1 W Min E->W Lee Line 29.75 41.25 76.0 Block 1 W 1 E->W Lee Line 29.75 41.25 106.4 Block 1 W 2 E->W Lee Line 29.75 41.25 79.8 Block 1 W 1 E->W Lee Line 29.75 41.25 106.4 Block 1 E 1 E->W Wind Line -1.50 -0.50 68.6 Block 1 E Min E->W Wind Line -1.50 -0.50 36.0 Block 1 E Min E->W Wind Line -1.50 -0.50 36.0 Block 1 E 1 E->W Wind Line -1.50 -0.50 68.6 Block 1 E 2 E->W Wind Line -1.50 -0.50 51.5 Block 1 E 2 E->W Wind Line -1.50 -0.50 51.5 Block 1 E 2 E->W Wind Line -0.50 0.00 51.5 Block 1 E Min E->W Wind Line -0.50 0.00 36.0 Block 1 E Min E->W Wind Line -0.50 0.00 36.0 Block 1 E 2 E->W Wind Line -0.50 0.00 51.5 Block 1 E 1 E->W Wind Line -0.50 0.00 68.6 Block 1 E 1 E->W Wind Line -0.50 0.00 68.6 Block 1 E Min E->W Wind Line 0.00 9.50 76.0 Block 1 E 1 E->W Wind Line 0.00 9.50 144.6 Block 1 E Min E->W Wind Line 0.00 9.50 76.0 Block 1 E 2 E->W Wind Line 0.00 9.50 108.5 Block 1 E 2 E->W Wind Line 0.00 9.50 108.5 Block 1 E 1 E->W Wind Line 0.00 9.50 144.6 Block 1 E 2 E->W Wind Line 9.50 20.75 108.5 Block 1 E Min E->W Wind Line 9.50 20.75 76.0 Block 1 E Min E->W Wind Line 9.50 20.75 76.0 Block 1 E 1 E->W Wind Line 9.50 20.75 144.6 Block 1 E 2 E->W Wind Line 9.50 20.75 108.5 Block 1 E 1 E->W Wind Line 9.50 20.75 144.6 Block 1 E Min E->W Wind Line 20.75 40.25 76.0 Block 1 E 1 E->W Wind Line 20.75 40.25 144.6 Block 1 E 1 E->W Wind Line 20.75 40.25 144.6 Block 1 E Min E->W Wind Line 20.75 40.25 76.0 Block 1 E 2 E->W Wind Line 20.75 40.25 108.5 Block 1 E 2 E->W Wind Line 20.75 40.25 108.5 Block 1 E 1 E->W Wind Line 40.25 41.25 144.6 Block 1 E 1 E->W Wind Line 40.25 41.25 144.6 Block 1 E Min E->W Wind Line 40.25 41.25 76.0 Block 1 E 2 E->W Wind Line 40.25 41.25 108.5 Block 1 E 2 E->W Wind Line 40.25 41.25 108.5 Block 1 E Min E->W Wind Line 40.25 41.25 76.0 Block 1 S Min S->N Wind Line -2.00 -1.00 116.0 Block 1 S 1 S->N Wind Line -2.00 -1.00 220.6 Block 1 S Min S->N Wind Line -2.00 -1.00 116.0 Block 1 S 1 S->N Wind Line -2.00 -1.00 220.6 Block 1 S 2 S->N Wind Line -2.00 -1.00 165.5 Block 1 S 2 S->N Wind Line -2.00 -1.00 165.5 Block 1 S Min S->N Wind Line -1.00 0.00 76.0 Block 1 S 1 S->N Wind Line -1.00 0.00 144.6 Block 1 S 1 S->N Wind Line -1.00 0.00 144.6 Block 1 S Min S->N Wind Line -1.00 0.00 76.0 Block 1 S 2 S->N Wind Line -1.00 0.00 108.5 Block 1 S 2 S->N Wind Line -1.00 0.00 108.5 Block 1 S 1 S->N Wind Line 0.00 20.50 144.6 Block 1 S 2 S->N Wind Line 0.00 20.50 108.5 Block 1 S Min S->N Wind Line 0.00 20.50 76.0 Block 1 S 1 S->N Wind Line 0.00 20.50 144.6 Block 1 S Min S->N Wind Line 0.00 20.50 76.0 Block 1 S 2 S->N Wind Line 0.00 20.50 108.5 Block 1 S Min S->N Wind Point 16.00 16.00 4011 Block 1 S 2 S->N Wind Point 16.00 16.00 5053 Block 1 S 1 S->N Wind Point 16.00 16.00 6324 Block 1 S 2 S->N Wind Line 20.50 30.00 108.5 Block 1 S 1 S->N Wind Line 20.50 30.00 144.6 20 Page 97 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 1 S->N Wind Line 20.50 30.00 144.6 Block 1 S Min S->N Wind Line 20.50 30.00 76.0 Block 1 S Min S->N Wind Line 20.50 30.00 76.0 Block 1 S 2 S->N Wind Line 20.50 30.00 108.5 Block 1 S Min S->N Wind Line 30.00 31.50 36.0 Block 1 S 2 S->N Wind Line 30.00 31.50 51.5 Block 1 S 1 S->N Wind Line 30.00 31.50 68.6 Block 1 S 2 S->N Wind Line 30.00 31.50 51.5 Block 1 S 1 S->N Wind Line 30.00 31.50 68.6 Block 1 S Min S->N Wind Line 30.00 31.50 36.0 Block 1 S 2 S->N Wind Line 31.50 32.50 51.5 Block 1 S Min S->N Wind Line 31.50 32.50 36.0 Block 1 S 1 S->N Wind Line 31.50 32.50 68.6 Block 1 S Min S->N Wind Line 31.50 32.50 36.0 Block 1 S 2 S->N Wind Line 31.50 32.50 51.5 Block 1 S 1 S->N Wind Line 31.50 32.50 68.6 Block 1 N 1 S->N Lee Line -2.00 -1.00 133.3 Block 1 N Min S->N Lee Line -2.00 -1.00 116.0 Block 1 N 1 S->N Lee Line -2.00 -1.00 133.3 Block 1 N Min S->N Lee Line -2.00 -1.00 116.0 Block 1 N 2 S->N Lee Line -2.00 -1.00 100.0 Block 1 N 2 S->N Lee Line -2.00 -1.00 100.0 Block 1 N 1 S->N Lee Line -1.00 16.50 87.3 Block 1 N 2 S->N Lee Line -1.00 16.50 65.5 Block 1 N 1 S->N Lee Line -1.00 16.50 87.3 Block 1 N Min S->N Lee Line -1.00 16.50 76.0 Block 1 N 2 S->N Lee Line -1.00 16.50 65.5 Block 1 N Min S->N Lee Line -1.00 16.50 76.0 Block 1 N 1 S->N Lee Line 16.50 30.00 87.3 Block 1 N 1 S->N Lee Line 16.50 30.00 87.3 Block 1 N Min S->N Lee Line 16.50 30.00 76.0 Block 1 N 2 S->N Lee Line 16.50 30.00 65.5 Block 1 N 2 S->N Lee Line 16.50 30.00 65.5 Block 1 N Min S->N Lee Line 16.50 30.00 76.0 Block 1 N Min S->N Lee Line 30.00 31.50 36.0 Block 1 N 2 S->N Lee Line 30.00 31.50 31.0 Block 1 N 1 S->N Lee Line 30.00 31.50 41.4 Block 1 N Min S->N Lee Line 30.00 31.50 36.0 Block 1 N 1 S->N Lee Line 30.00 31.50 41.4 Block 1 N 2 S->N Lee Line 30.00 31.50 31.0 Block 1 N 1 S->N Lee Line 31.50 32.50 41.4 Block 1 N 1 S->N Lee Line 31.50 32.50 41.4 Block 1 N 2 S->N Lee Line 31.50 32.50 31.0 Block 1 N 2 S->N Lee Line 31.50 32.50 31.0 Block 1 N Min S->N Lee Line 31.50 32.50 36.0 Block 1 N Min S->N Lee Line 31.50 32.50 36.0 Block 1 S 2 N->S Lee Line -2.00 -1.00 100.0 Block 1 S Min N->S Lee Line -2.00 -1.00 116.0 Block 1 S Min N->S Lee Line -2.00 -1.00 116.0 Block 1 S 2 N->S Lee Line -2.00 -1.00 100.0 Block 1 S 1 N->S Lee Line -2.00 -1.00 133.3 Block 1 S 1 N->S Lee Line -2.00 -1.00 133.3 Block 1 S Min N->S Lee Line -1.00 0.00 76.0 Block 1 S Min N->S Lee Line -1.00 0.00 76.0 Block 1 S 2 N->S Lee Line -1.00 0.00 65.5 Block 1 S 2 N->S Lee Line -1.00 0.00 65.5 Block 1 S 1 N->S Lee Line -1.00 0.00 87.3 Block 1 S 1 N->S Lee Line -1.00 0.00 87.3 Block 1 S Min N->S Lee Line 0.00 20.50 76.0 Block 1 S Min N->S Lee Line 0.00 20.50 76.0 Block 1 S 1 N->S Lee Line 0.00 20.50 87.3 Block 1 S 2 N->S Lee Line 0.00 20.50 65.5 Block 1 S 2 N->S Lee Line 0.00 20.50 65.5 Block 1 S 1 N->S Lee Line 0.00 20.50 87.3 Block 1 S 1 N->S Lee Line 20.50 30.00 87.3 Block 1 S Min N->S Lee Line 20.50 30.00 76.0 Block 1 S 1 N->S Lee Line 20.50 30.00 87.3 Block 1 S 2 N->S Lee Line 20.50 30.00 65.5 Block 1 S 2 N->S Lee Line 20.50 30.00 65.5 Block 1 S Min N->S Lee Line 20.50 30.00 76.0 Block 1 S 1 N->S Lee Line 30.00 31.50 41.4 Block 1 S Min N->S Lee Line 30.00 31.50 36.0 Block 1 S 1 N->S Lee Line 30.00 31.50 41.4 Block 1 S 2 N->S Lee Line 30.00 31.50 31.0 Block 1 S Min N->S Lee Line 30.00 31.50 36.0 Block 1 S 2 N->S Lee Line 30.00 31.50 31.0 Block 1 S Min N->S Lee Line 31.50 32.50 36.0 Block 1 S 2 N->S Lee Line 31.50 32.50 31.0 Block 1 S 1 N->S Lee Line 31.50 32.50 41.4 21 Page 98 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S Min N->S Lee Line 31.50 32.50 36.0 Block 1 S 2 N->S Lee Line 31.50 32.50 31.0 Block 1 S 1 N->S Lee Line 31.50 32.50 41.4 Block 1 N 1 N->S Wind Line -2.00 -1.00 220.6 Block 1 N Min N->S Wind Line -2.00 -1.00 116.0 Block 1 N 1 N->S Wind Line -2.00 -1.00 220.6 Block 1 N 2 N->S Wind Line -2.00 -1.00 165.5 Block 1 N 2 N->S Wind Line -2.00 -1.00 165.5 Block 1 N Min N->S Wind Line -2.00 -1.00 116.0 Block 1 N Min N->S Wind Line -1.00 16.50 76.0 Block 1 N Min N->S Wind Line -1.00 16.50 76.0 Block 1 N 1 N->S Wind Line -1.00 16.50 144.6 Block 1 N 2 N->S Wind Line -1.00 16.50 108.5 Block 1 N 2 N->S Wind Line -1.00 16.50 108.5 Block 1 N 1 N->S Wind Line -1.00 16.50 144.6 Block 1 N Min N->S Wind Point 16.00 16.00 4011 Block 1 N 2 N->S Wind Point 16.00 16.00 5053 Block 1 N 1 N->S Wind Point 16.00 16.00 6324 Block 1 N 1 N->S Wind Line 16.50 30.00 144.6 Block 1 N Min N->S Wind Line 16.50 30.00 76.0 Block 1 N 1 N->S Wind Line 16.50 30.00 144.6 Block 1 N Min N->S Wind Line 16.50 30.00 76.0 Block 1 N 2 N->S Wind Line 16.50 30.00 108.5 Block 1 N 2 N->S Wind Line 16.50 30.00 108.5 Block 1 N 1 N->S Wind Line 30.00 31.50 68.6 Block 1 N Min N->S Wind Line 30.00 31.50 36.0 Block 1 N 2 N->S Wind Line 30.00 31.50 51.5 Block 1 N 1 N->S Wind Line 30.00 31.50 68.6 Block 1 N Min N->S Wind Line 30.00 31.50 36.0 Block 1 N 2 N->S Wind Line 30.00 31.50 51.5 Block 1 N 1 N->S Wind Line 31.50 32.50 68.6 Block 1 N 2 N->S Wind Line 31.50 32.50 51.5 Block 1 N 1 N->S Wind Line 31.50 32.50 68.6 Block 1 N Min N->S Wind Line 31.50 32.50 36.0 Block 1 N Min N->S Wind Line 31.50 32.50 36.0 Block 1 N 2 N->S Wind Line 31.50 32.50 51.5 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user-entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 22 Page 99 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 WIND C&C LOADS Block Building Wind Level Magnitude [psf] Face Direction Interior End Zone Block 1 West Windward 3 33.7 41.6 Block 1 West Windward 3 33.7 41.6 Block 1 West Windward 3 33.7 41.6 Block 1 West Windward 3 33.7 41.6 Block 1 East Leeward 3 33.7 41.6 Block 1 West Leeward 3 33.7 41.6 Block 1 West Leeward 3 33.7 41.6 Block 1 West Leeward 3 33.7 41.6 Block 1 West Leeward 3 33.7 41.6 Block 1 East Windward 3 33.7 41.6 Block 1 South Windward 3 33.7 41.6 Block 1 South Windward 3 33.7 41.6 Block 1 South Windward 3 33.7 41.6 Block 1 South Windward 3 33.7 41.6 Block 1 North Leeward 3 33.7 41.6 Block 1 North Leeward 3 33.7 41.6 Block 1 North Leeward 3 33.7 41.6 Block 1 North Leeward 3 33.7 41.6 Block 1 South Leeward 3 33.7 41.6 Block 1 South Leeward 3 33.7 41.6 Block 1 South Leeward 3 33.7 41.6 Block 1 South Leeward 3 33.7 41.6 Block 1 North Windward 3 33.7 41.6 Block 1 North Windward 3 33.7 41.6 Block 1 North Windward 3 33.7 41.6 Block 1 North Windward 3 33.7 41.6 Block 1 West Windward 2 33.7 41.6 Block 1 East Leeward 2 33.7 41.6 Block 1 East Leeward 2 33.7 41.6 Block 1 West Leeward 2 33.7 41.6 Block 1 East Windward 2 33.7 41.6 Block 1 East Windward 2 33.7 41.6 Block 1 South Windward 2 33.7 41.6 Block 1 South Windward 2 33.7 41.6 Block 1 South Windward 2 33.7 41.6 Block 1 North Leeward 2 33.7 41.6 Block 1 North Leeward 2 33.7 41.6 Block 1 South Leeward 2 33.7 41.6 Block 1 South Leeward 2 33.7 41.6 Block 1 South Leeward 2 33.7 41.6 Block 1 North Windward 2 33.7 41.6 Block 1 North Windward 2 33.7 41.6 Block 1 West Windward 1 33.7 41.6 Block 1 East Leeward 1 33.7 41.6 Block 1 West Leeward 1 33.7 41.6 Block 1 East Windward 1 33.7 41.6 Block 1 South Windward 1 33.7 41.6 Block 1 South Windward 1 33.7 41.6 Block 1 South Windward 1 33.7 41.6 Block 1 North Leeward 1 33.7 41.6 Block 1 North Leeward 1 33.7 41.6 Block 1 South Leeward 1 33.7 41.6 Block 1 South Leeward 1 33.7 41.6 Block 1 South Leeward 1 33.7 41.6 Block 1 North Windward 1 33.7 41.6 Block 1 North Windward 1 33.7 41.6 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft] Start End Start End A 3 Line 3.00 16.50 135.0* A 3 Line 16.50 30.00 135.0* B 3 Line 27.75 30.00 135.0* C 3 Line 3.00 4.50 135.0* C 3 Line 4.00 4.50 135.0* C 3 Line 5.00 29.50 90.0* C 3 Line 27.75 30.00 135.0* D 3 Line 1.50 4.00 135.0* D 3 Line 27.75 30.00 135.0* E 3 Line 27.75 30.00 135.0* 23 Page 100 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 DEAD LOADS (for hold-down calculations) (continued) F 3 Line 1.50 11.50 135.0* F 3 Line 11.50 30.00 135.0* 2 3 Line 1.00 16.75 135.0* 2 3 Line 16.75 20.00 135.0* 2 3 Line 20.00 26.25 135.0* 2 3 Line 26.25 38.25 135.0* 3 3 Line 38.25 40.25 135.0* 4 3 Line 0.00 1.00 135.0* 4 3 Line 0.50 11.50 90.0* 4 3 Line 30.00 40.00 90.0* 5 3 Line 0.00 7.75 135.0* 5 3 Line 7.75 14.75 135.0* 5 3 Line 14.75 26.75 135.0* 5 3 Line 26.75 33.75 135.0* 5 3 Line 33.75 40.25 135.0* A 2 Line 0.00 20.50 135.0* A 2 Line 20.50 31.50 135.0* B 2 Line 31.50 32.50 135.0* C 2 Line 0.50 32.00 90.0* C 2 Line 31.50 32.50 135.0* D 2 Line -2.00 0.00 135.0* F 2 Line -2.00 16.50 135.0* F 2 Line 16.50 31.50 135.0* 1 2 Line -1.50 2.00 135.0* 1 2 Line 2.00 11.50 135.0* 1 2 Line 11.50 25.00 135.0* 1 2 Line 25.00 28.50 135.0* 1 2 Line 28.50 37.75 135.0* 1 2 Line 37.75 41.25 135.0* 4 2 Line -1.50 -0.50 135.0* 4 2 Line 6.75 10.75 90.0* 4 2 Line 14.25 20.25 90.0* 4 2 Line 20.50 26.50 90.0* 4 2 Line 40.25 41.25 135.0* 5 2 Line -0.50 9.50 135.0* 5 2 Line 9.50 20.75 135.0* 5 2 Line 20.75 24.50 135.0* 5 2 Line 24.50 40.25 135.0* A 1 Line 0.00 30.00 120.0* C 1 Line -2.00 0.00 120.0* C 1 Line -1.50 29.50 80.0* D 1 Line -2.00 -1.00 120.0* E 1 Line -2.00 -1.00 120.0* F 1 Line -2.00 30.00 120.0* 1 1 Line 0.00 10.00 120.0* 1 1 Line 10.00 14.25 120.0* 1 1 Line 14.25 17.50 120.0* 1 1 Line 17.50 25.75 120.0* 1 1 Line 25.75 29.75 120.0* 1 1 Line 29.75 41.25 120.0* 3 1 Line 0.50 10.00 80.0* 3 1 Line 30.00 40.75 80.0* 5 1 Line 0.00 41.25 120.0* 24 Page 101 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 BUILDING MASSES Level 3 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 Line -1.50 42.75 330.8 330.8 E-W Roof Block 1 Line -1.50 42.75 330.8 330.8 N-S Roof Block 1 Line 0.50 32.00 464.6 464.6 N-S Roof Block 1 Line 0.50 32.00 464.6 464.6 Both Wall 1-3 n/a Line 26.25 38.25 67.5 67.5 Both Wall 1-1 n/a Line 1.00 16.75 67.5 67.5 Both Wall 1-2 n/a Line 20.00 26.25 67.5 67.5 Both Wall 2-1 n/a 2 Line 16.75 20.00 67.5 67.5 Both Wall 3-1 n/a Line 38.25 40.25 67.5 67.5 Both Wall 4-1 n/a Line 0.00 1.00 67.5 67.5 Both Wall 4-2 n/a Line 0.50 11.50 45.0 45.0 Both Wall 4-3 n/a Line 30.00 40.00 45.0 45.0 Both Wall 5-2 n/a Line 7.75 14.75 67.5 67.5 Both Wall 5-4 n/a Line 26.75 33.75 67.5 67.5 Both Wall 5-1 n/a Line 0.00 7.75 67.5 67.5 Both Wall 5-3 n/a Line 14.75 26.75 67.5 67.5 Both Wall 5-5 n/a Line 33.75 40.25 67.5 67.5 Both Wall A-2 n/a Line 16.50 30.00 67.5 67.5 Both Wall A-1 n/a Line 3.00 16.50 67.5 67.5 Both Wall B-1 n/a B Line 27.75 30.00 67.5 67.5 Both Wall C-4 n/a Line 27.75 30.00 67.5 67.5 Both Wall C-1 n/a Line 3.00 4.50 67.5 67.5 Both Wall C-2 n/a Line 4.00 4.50 67.5 67.5 Both Wall C-3 n/a C Line 5.00 29.50 45.0 45.0 Both Wall D-1 n/a Line 1.50 4.00 67.5 67.5 Both Wall D-2 n/a Line 27.75 30.00 67.5 67.5 Both Wall E-1 n/a E Line 27.75 30.00 67.5 67.5 Both Wall F-1 n/a F Line 1.50 11.50 67.5 67.5 Both Wall F-2 n/a Line 11.50 30.00 67.5 67.5 Level 2 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F5 n/a 1 Line 25.00 40.25 318.2 318.2 E-W Floor F6 n/a 1 Line 40.25 41.25 175.8 175.8 E-W Floor F1 n/a Line -1.50 -0.50 194.8 194.8 E-W Floor F2 n/a Line -0.50 9.50 299.2 299.2 E-W Floor F3 n/a Line 9.50 20.75 308.8 308.8 E-W Floor F4 n/a Line 20.75 25.00 299.2 299.2 Both Wall 1-3 n/a Line 26.25 38.25 67.5 67.5 Both Wall 1-1 n/a Line 1.00 16.75 67.5 67.5 Both Wall 1-2 n/a Line 20.00 26.25 67.5 67.5 Both Wall 2-1 n/a 2 Line 16.75 20.00 67.5 67.5 Both Wall 3-1 n/a Line 38.25 40.25 67.5 67.5 Both Wall 4-1 n/a Line 0.00 1.00 67.5 67.5 E-W Floor F6 n/a Line 40.25 41.25 175.8 175.8 Both Wall 4-2 n/a Line 0.50 11.50 45.0 45.0 Both Wall 4-3 n/a Line 30.00 40.00 45.0 45.0 E-W Floor F1 n/a Line -1.50 -0.50 194.8 194.8 Both Wall 5-2 n/a Line 7.75 14.75 67.5 67.5 Both Wall 5-4 n/a Line 26.75 33.75 67.5 67.5 Both Wall 5-1 n/a Line 0.00 7.75 67.5 67.5 Both Wall 5-3 n/a Line 14.75 26.75 67.5 67.5 Both Wall 5-5 n/a Line 33.75 40.25 67.5 67.5 E-W Floor F2 n/a Line -0.50 9.50 299.2 299.2 E-W Floor F4 n/a Line 20.75 25.00 299.2 299.2 E-W Floor F5 n/a Line 25.00 40.25 318.2 318.2 E-W Floor F3 n/a Line 9.50 20.75 308.8 308.8 N-S Floor F2 n/a A Line 0.00 16.50 406.1 406.1 N-S Floor F3 n/a A Line 16.50 20.50 396.6 396.6 N-S Floor F4 n/a Line 20.50 31.50 387.1 387.1 25 Page 102 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 BUILDING MASSES (continued) Both Wall A-2 n/a Line 16.50 30.00 67.5 67.5 Both Wall A-1 n/a Line 3.00 16.50 67.5 67.5 Both Wall B-1 n/a B Line 27.75 30.00 67.5 67.5 N-S Floor F5 n/a Line 31.50 32.50 106.9 106.9 Both Wall C-4 n/a Line 27.75 30.00 67.5 67.5 Both Wall C-1 n/a Line 3.00 4.50 67.5 67.5 Both Wall C-2 n/a Line 4.00 4.50 67.5 67.5 Both Wall C-3 n/a C Line 5.00 29.50 45.0 45.0 N-S Floor F5 n/a Line 31.50 32.50 106.9 106.9 N-S Floor F1 n/a D Line -2.00 0.00 154.4 154.4 Both Wall D-1 n/a Line 1.50 4.00 67.5 67.5 Both Wall D-2 n/a Line 27.75 30.00 67.5 67.5 Both Wall E-1 n/a E Line 27.75 30.00 67.5 67.5 Both Wall F-1 n/a F Line 1.50 11.50 67.5 67.5 Both Wall F-2 n/a Line 11.50 30.00 67.5 67.5 N-S Floor F3 n/a Line 16.50 20.50 396.6 396.6 N-S Floor F4 n/a Line 20.50 31.50 387.1 387.1 N-S Floor F1 n/a Line -2.00 0.00 154.4 154.4 N-S Floor F2 n/a Line 0.00 16.50 406.1 406.1 Both Wall 1-4 n/a 1 Line 25.00 28.50 67.5 67.5 Both Wall 1-5 n/a 1 Line 28.50 37.75 67.5 67.5 Both Wall 1-6 n/a 1 Line 37.75 41.25 67.5 67.5 Both Wall 1-1 n/a Line -1.50 2.00 67.5 67.5 Both Wall 1-2 n/a Line 2.00 11.50 67.5 67.5 Both Wall 1-3 n/a Line 11.50 25.00 67.5 67.5 Both Wall 4-4 n/a 4 Line 20.50 26.50 45.0 45.0 Both Wall 4-5 n/a Line 40.25 41.25 67.5 67.5 Both Wall 4-3 n/a Line 14.25 20.25 45.0 45.0 Both Wall 4-2 n/a Line 6.75 10.75 45.0 45.0 Both Wall 4-1 n/a Line -1.50 -0.50 67.5 67.5 Both Wall 5-1 n/a Line -0.50 9.50 67.5 67.5 Both Wall 5-3 n/a Line 20.75 24.50 67.5 67.5 Both Wall 5-4 n/a Line 24.50 40.25 67.5 67.5 Both Wall 5-2 n/a Line 9.50 20.75 67.5 67.5 Both Wall A-1 n/a A Line 0.00 20.50 67.5 67.5 Both Wall A-2 n/a Line 20.50 31.50 67.5 67.5 Both Wall B-1 n/a Line 31.50 32.50 67.5 67.5 Both Wall C-1 n/a C Line 0.50 32.00 45.0 45.0 Both Wall C-2 n/a Line 31.50 32.50 67.5 67.5 Both Wall D-1 n/a D Line -2.00 0.00 67.5 67.5 Both Wall F-2 n/a Line 16.50 31.50 67.5 67.5 Both Wall F-1 n/a Line -2.00 16.50 67.5 67.5 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F2 n/a 1 Line 17.50 25.75 304.0 304.0 Both Wall 1-4 n/a 1 Line 25.00 28.50 67.5 67.5 Both Wall 1-5 n/a 1 Line 28.50 37.75 67.5 67.5 E-W Floor F4 n/a 1 Line 29.75 41.25 304.0 304.0 Both Wall 1-6 n/a 1 Line 37.75 41.25 67.5 67.5 E-W Floor F3 n/a Line 25.75 29.75 294.5 294.5 Both Wall 1-1 n/a Line -1.50 2.00 67.5 67.5 E-W Floor F1 n/a Line 0.00 17.50 285.0 285.0 Both Wall 1-2 n/a Line 2.00 11.50 67.5 67.5 Both Wall 1-3 n/a Line 11.50 25.00 67.5 67.5 Both Wall 4-4 n/a 4 Line 20.50 26.50 45.0 45.0 Both Wall 4-5 n/a Line 40.25 41.25 67.5 67.5 Both Wall 4-3 n/a Line 14.25 20.25 45.0 45.0 Both Wall 4-2 n/a Line 6.75 10.75 45.0 45.0 Both Wall 4-1 n/a Line -1.50 -0.50 67.5 67.5 E-W Floor F1 n/a Line 0.00 17.50 285.0 285.0 26 Page 103 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 BUILDING MASSES (continued) E-W Floor F2 n/a Line 17.50 25.75 304.0 304.0 E-W Floor F3 n/a Line 25.75 29.75 294.5 294.5 E-W Floor F4 n/a Line 29.75 41.25 304.0 304.0 Both Wall 5-1 n/a Line -0.50 9.50 67.5 67.5 Both Wall 5-3 n/a Line 20.75 24.50 67.5 67.5 Both Wall 5-4 n/a Line 24.50 40.25 67.5 67.5 Both Wall 5-2 n/a Line 9.50 20.75 67.5 67.5 Both Wall A-1 n/a A Line 0.00 20.50 67.5 67.5 Both Wall A-2 n/a Line 20.50 31.50 67.5 67.5 N-S Floor F3 n/a Line 0.00 30.00 391.9 391.9 Both Wall B-1 n/a Line 31.50 32.50 67.5 67.5 N-S Floor F4 n/a Line -2.00 -1.00 78.4 78.4 N-S Floor F2 n/a Line -1.00 0.00 225.6 225.6 Both Wall C-1 n/a C Line 0.50 32.00 45.0 45.0 Both Wall C-2 n/a Line 31.50 32.50 67.5 67.5 Both Wall D-1 n/a D Line -2.00 0.00 67.5 67.5 N-S Floor F4 n/a Line -2.00 -1.00 78.4 78.4 N-S Floor F1 n/a Line -2.00 -1.00 109.2 109.2 Both Wall F-2 n/a Line 16.50 31.50 67.5 67.5 N-S Floor F1 n/a Line -2.00 -1.00 109.2 109.2 Both Wall F-1 n/a Line -2.00 16.50 67.5 67.5 N-S Floor F2 n/a Line -1.00 0.00 225.6 225.6 N-S Floor F3 n/a Line 0.00 30.00 391.9 391.9 Both Wall 1-4 n/a 1 Line 17.50 25.75 60.0 60.0 Both Wall 1-6 n/a 1 Line 29.75 41.25 60.0 60.0 Both Wall 1-5 n/a Line 25.75 29.75 60.0 60.0 Both Wall 1-1 n/a Line 0.00 10.00 60.0 60.0 Both Wall 1-2 n/a Line 10.00 14.25 60.0 60.0 Both Wall 1-3 n/a Line 14.25 17.50 60.0 60.0 Both Wall 3-1 n/a 3 Line 0.50 10.00 40.0 40.0 Both Wall 3-2 n/a 3 Line 30.00 40.75 40.0 40.0 Both Wall 5-1 n/a Line 0.00 41.25 60.0 60.0 Both Wall A-1 n/a Line 0.00 30.00 60.0 60.0 Both Wall C-1 n/a Line -2.00 0.00 60.0 60.0 Both Wall C-2 n/a C Line -1.50 29.50 40.0 40.0 Both Wall D-2 n/a Line -2.00 -1.00 60.0 60.0 Both Wall D-1 n/a Line -2.00 -1.00 60.0 60.0 Both Wall F-1 n/a Line -2.00 30.00 60.0 60.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 27 Page 104 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SEISMIC LOADS Level 3 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Line -1.50 0.00 241.7 241.7 E-W Point 0.00 0.00 333 333 E-W Line 0.00 0.50 291.0 291.0 E-W Line 0.50 1.00 307.4 307.4 E-W Point 1.00 1.00 333 333 E-W Line 1.00 7.75 307.4 307.4 E-W Point 7.75 7.75 55 55 E-W Line 7.75 11.50 307.4 307.4 E-W Line 11.50 14.75 291.0 291.0 E-W Point 14.75 14.75 55 55 E-W Line 14.75 16.75 291.0 291.0 E-W Point 16.75 16.75 37 37 E-W Line 16.75 20.00 291.0 291.0 E-W Point 20.00 20.00 12 12 E-W Line 20.00 26.25 291.0 291.0 E-W Point 20.25 20.25 403 403 E-W Point 26.25 26.25 62 62 E-W Line 26.25 26.75 291.0 291.0 E-W Point 26.75 26.75 55 55 E-W Line 26.75 30.00 291.0 291.0 E-W Line 30.00 33.75 307.4 307.4 E-W Point 33.75 33.75 55 55 E-W Line 33.75 38.25 307.4 307.4 E-W Point 38.25 38.25 247 247 E-W Line 38.25 40.00 307.4 307.4 E-W Line 40.00 40.25 291.0 291.0 E-W Point 40.25 40.25 456 456 E-W Line 40.25 42.75 241.7 241.7 N-S Line 0.50 1.50 339.5 339.5 N-S Point 1.50 1.50 296 296 N-S Line 1.50 3.00 388.8 388.8 N-S Point 3.00 3.00 388 388 N-S Line 3.00 4.00 438.1 438.1 N-S Point 4.00 4.00 154 154 N-S Line 4.00 4.50 438.1 438.1 N-S Point 4.50 4.50 80 80 N-S Line 4.50 5.00 388.8 388.8 N-S Line 5.00 11.50 405.3 405.3 N-S Point 11.50 11.50 49 49 N-S Line 11.50 16.50 405.3 405.3 N-S Point 16.50 16.50 25 25 N-S Line 16.50 27.75 405.3 405.3 N-S Point 17.00 17.00 181 181 N-S Point 17.25 17.25 164 164 N-S Point 27.75 27.75 345 345 N-S Line 27.75 29.50 503.9 503.9 N-S Line 29.50 30.00 487.5 487.5 N-S Point 30.00 30.00 647 647 N-S Line 30.00 32.00 339.5 339.5 Level 2 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Point -1.50 -1.50 343 343 E-W Line -1.50 -0.50 130.0 130.0 E-W Point -0.50 -0.50 184 184 E-W Line -0.50 0.00 181.8 181.8 E-W Point 0.00 0.00 226 226 E-W Line 0.00 0.50 215.3 215.3 E-W Line 0.50 1.00 226.5 226.5 E-W Point 1.00 1.00 226 226 E-W Line 1.00 2.00 226.5 226.5 E-W Line 2.00 6.75 226.5 226.5 E-W Line 6.75 7.75 237.6 237.6 E-W Point 7.75 7.75 38 38 E-W Line 7.75 9.50 237.6 237.6 E-W Point 9.50 9.50 17 17 E-W Line 9.50 10.75 242.3 242.3 E-W Line 10.75 11.50 231.2 231.2 E-W Line 11.50 14.25 220.0 220.0 28 Page 105 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SEISMIC LOADS (continued) E-W Line 14.25 14.75 231.2 231.2 E-W Point 14.75 14.75 38 38 E-W Line 14.75 16.75 231.2 231.2 E-W Point 16.75 16.75 25 25 E-W Line 16.75 20.00 231.2 231.2 E-W Point 20.00 20.00 8 8 E-W Line 20.00 20.25 231.2 231.2 E-W Point 20.25 20.25 625 625 E-W Line 20.25 20.50 220.0 220.0 E-W Line 20.50 20.75 231.2 231.2 E-W Point 20.75 20.75 17 17 E-W Line 20.75 24.50 226.5 226.5 E-W Line 24.50 25.00 226.5 226.5 E-W Point 25.00 25.00 33 33 E-W Line 25.00 26.25 235.9 235.9 E-W Point 26.25 26.25 42 42 E-W Line 26.25 26.50 235.9 235.9 E-W Line 26.50 26.75 224.7 224.7 E-W Point 26.75 26.75 38 38 E-W Line 26.75 28.50 224.7 224.7 E-W Line 28.50 30.00 224.7 224.7 E-W Line 30.00 33.75 235.9 235.9 E-W Point 33.75 33.75 38 38 E-W Line 33.75 37.75 235.9 235.9 E-W Line 37.75 38.25 235.9 235.9 E-W Point 38.25 38.25 167 167 E-W Line 38.25 40.00 235.9 235.9 E-W Line 40.00 40.25 224.7 224.7 E-W Point 40.25 40.25 561 561 E-W Line 40.25 41.25 120.6 120.6 E-W Point 41.25 41.25 310 310 N-S Point -2.00 -2.00 272 272 N-S Line -2.00 0.00 110.0 110.0 N-S Point 0.00 0.00 443 443 N-S Line 0.00 0.50 234.8 234.8 N-S Line 0.50 1.50 246.0 246.0 N-S Point 1.50 1.50 201 201 N-S Line 1.50 3.00 279.5 279.5 N-S Point 3.00 3.00 264 264 N-S Line 3.00 4.00 312.9 312.9 N-S Point 4.00 4.00 105 105 N-S Line 4.00 4.50 312.9 312.9 N-S Point 4.50 4.50 54 54 N-S Line 4.50 5.00 279.5 279.5 N-S Line 5.00 11.50 290.6 290.6 N-S Point 11.50 11.50 33 33 N-S Line 11.50 16.50 290.6 290.6 N-S Point 16.00 16.00 67 67 N-S Point 16.50 16.50 33 33 N-S Line 16.50 20.50 285.9 285.9 N-S Point 17.00 17.00 123 123 N-S Point 17.25 17.25 112 112 N-S Point 19.25 19.25 67 67 N-S Point 20.00 20.00 45 45 N-S Point 20.50 20.50 17 17 N-S Line 20.50 27.75 281.2 281.2 N-S Point 27.75 27.75 234 234 N-S Line 27.75 29.50 348.1 348.1 N-S Line 29.50 30.00 337.0 337.0 N-S Point 30.00 30.00 439 439 N-S Line 30.00 31.50 236.6 236.6 N-S Point 31.50 31.50 494 494 N-S Line 31.50 32.00 97.6 97.6 N-S Line 32.00 32.50 86.5 86.5 N-S Point 32.50 32.50 188 188 Level 1 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Point -1.50 -1.50 162 162 E-W Line -1.50 -0.50 15.9 15.9 E-W Point -0.50 -0.50 87 87 E-W Line -0.50 0.00 15.9 15.9 E-W Point 0.00 0.00 211 211 E-W Line 0.00 0.50 96.9 96.9 29 Page 106 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SEISMIC LOADS (continued) E-W Line 0.50 2.00 101.6 101.6 E-W Line 2.00 6.75 101.6 101.6 E-W Line 6.75 9.50 106.9 106.9 E-W Point 9.50 9.50 8 8 E-W Line 9.50 10.00 106.9 106.9 E-W Line 10.00 10.75 102.2 102.2 E-W Line 10.75 11.50 96.9 96.9 E-W Line 11.50 14.25 96.9 96.9 E-W Line 14.25 17.50 102.2 102.2 E-W Point 17.50 17.50 14 14 E-W Line 17.50 20.25 106.6 106.6 E-W Point 20.25 20.25 312 312 E-W Line 20.25 20.50 101.3 101.3 E-W Line 20.50 20.75 106.6 106.6 E-W Point 20.75 20.75 8 8 E-W Line 20.75 24.50 106.6 106.6 E-W Line 24.50 25.00 106.6 106.6 E-W Point 25.00 25.00 16 16 E-W Line 25.00 25.75 106.6 106.6 E-W Point 25.75 25.75 7 7 E-W Line 25.75 26.50 104.4 104.4 E-W Line 26.50 28.50 99.1 99.1 E-W Line 28.50 29.75 99.1 99.1 E-W Point 29.75 29.75 7 7 E-W Line 29.75 30.00 101.3 101.3 E-W Line 30.00 37.75 106.0 106.0 E-W Line 37.75 40.25 106.0 106.0 E-W Point 40.25 40.25 119 119 E-W Line 40.25 40.75 106.0 106.0 E-W Line 40.75 41.25 101.3 101.3 E-W Point 41.25 41.25 372 372 N-S Point -2.00 -2.00 268 268 N-S Line -2.00 -1.50 88.1 88.1 N-S Line -1.50 -1.00 92.8 92.8 N-S Point -1.00 -1.00 28 28 N-S Line -1.00 0.00 87.6 87.6 N-S Point 0.00 0.00 333 333 N-S Line 0.00 0.50 126.7 126.7 N-S Line 0.50 16.50 132.0 132.0 N-S Point 9.50 9.50 95 95 N-S Point 16.00 16.00 32 32 N-S Point 16.00 16.00 11504 11504 N-S Point 16.50 16.50 8 8 N-S Line 16.50 20.50 132.0 132.0 N-S Point 19.25 19.25 32 32 N-S Point 20.00 20.00 21 21 N-S Point 20.50 20.50 8 8 N-S Line 20.50 29.50 132.0 132.0 N-S Line 29.50 30.00 127.3 127.3 N-S Point 30.00 30.00 291 291 N-S Line 30.00 31.50 21.1 21.1 N-S Point 31.50 31.50 234 234 N-S Line 31.50 32.00 21.1 21.1 N-S Line 32.00 32.50 15.9 15.9 N-S Point 32.50 32.50 89 89 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 30 Page 107 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. COMPRESSION FORCE DESIGN Wind Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D). 31 Page 108 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 932 - - - - - - 14777 - Wall 1-1 1 Both - - 529 1.0 1.0 0 532 - A - 8387 - Seg. 1 - Both 49.2 25.8 160 1.0 1.0 0 532 - 532 1731 0.09 Open. 1 - Both - 50.4 252 - - 0 532 - 532 2663 0.09 Seg. 2 - Both 49.2 25.8 369 1.0 1.0 0 532 - 532 3994 0.09 Wall 1-3 1 Both - - 403 1.0 1.0 0 532 - A - 6390 - Seg. 1 - Both 89.6 5.6 202 1.0 1.0 0 532 - 532 1198 0.17 Open. 1 - Both - 50.4 378 - - 0 532 - 532 3994 0.09 Seg. 2 - Both 89.6 5.6 202 1.0 1.0 0 532 - 532 1198 0.17 Level 2 Ln1, Lev2 - Both - - 2782 - - - - - - 14842 - Wall 1-1 5 Both 99.9 - 350 1.0 .78 100 685 - A 533 1865 0.19 Wall 1-3 5 Both - - 1733 1.0 1.0 0 685 - A - 9248 - Seg. 1 - Both 150.7 117.2 829 1.0 1.0 0 685 - 685 3768 0.22 Open. 1 - Both - 192.6 385 - - 0 685 - 685 1370 0.28 Seg. 2 - Both 150.7 117.2 904 1.0 1.0 0 685 - 685 4110 0.22 Wall 1-4 5 Both 99.9 - 350 1.0 .78 100 685 - A 533 1865 0.19 Wall 1-6 5 Both 99.9 - 350 1.0 .78 100 685 - A 533 1865 0.19 Level 1 Ln1, Lev1 - Both - - 3971 - - - - - - 26626 - Wall 1-1 4 Both - - 1335 1.0 1.0 0 895 - A - 8950 - Seg. 1 - Both 222.5 80.1 667 1.0 1.0 0 895 - 895 2685 0.25 Open. 1 - Both - 213.6 854 - - 0 895 - 895 3580 0.24 Seg. 2 - Both 222.5 80.1 667 1.0 1.0 0 895 - 895 2685 0.25 Wall 1-4 4 Both - - 1101 1.0 1.0 0 895 - A - 7384 - Seg. 1 - Both 176.2 107.9 661 1.0 1.0 0 895 - 895 3356 0.20 Open. 1 - Both - 213.6 427 - - 0 895 - 895 1790 0.24 Seg. 2 - Both 176.2 107.9 440 1.0 1.0 0 895 - 895 2238 0.20 Wall 1-6 4 Both - - 1535 1.0 1.0 0 895 - A - 10293 - Seg. 1 - Both 204.7 90.8 563 1.0 1.0 0 895 - 895 2461 0.23 Open. 1 - Both - 213.6 854 - - 0 895 - 895 3580 0.24 Seg. 2 - Both 204.7 90.8 972 1.0 1.0 0 895 - 895 4251 0.23 Line 3 Ln3, Lev1 - Both - - 4739 - - - - - - 15896 - Wall 3-1 5 Both 234.0 - 2223 1.0 1.0 100 685 - A 785 7458 0.30 Wall 3-2 5 Both 234.0 - 2516 1.0 1.0 100 685 - A 785 8439 0.30 Line 4 Level 3 Ln4, Lev3 - Both - - 1233 - - - - - - 13283 - Wall 4-2 1 Both 58.7 - 646 1.0 1.0 100 532 - A 632 6958 0.09 Wall 4-3 1 Both 58.7 - 587 1.0 1.0 100 532 - A 632 6325 0.09 Level 2 Ln4, Lev2 - Both - - 3794 - - - - - - 15122 - Wall 4-2 4 Both 199.6 - 798 1.0 .89 100 895 - A 796 3182 0.25 Wall 4-3 4 Both 249.7 - 1498 1.0 1.0 100 895 - A 995 5970 0.25 Wall 4-4 4 Both 249.7 - 1498 1.0 1.0 100 895 - A 995 5970 0.25 Line 5 Level 3 Ln5, Lev3 - Both - - 964 - - - - - - 13978 - Wall 5-1 1 Both - - 285 1.0 1.0 0 532 - A - 4127 - Seg. 1 - Both 49.5 30.3 136 1.0 1.0 0 532 - 532 1464 0.09 Open. 1 - Both - 55.1 110 - - 0 532 - 532 1065 0.10 Seg. 2 - Both 49.5 30.3 149 1.0 1.0 0 532 - 532 1598 0.09 Wall 5-3 1 Both - - 441 1.0 1.0 0 532 - A - 6390 - Seg. 1 - Both 49.5 30.3 87 1.0 1.0 0 532 - 532 932 0.09 Open. 1 - Both - 55.1 110 - - 0 532 - 532 1065 0.10 Seg. 2 - Both 61.3 24.5 245 1.0 1.0 0 532 - 532 2130 0.12 Open. 2 - Both - 55.1 110 - - 0 532 - 532 1065 0.10 Seg. 3 - Both 48.5 30.9 109 1.0 1.0 0 532 - 532 1198 0.09 Wall 5-5 1 Both - - 239 1.0 1.0 0 532 - A - 3461 - Seg. 1 - Both 53.1 28.6 119 1.0 1.0 0 532 - 532 1198 0.10 Open. 1 - Both - 55.1 110 - - 0 532 - 532 1065 0.10 Seg. 2 - Both 53.1 28.6 119 1.0 1.0 0 532 - 532 1198 0.10 Level 2 Ln5, Lev2 - Both - - 2400 - - - - - - 25345 - Wall 5-1 5 Both - - 649 1.0 1.0 0 685 - A - 6850 - 32 Page 109 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEAR RESULTS (flexible wind design, continued) Seg. 1 - Both 129.7 32.4 389 1.0 1.0 0 685 - 685 2055 0.19 Open. 1 - Both - 97.3 486 - - 0 685 - 685 3425 0.14 Seg. 2 - Both 129.7 32.4 259 1.0 1.0 0 685 - 685 1370 0.19 Wall 5-2 5 Both - - 730 1.0 1.0 0 685 - A - 7706 - Seg. 1 - Both 116.7 38.9 350 1.0 1.0 0 685 - 685 2055 0.17 Open. 1 - Both - 97.3 486 - - 0 685 - 685 3425 0.14 Seg. 2 - Both 116.7 38.9 379 1.0 1.0 0 685 - 685 2226 0.17 Wall 5-4 5 Both - - 1022 1.0 1.0 0 685 - A - 10789 - Seg. 1 - Both 95.0 49.8 618 1.0 1.0 0 685 - 685 4453 0.14 Open. 1 - Both - 97.3 486 - - 0 685 - 685 3425 0.14 Seg. 2 - Both 95.0 49.8 404 1.0 1.0 0 685 - 685 2911 0.14 Level 1 Ln5, Lev1 1 Both 145.1 - 5987 1.0 1.0 100 532 - A 632 26091 0.23 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 1177 - - - - - - 14378 - Wall A-1 1 Both - - 589 1.0 1.0 0 532 - A - 7189 - Seg. 1 - Both 69.3 30.8 260 1.0 1.0 0 532 - 532 1997 0.13 Open. 1 - Both - 65.4 327 - - 0 532 - 532 2663 0.12 Seg. 2 - Both 69.3 30.8 329 1.0 1.0 0 532 - 532 2529 0.13 Wall A-2 1 Both - - 589 1.0 1.0 0 532 - A - 7189 - Seg. 1 - Both 69.3 30.8 260 1.0 1.0 0 532 - 532 1997 0.13 Open. 1 - Both - 65.4 327 - - 0 532 - 532 2663 0.12 Seg. 2 - Both 69.3 30.8 329 1.0 1.0 0 532 - 532 2529 0.13 Level 2 LnA, Lev2 - Both - - 3264 - - - - - - 17874 - Wall A-1 1 Both - - 1993 1.0 1.0 0 532 - A - 10916 - Seg. 1 - Both 144.7 73.5 542 1.0 1.0 0 532 - 532 1997 0.27 Open. 1 - Both - 145.8 729 - - 0 532 - 532 2663 0.27 Seg. 2 - Both 164.6 63.5 1070 1.0 1.0 0 532 - 532 3461 0.31 Open. 2 - Both - 145.8 292 - - 0 532 - 532 1065 0.27 Seg. 3 - Both 117.2 87.3 381 1.0 1.0 0 532 - 532 1731 0.22 Wall A-2 1 Both 115.5 - 1270 1.0 1.0 100 532 - A 632 6958 0.18 Level 1 LnA, Lev1 - Both - - 5223 - - - - - - 15842 - Wall A-1 1 Both - - 5223 1.0 1.0 0 532 - A - 15842 - Seg. 1 - Both 217.5 150.4 761 1.0 1.0 0 532 - 532 1864 0.41 Open. 1 - Both - 280.9 1124 - - 0 532 - 532 2130 0.53 Seg. 2 - Both 256.0 127.3 3392 1.0 1.0 0 532 - 532 7056 0.48 Open. 2 - Both - 280.9 1124 - - 0 532 - 532 2130 0.53 Seg. 3 - Both 214.1 152.5 1070 1.0 1.0 0 532 - 532 2663 0.40 Line C Level 3 LnC, Lev3 - Both - - 1905 - - - - - - 15496 - Wall C-3 1 Both 77.7 - 1905 1.0 1.0 100 532 - A 632 15496 0.12 Level 2 LnC, Lev2 - Both - - 5372 - - - - - - 19924 - Wall C-1 1 Both 170.5 - 5372 1.0 1.0 100 532 - A 632 19924 0.27 Level 1 LnC, Lev1 - Both - - 8478 - - - - - - 19608 - Wall C-2 1 Both 273.5 - 8478 1.0 1.0 100 532 - A 632 19608 0.43 Line F Level 3 LnF, Lev3 - Both - - 1185 - - - - - - 25508 - Wall F-1 4 Both - - 416 1.0 1.0 0 895 - A - 8950 - Seg. 1 - Both 83.2 20.8 250 1.0 1.0 0 895 - 895 2685 0.09 Open. 1 - Both - 62.4 312 - - 0 895 - 895 4475 0.07 Seg. 2 - Both 83.2 20.8 166 1.0 1.0 0 895 - 895 1790 0.09 Wall F-2 4 Both - - 769 1.0 1.0 0 895 - A - 16558 - Seg. 1 - Both 56.7 34.0 99 1.0 1.0 0 895 - 895 1566 0.06 Open. 1 - Both - 62.4 125 - - 0 895 - 895 1790 0.07 Seg. 2 - Both 78.0 23.4 293 1.0 1.0 0 895 - 895 3356 0.09 Open. 2 - Both - 62.4 312 - - 0 895 - 895 4475 0.07 Seg. 3 - Both 62.9 30.9 378 1.0 1.0 0 895 - 895 5370 0.07 Level 2 LnF, Lev2 - Both - - 3238 - - - - - - 17839 - Wall F-1 1 Both - - 1788 1.0 1.0 0 532 - A - 9851 - Seg. 1 - Both 132.5 78.8 563 1.0 1.0 0 532 - 532 2263 0.25 Open. 1 - Both - 145.0 725 - - 0 532 - 532 2663 0.27 Seg. 2 - Both 132.5 78.8 1225 1.0 1.0 0 532 - 532 4926 0.25 Wall F-2 1 Both - - 1450 1.0 1.0 0 532 - A - 7988 - Seg. 1 - Both 111.5 89.2 502 1.0 1.0 0 532 - 532 2396 0.21 Open. 1 - Both - 145.0 290 - - 0 532 - 532 1065 0.27 Seg. 2 - Both 111.5 89.2 948 1.0 1.0 0 532 - 532 4526 0.21 33 Page 110 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEAR RESULTS (flexible wind design, continued) Level 1 LnF, Lev1 - Both - - 5162 - - - - - - 16907 - Wall F-1 1 Both - - 5162 1.0 1.0 0 532 - A - 16907 - Seg. 1 - Both 196.4 142.3 933 1.0 1.0 0 532 - 532 2529 0.37 Open. 1 - Both - 260.1 1040 - - 0 532 - 532 2130 0.49 Seg. 2 - Both 230.6 121.8 3343 1.0 1.0 0 532 - 532 7721 0.43 Open. 2 - Both - 260.1 1040 - - 0 532 - 532 2130 0.49 Seg. 3 - Both 196.8 142.0 886 1.0 1.0 0 532 - 532 2396 0.37 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. 34 Page 111 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible wind design) Level 1 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 V Elem -2.00 -1.37 1 0 236 236 Compression V Elem 1.50 -1.37 2 968 968 Refer to upper level V Elem 1.50 -1.37 2 -968 968 Compression 1-1 L End 0.00 0.12 2 1095 216 879 HDU8-SDS 6765 0.13 1-1 L End 0.00 0.12 2 -1095 360 1455 Compression 6562 0.22 V Elem 1.50 1.13 2 307 307 Refer to upper level V Elem 1.50 1.13 2 -307 307 Compression V Elem -2.00 1.88 1 0 236 236 Compression V Elem 1.50 1.88 2 968 968 Refer to upper level V Elem 1.50 1.88 2 -968 968 Compression V Elem -2.00 2.13 1 0 641 641 Compression 1-1 R End 0.00 9.87 2 1095 216 879 HDU8-SDS 6765 0.13 1-1 R End 0.00 9.87 2 -1095 360 1455 Compression 7383 0.20 V Elem 0.00 10.13 1 0 255 255 Compression V Elem -2.00 11.38 1 0 641 641 Compression V Elem -2.00 11.63 1 0 771 771 Compression V Elem 1.50 11.63 2 1177 1177 Refer to upper level V Elem 1.50 11.63 2 -1177 1177 Compression V Elem 0.00 14.13 1 0 255 255 Compression V Elem 0.00 14.38 1 0 195 195 Compression V Elem 1.50 16.62 2 307 307 Refer to upper level V Elem 1.50 16.62 2 -307 307 Compression V Elem 0.00 17.38 1 0 195 195 Compression 1-4 L End -2.00 17.63 2 1101 236 865 HDU8-SDS 6765 0.13 1-4 L End -2.00 17.63 2 -1101 393 1494 Compression 6562 0.23 V Elem -2.00 24.88 1 0 781 781 Compression V Elem 1.50 24.88 2 1177 1177 Refer to upper level V Elem 1.50 24.88 2 -1177 1177 Compression V Elem 1.50 25.13 2 968 968 Refer to upper level V Elem 1.50 25.13 2 -968 968 Compression V Elem -2.00 25.13 1 0 236 236 Compression 1-4 R End -2.00 25.63 2 1101 214 887 HDU8-SDS 6765 0.13 1-4 R End -2.00 25.63 2 -1101 357 1458 Compression 7383 0.20 V Elem -1.00 25.88 1 0 240 240 Compression V Elem 1.50 26.38 2 309 309 Refer to upper level V Elem 1.50 26.38 2 -309 309 Compression V Elem -2.00 28.38 1 0 236 236 Compression V Elem 1.50 28.38 2 968 968 Refer to upper level V Elem 1.50 28.38 2 -968 968 Compression V Elem -2.00 28.63 1 0 624 624 Compression V Elem -1.00 29.63 1 0 240 240 Compression 1-6 L End -2.00 29.88 2 1092 245 847 HDU8-SDS 6765 0.13 1-6 L End -2.00 29.88 2 -1091 408 1500 Compression 6562 0.23 V Elem -2.00 37.62 1 0 624 624 Compression V Elem -2.00 37.88 1 0 236 236 Compression V Elem 1.50 37.88 2 968 968 Refer to upper level V Elem 1.50 37.88 2 -968 968 Compression V Elem 1.50 38.13 2 309 309 Refer to upper level V Elem 1.50 38.13 2 -309 309 Compression 1-6 R End -2.00 41.13 2 2060 437 1623 HDU8-SDS 6765 0.24 1-6 R End -2.00 41.13 2 -2059 728 2787 Compression 7383 0.38 Line 3 3-1 L End 9.50 0.63 1 1923 228 1695 HTT4 16d 4235 0.40 3-1 L End 9.50 0.63 1 -1923 380 2303 Compression 6562 0.35 3-1 R End 9.50 9.87 1 1923 228 1695 HTT4 16d 4235 0.40 3-1 R End 9.50 9.87 1 -1923 380 2303 Compression 6562 0.35 3-2 L End 9.50 30.13 1 1917 258 1659 HTT4 16d 4235 0.39 3-2 L End 9.50 30.13 1 -1917 430 2347 Compression 6562 0.36 3-2 R End 9.50 40.63 1 1917 258 1659 HTT4 16d 4235 0.39 3-2 R End 9.50 40.63 1 -1917 430 2347 Compression 6562 0.36 Line 4 V Elem 17.00 -1.37 1 0 68 67 Compression V Elem 17.00 -0.62 1 0 68 67 Compression V Elem 17.00 0.12 1 0 79 79 Compression V Elem 17.00 0.63 1 541 337 204 Refer to upper level V Elem 17.00 0.63 1 -541 561 1102 Compression V Elem 17.00 0.88 1 0 101 101 Compression V Elem 17.00 6.88 1 1916 108 1808 Refer to upper level V Elem 17.00 6.88 1 -1916 180 2096 Compression V Elem 17.00 10.63 1 1916 108 1808 Refer to upper level V Elem 17.00 10.63 1 -1916 180 2096 Compression V Elem 17.00 11.38 1 541 298 243 Refer to upper level 35 Page 112 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible wind design, continued) V Elem 17.00 11.38 1 -541 497 1037 Compression V Elem 17.00 14.38 1 2345 162 2183 Refer to upper level V Elem 17.00 14.38 1 -2344 270 2614 Compression V Elem 17.00 20.13 1 2345 162 2183 Refer to upper level V Elem 17.00 20.13 1 -2344 270 2614 Compression V Elem 17.00 20.63 1 2345 162 2183 Refer to upper level V Elem 17.00 20.63 1 -2344 270 2614 Compression V Elem 17.00 26.38 1 2345 162 2183 Refer to upper level V Elem 17.00 26.38 1 -2344 270 2614 Compression V Elem 17.00 30.13 1 542 270 272 Refer to upper level V Elem 17.00 30.13 1 -542 450 992 Compression V Elem 17.00 39.88 1 542 270 272 Refer to upper level V Elem 17.00 39.88 1 -542 450 992 Compression V Elem 17.00 40.38 1 0 68 67 Compression V Elem 17.00 41.13 1 0 68 67 Compression Line 5 V Elem 30.00 -0.37 2 599 223 376 Refer to upper level V Elem 30.00 -0.37 2 -599 371 970 Compression 5-1 L End 29.75 0.12 2 -1510 2859 4368 Compression 6562 0.67 V Elem 30.00 7.63 2 342 235 106 Refer to upper level V Elem 30.00 7.63 2 -342 392 734 Compression V Elem 30.00 7.88 1 0 473 472 Compression V Elem 30.00 9.38 2 599 182 416 Refer to upper level V Elem 30.00 9.38 2 -599 304 902 Compression V Elem 30.00 9.63 2 597 249 348 Refer to upper level V Elem 30.00 9.63 2 -597 414 1011 Compression V Elem 30.00 14.63 1 0 473 472 Compression V Elem 30.00 14.88 2 338 317 20 Refer to upper level V Elem 30.00 14.88 2 -338 529 866 Compression V Elem 30.00 20.63 2 597 258 339 Refer to upper level V Elem 30.00 20.63 2 -597 429 1026 Compression V Elem 30.00 20.88 1 0 253 253 Compression V Elem 30.00 24.38 1 0 253 253 Compression V Elem 30.00 24.63 2 593 464 129 Refer to upper level V Elem 30.00 24.63 2 -593 774 1367 Compression V Elem 30.00 26.63 2 338 331 7 Refer to upper level V Elem 30.00 26.63 2 -338 551 889 Compression V Elem 30.00 26.88 1 0 473 472 Compression V Elem 30.00 33.63 1 0 473 472 Compression V Elem 30.00 33.87 2 344 182 162 Refer to upper level V Elem 30.00 33.87 2 -344 304 648 Compression V Elem 30.00 40.12 2 937 589 348 Refer to upper level V Elem 30.00 40.12 2 -937 981 1918 Compression 5-1 R End 29.75 41.13 2 -1168 2475 3643 Compression 6562 0.56 Line A A-1 L End 0.12 0.00 2 2302 1284 1019 HTT4 16d 4235 0.24 A-1 L End 0.12 0.00 2 -2302 2139 4442 Compression 6562 0.68 V Elem 3.13 0.00 2 400 329 71 Refer to upper level V Elem 3.13 0.00 2 -400 549 948 Compression V Elem 16.38 0.00 2 400 359 41 Refer to upper level V Elem 16.38 0.00 2 -400 599 998 Compression V Elem 16.62 0.00 2 400 329 71 Refer to upper level V Elem 16.62 0.00 2 -400 549 948 Compression V Elem 20.37 0.00 2 886 578 308 Refer to upper level V Elem 20.37 0.00 2 -886 964 1850 Compression V Elem 20.63 0.00 2 1064 446 618 Refer to upper level V Elem 20.63 0.00 2 -1063 743 1806 Compression A-1 R End 29.63 0.00 2 1417 798 619 HTT4 16d 4235 0.15 A-1 R End 29.63 0.00 2 -1416 1329 2746 Compression 7383 0.37 V Elem 29.88 0.00 2 400 359 41 Refer to upper level V Elem 29.88 0.00 2 -400 599 998 Compression V Elem 31.38 0.00 2 1064 446 618 Refer to upper level V Elem 31.38 0.00 2 -1063 743 1806 Compression Line C V Elem -1.87 17.50 1 0 165 165 Compression C-2 L End -1.37 20.25 1 2206 849 1356 HTT4 16d 4235 0.32 C-2 L End -1.37 20.25 1 -2205 1416 3621 Compression 9844 0.37 V Elem -0.12 17.50 1 0 195 195 Compression V Elem 0.63 20.25 1 1547 851 696 Refer to upper level V Elem 0.63 20.25 1 -1547 1418 2965 Compression V Elem 3.13 20.25 1 0 113 112 Compression V Elem 4.13 20.25 1 0 68 67 Compression V Elem 4.38 20.25 1 0 225 225 Compression V Elem 5.13 20.25 1 707 667 40 Refer to upper level V Elem 5.13 20.25 1 -707 1111 1818 Compression V Elem 27.88 20.25 1 0 248 248 Compression C-2 R End 29.38 20.25 1 2913 1545 1368 HTT4 16d 4235 0.32 36 Page 113 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible wind design, continued) C-2 R End 29.38 20.25 1 -2912 2575 5487 Compression 9844 0.56 V Elem 29.88 20.25 1 0 213 213 Compression V Elem 31.63 20.25 1 0 101 101 Compression V Elem 31.88 20.25 1 1547 891 656 Refer to upper level V Elem 31.88 20.25 1 -1547 1484 3031 Compression V Elem 32.38 20.25 1 0 79 79 Compression Line F F-1 L End -1.87 41.25 2 2193 1349 843 HTT4 16d 4235 0.20 F-1 L End -1.87 41.25 2 -2193 2249 4441 Compression 6562 0.68 V Elem 1.63 38.25 2 384 223 161 Refer to upper level V Elem 1.63 38.25 2 -384 371 755 Compression V Elem 11.38 38.25 2 384 182 202 Refer to upper level V Elem 11.38 38.25 2 -384 304 688 Compression V Elem 11.63 38.25 2 -379 709 1088 Compression V Elem 16.38 38.25 2 882 601 280 Refer to upper level V Elem 16.38 38.25 2 -882 1002 1884 Compression V Elem 16.62 38.25 2 885 505 380 Refer to upper level V Elem 16.62 38.25 2 -885 842 1726 Compression F-1 R End 29.63 41.25 2 1311 853 458 HTT4 16d 4235 0.11 F-1 R End 29.63 41.25 2 -1311 1421 2732 Compression 7383 0.37 V Elem 29.88 38.25 2 -379 844 1223 Compression V Elem 31.38 38.25 2 885 548 337 Refer to upper level V Elem 31.38 38.25 2 -885 914 1798 Compression Level 2 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.37 2 968 142 826 CS14 2490 0.33 1-1 L End 0.00 -1.37 2 -968 236 1204 Compression 6562 0.18 V Elem 1.50 1.13 2 307 307 Refer to upper level V Elem 1.50 1.13 2 -307 307 Compression 1-1 R End 0.00 1.88 2 968 142 826 CS14 2490 0.33 1-1 R End 0.00 1.88 2 -968 236 1204 Compression 6562 0.18 1-2 L End 0.00 2.13 1 0 641 641 Compression - 1-2 R End 0.00 11.38 1 0 641 641 Compression - 1-3 L End 0.00 11.63 2 1177 463 715 CS14 2490 0.29 1-3 L End 0.00 11.63 2 -1177 771 1949 Compression 6562 0.30 V Elem 1.50 16.62 2 307 307 Refer to upper level V Elem 1.50 16.62 2 -307 307 Compression 1-3 R End 0.00 24.88 2 1177 469 709 CS14 2490 0.28 1-3 R End 0.00 24.88 2 -1177 781 1959 Compression 7383 0.27 1-4 L End -2.00 25.13 2 968 142 826 CS14 2490 0.33 1-4 L End -2.00 25.13 2 -968 236 1204 Compression 6562 0.18 V Elem 1.50 26.38 2 309 309 Refer to upper level V Elem 1.50 26.38 2 -309 309 Compression 1-4 R End -2.00 28.38 2 968 142 826 CS14 2490 0.33 1-4 R End -2.00 28.38 2 -968 236 1204 Compression 6562 0.18 1-5 L End -2.00 28.63 1 0 624 624 Compression - 1-5 R End -2.00 37.62 1 0 624 624 Compression - 1-6 L End -2.00 37.88 2 968 142 826 CS14 2490 0.33 1-6 L End -2.00 37.88 2 -968 236 1204 Compression 6562 0.18 V Elem 1.50 38.13 2 309 309 Refer to upper level V Elem 1.50 38.13 2 -309 309 Compression 1-6 R End -2.00 41.13 2 968 142 826 CS14 2490 0.33 1-6 R End -2.00 41.13 2 -968 236 1204 Compression 6562 0.18 Line 4 V Elem 20.50 -1.37 1 0 68 67 Compression V Elem 20.50 -0.62 1 0 68 67 Compression V Elem 17.00 0.12 1 0 79 79 Compression V Elem 17.00 0.63 1 541 337 204 Refer to upper level V Elem 17.00 0.63 1 -541 561 1102 Compression V Elem 17.00 0.88 1 0 101 101 Compression 4-2 L End 20.75 6.88 1 1916 108 1808 2CS14 4980 0.36 4-2 L End 20.75 6.88 1 -1916 180 2096 Compression 6562 0.32 4-2 R End 20.75 10.63 1 1916 108 1808 2CS14 4980 0.36 4-2 R End 20.75 10.63 1 -1916 180 2096 Compression 6562 0.32 V Elem 17.00 11.38 1 541 298 243 Refer to upper level V Elem 17.00 11.38 1 -541 497 1037 Compression 4-3 L End 19.50 14.38 1 2345 162 2183 2CS14 4980 0.44 4-3 L End 19.50 14.38 1 -2344 270 2614 Compression 6562 0.40 4-3 R End 19.50 20.13 1 2345 162 2183 2CS14 4980 0.44 4-3 R End 19.50 20.13 1 -2344 270 2614 Compression 6562 0.40 4-4 L End 16.00 20.63 1 2345 162 2183 2CS14 4980 0.44 4-4 L End 16.00 20.63 1 -2344 270 2614 Compression 6562 0.40 4-4 R End 16.00 26.38 1 2345 162 2183 2CS14 4980 0.44 4-4 R End 16.00 26.38 1 -2344 270 2614 Compression 6562 0.40 37 Page 114 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible wind design, continued) V Elem 17.00 30.13 1 542 270 272 Refer to upper level V Elem 17.00 30.13 1 -542 450 992 Compression V Elem 17.00 39.88 1 542 270 272 Refer to upper level V Elem 17.00 39.88 1 -542 450 992 Compression V Elem 16.50 40.38 1 0 68 67 Compression V Elem 16.50 41.13 1 0 68 67 Compression Line 5 5-1 L End 31.50 -0.37 2 599 223 376 CS14 2490 0.15 5-1 L End 31.50 -0.37 2 -599 371 970 Compression 6562 0.15 V Elem 30.00 0.12 2 342 230 111 Refer to upper level V Elem 30.00 0.12 2 -342 384 725 Compression V Elem 30.00 7.63 2 342 235 106 Refer to upper level V Elem 30.00 7.63 2 -342 392 734 Compression V Elem 30.00 7.88 1 0 473 472 Compression 5-1 R End 31.50 9.38 2 599 182 416 CS14 2490 0.17 5-1 R End 31.50 9.38 2 -599 304 902 Compression 7383 0.12 5-2 L End 32.50 9.63 2 597 249 348 CS14 2490 0.14 5-2 L End 32.50 9.63 2 -597 414 1011 Compression 6562 0.15 V Elem 30.00 14.63 1 0 473 472 Compression V Elem 30.00 14.88 2 338 317 20 Refer to upper level V Elem 30.00 14.88 2 -338 529 866 Compression 5-2 R End 32.50 20.63 2 597 258 339 CS14 2490 0.14 5-2 R End 32.50 20.63 2 -597 429 1026 Compression 7383 0.14 V Elem 31.50 20.88 1 0 253 253 Compression V Elem 31.50 24.38 1 0 253 253 Compression 5-4 L End 31.50 24.63 2 593 464 129 CS14 2490 0.05 5-4 L End 31.50 24.63 2 -593 774 1367 Compression 6562 0.21 V Elem 30.00 26.63 2 338 331 7 Refer to upper level V Elem 30.00 26.63 2 -338 551 889 Compression V Elem 30.00 26.88 1 0 473 472 Compression V Elem 30.00 33.63 1 0 473 472 Compression V Elem 30.00 33.87 2 344 182 162 Refer to upper level V Elem 30.00 33.87 2 -344 304 648 Compression 5-4 R End 31.50 40.12 2 937 589 348 CS14 2490 0.14 5-4 R End 31.50 40.12 2 -937 981 1918 Compression 7383 0.26 Line A A-1 L End 0.12 -1.50 2 886 515 371 CS14 2490 0.15 A-1 L End 0.12 -1.50 2 -886 859 1744 Compression 6562 0.27 V Elem 3.13 0.00 2 400 329 71 Refer to upper level V Elem 3.13 0.00 2 -400 549 948 Compression V Elem 16.38 0.00 2 400 359 41 Refer to upper level V Elem 16.38 0.00 2 -400 599 998 Compression V Elem 16.62 0.00 2 400 329 71 Refer to upper level V Elem 16.62 0.00 2 -400 549 948 Compression A-1 R End 20.37 -1.50 2 886 578 308 CS14 2490 0.12 A-1 R End 20.37 -1.50 2 -886 964 1850 Compression 7383 0.25 A-2 L End 20.63 -0.50 2 1064 446 618 CS14 2490 0.25 A-2 L End 20.63 -0.50 2 -1063 743 1806 Compression 6562 0.28 V Elem 29.88 0.00 2 400 359 41 Refer to upper level V Elem 29.88 0.00 2 -400 599 998 Compression A-2 R End 31.38 -0.50 2 1064 446 618 CS14 2490 0.25 A-2 R End 31.38 -0.50 2 -1063 743 1806 Compression 6562 0.28 Line C C-1 L End 0.63 20.25 1 1547 851 696 CS14 2490 0.28 C-1 L End 0.63 20.25 1 -1547 1418 2965 Compression 6562 0.45 V Elem 3.13 20.25 1 0 113 112 Compression V Elem 4.13 20.25 1 0 68 67 Compression V Elem 4.38 20.25 1 0 225 225 Compression V Elem 5.13 20.25 1 707 667 40 Refer to upper level V Elem 5.13 20.25 1 -707 1111 1818 Compression V Elem 27.88 20.25 1 0 248 248 Compression V Elem 29.38 20.25 1 -707 1330 2037 Compression V Elem 29.88 20.25 1 0 213 213 Compression V Elem 31.63 20.75 1 0 101 101 Compression C-1 R End 31.88 20.25 1 1547 891 656 CS14 2490 0.26 C-1 R End 31.88 20.25 1 -1547 1484 3031 Compression 6562 0.46 V Elem 32.38 20.75 1 0 79 79 Compression Line F F-1 L End -1.87 41.25 2 882 492 390 CS14 2490 0.16 F-1 L End -1.87 41.25 2 -882 820 1702 Compression 6562 0.26 V Elem 1.63 38.25 2 384 223 161 Refer to upper level V Elem 1.63 38.25 2 -384 371 755 Compression V Elem 11.38 38.25 2 384 182 202 Refer to upper level V Elem 11.38 38.25 2 -384 304 688 Compression V Elem 11.63 38.25 2 -379 709 1088 Compression F-1 R End 16.38 41.25 2 882 601 280 CS14 2490 0.11 F-1 R End 16.38 41.25 2 -882 1002 1884 Compression 7383 0.26 38 Page 115 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible wind design, continued) F-2 L End 16.62 40.25 2 885 505 380 CS14 2490 0.15 F-2 L End 16.62 40.25 2 -885 842 1726 Compression 6562 0.26 V Elem 29.88 38.25 2 -379 844 1223 Compression F-2 R End 31.38 40.25 2 885 548 337 CS14 2490 0.14 F-2 R End 31.38 40.25 2 -885 914 1798 Compression 7383 0.24 Level 3 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 3.00 1.13 2 307 307 CS14 2490 0.12 1-1 L End 3.00 1.13 2 -307 307 Compression 6562 0.05 1-1 R End 3.00 16.62 2 307 307 CS14 2490 0.12 1-1 R End 3.00 16.62 2 -307 307 Compression 7383 0.04 1-3 L End 1.50 26.38 2 309 309 CS14 2490 0.12 1-3 L End 1.50 26.38 2 -309 309 Compression 6562 0.05 1-3 R End 1.50 38.13 2 309 309 CS14 2490 0.12 1-3 R End 1.50 38.13 2 -309 309 Compression 7383 0.04 Line 4 V Elem 16.50 0.12 1 0 79 79 Compression 4-2 L End 17.00 0.63 1 541 337 204 CS14 2490 0.08 4-2 L End 17.00 0.63 1 -541 561 1102 Compression 6562 0.17 V Elem 16.50 0.88 1 0 101 101 Compression 4-2 R End 17.00 11.38 1 541 298 243 CS14 2490 0.10 4-2 R End 17.00 11.38 1 -541 497 1037 Compression 6562 0.16 4-3 L End 17.25 30.13 1 542 270 272 CS14 2490 0.11 4-3 L End 17.25 30.13 1 -542 450 992 Compression 6562 0.15 4-3 R End 17.25 39.88 1 542 270 272 CS14 2490 0.11 4-3 R End 17.25 39.88 1 -542 450 992 Compression 6562 0.15 Line 5 5-1 L End 30.00 0.12 2 342 230 111 CS14 2490 0.04 5-1 L End 30.00 0.12 2 -342 384 725 Compression 6562 0.11 5-1 R End 30.00 7.63 2 342 235 106 CS14 2490 0.04 5-1 R End 30.00 7.63 2 -342 392 734 Compression 7383 0.10 5-2 L End 27.75 7.88 1 0 473 472 Compression - 5-2 R End 27.75 14.63 1 0 473 472 Compression - 5-3 L End 30.00 14.88 2 338 317 20 CS14 2490 0.01 5-3 L End 30.00 14.88 2 -338 529 866 Compression 6562 0.13 5-3 R End 30.00 26.63 2 338 331 7 CS14 2490 0.00 5-3 R End 30.00 26.63 2 -338 551 889 Compression 7383 0.12 5-4 L End 27.75 26.88 1 0 473 472 Compression - 5-4 R End 27.75 33.63 1 0 473 472 Compression - 5-5 L End 30.00 33.87 2 344 182 162 CS14 2490 0.07 5-5 L End 30.00 33.87 2 -344 304 648 Compression 6562 0.10 5-5 R End 30.00 40.12 2 344 182 162 CS14 2490 0.07 5-5 R End 30.00 40.12 2 -344 304 648 Compression 7383 0.09 Line A A-1 L End 3.13 1.00 2 400 329 71 CS14 2490 0.03 A-1 L End 3.13 1.00 2 -400 549 948 Compression 6562 0.14 A-1 R End 16.38 1.00 2 400 359 41 CS14 2490 0.02 A-1 R End 16.38 1.00 2 -400 599 998 Compression 7383 0.14 A-2 L End 16.62 0.00 2 400 329 71 CS14 2490 0.03 A-2 L End 16.62 0.00 2 -400 549 948 Compression 6562 0.14 A-2 R End 29.88 0.00 2 400 359 41 CS14 2490 0.02 A-2 R End 29.88 0.00 2 -400 599 998 Compression 7383 0.14 Line C V Elem 3.13 16.75 1 0 113 112 Compression V Elem 4.13 20.00 1 0 68 67 Compression V Elem 4.38 16.75 1 0 225 225 Compression C-3 L End 5.13 20.25 1 707 667 40 CS14 2490 0.02 C-3 L End 5.13 20.25 1 -707 1111 1818 Compression 6562 0.28 V Elem 27.88 14.75 1 0 248 248 Compression C-3 R End 29.38 20.25 1 -707 1330 2037 Compression 6562 0.31 V Elem 29.88 14.75 1 0 213 213 Compression Line F F-1 L End 1.63 38.25 2 384 223 161 2CS14 4980 0.03 F-1 L End 1.63 38.25 2 -384 371 755 Compression 6562 0.12 F-1 R End 11.38 38.25 2 384 182 202 2CS14 4980 0.04 F-1 R End 11.38 38.25 2 -384 304 688 Compression 7383 0.09 F-2 L End 11.63 40.25 2 -379 709 1088 Compression 6562 0.17 F-2 R End 29.88 40.25 2 -379 844 1223 Compression 7383 0.17 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element – Shearline Posit'n – Position of stud pack that hold-down is attached to or which is applying compression force: 39 Page 116 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 V Elem – Vertical element: column or strengthened studs required where not at wall end or opening L or R End – At left or right wall end L or R Op n – At left or right side of opening n t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location – Co-ordinates in Plan View Load Case – Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1 ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min" Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.60; h = wall height, beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Uplift – Uplift wind load component, factored for ASD by 0.60 Cmb'd – Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap – Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details Crit. Resp. – Critical Response = Combined ASD force / Allowable ASD tension load Notes: HDU8-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt. HTT4 (18-16d x 2.5) for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt. Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Most severe of wind load cases is used for overturning calculation. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 40 Page 117 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible wind design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 1 1-1 Left Opening 1 0.00 3.00 -49 49 1-1 Right Opening 1 0.00 7.00 421 -421 1-1 Right Wall End 0.00 10.00 372 -372 1-4 Left Wall End -2.00 17.50 -350 350 1-4 Left Opening 1 -2.00 21.25 -306 306 1-4 Right Opening 1 -2.00 23.25 -72 72 1-4 Right Wall End -2.00 25.75 -43 43 1-6 Left Wall End -2.00 29.75 -428 428 1-6 Left Opening 1 -2.00 32.50 -443 443 1-6 Right Opening 1 -2.00 36.50 26 -26 1-1 Left Opening 1 0.00 3.00 427 427 1-1 Right Opening 1 0.00 7.00 427 427 1-4 Left Opening 1 -2.00 21.25 256 256 1-4 Right Opening 1 -2.00 23.25 171 171 1-6 Left Opening 1 -2.00 32.50 313 313 1-6 Right Opening 1 -2.00 36.50 541 541 Line 3 3-1 Left Wall End 9.50 0.50 -57 57 3-1 Right Wall End 9.50 10.00 1074 -1074 3-2 Left Wall End 9.50 30.00 -1223 1223 3-2 Right Wall End 9.50 40.75 57 -57 Line A A-1 Left Opening 1 3.50 0.00 -88 88 A-1 Right Opening 1 7.50 0.00 333 -333 A-1 Left Opening 2 20.75 0.00 -306 306 A-1 Right Opening 2 24.75 0.00 115 -115 A-1 Left Opening 1 3.50 0.00 235 235 A-1 Right Opening 1 7.50 0.00 889 889 A-1 Left Opening 2 20.75 0.00 816 816 A-1 Right Opening 2 24.75 0.00 308 308 Line C C-2 Left Wall End -1.50 20.25 -134 134 C-2 Right Wall End 29.50 20.25 67 -67 Line F F-1 Left Opening 1 2.75 41.25 -96 96 F-1 Right Opening 1 6.75 41.25 294 -294 F-1 Left Opening 2 21.25 41.25 -298 298 F-1 Right Opening 2 25.25 41.25 92 -92 F-1 Left Opening 1 2.75 41.25 257 257 F-1 Right Opening 1 6.75 41.25 784 784 F-1 Left Opening 2 21.25 41.25 794 794 F-1 Right Opening 2 25.25 41.25 246 246 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 1 1-1 Right Wall End 0.00 2.00 122 -122 1-3 Left Wall End 0.00 11.50 -496 496 1-3 Left Opening 1 0.00 17.00 -210 210 1-3 Right Opening 1 0.00 19.00 45 -45 1-4 Right Wall End -2.00 28.50 480 -480 1-6 Left Wall End -2.00 37.75 -122 122 1-3 Left Opening 1 0.00 17.00 184 184 1-3 Right Opening 1 0.00 19.00 201 201 Line 4 4-2 Left Wall End 20.75 6.75 -750 750 4-2 Right Wall End 20.75 10.75 -315 315 4-3 Left Wall End 19.50 14.25 -633 633 4-3 Right Wall End 19.50 20.25 320 -320 4-4 Left Wall End 16.00 20.50 297 -297 4-4 Right Wall End 16.00 26.50 1250 -1250 Line 5 5-1 Left Opening 1 31.50 2.50 -79 79 5-1 Right Opening 1 31.50 7.50 113 -113 5-2 Left Opening 1 32.50 12.50 0 0 5-2 Right Opening 1 32.50 17.50 192 -192 5-2 Right Wall End 32.50 20.75 127 -127 5-4 Left Wall End 31.50 24.50 -94 94 5-4 Left Opening 1 31.50 31.00 -153 153 5-4 Right Opening 1 31.50 36.00 39 -39 41 Page 118 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible wind design, continued) 5-1 Left Opening 1 31.50 2.50 292 292 5-1 Right Opening 1 31.50 7.50 195 195 5-2 Left Opening 1 32.50 12.50 233 233 5-2 Right Opening 1 32.50 17.50 253 253 5-4 Left Opening 1 31.50 31.00 294 294 5-4 Right Opening 1 31.50 36.00 192 192 Line A A-1 Left Opening 1 3.75 -1.50 -113 113 A-1 Right Opening 1 8.75 -1.50 98 -98 A-1 Left Opening 2 15.25 -1.50 -162 162 A-1 Right Opening 2 17.25 -1.50 -78 78 A-1 Left Opening 1 3.75 -1.50 267 267 A-1 Right Opening 1 8.75 -1.50 462 462 A-1 Left Opening 2 15.25 -1.50 194 194 A-1 Right Opening 2 17.25 -1.50 97 97 Line C C-1 Left Wall End 0.50 20.25 -83 83 C-1 Right Wall End 32.00 20.25 83 -83 Line F F-1 Left Opening 1 2.25 41.25 -76 76 F-1 Right Opening 1 7.25 41.25 166 -166 F-2 Left Opening 1 21.00 40.25 -33 33 F-2 Right Opening 1 23.00 40.25 63 -63 F-1 Left Opening 1 2.25 41.25 228 228 F-1 Right Opening 1 7.25 41.25 497 497 F-2 Left Opening 1 21.00 40.25 100 100 F-2 Right Opening 1 23.00 40.25 190 190 Level 3 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 1 1-1 Left Opening 1 3.00 4.25 2 -2 1-1 Right Opening 1 3.00 9.25 129 -129 1-1 Right Wall End 3.00 16.75 135 -135 1-3 Left Wall End 1.50 26.25 -103 103 1-3 Left Opening 1 1.50 28.50 -147 147 1-3 Right Opening 1 1.50 36.00 44 -44 1-1 Left Opening 1 3.00 4.25 76 76 1-1 Right Opening 1 3.00 9.25 176 176 1-3 Left Opening 1 1.50 28.50 189 189 1-3 Right Opening 1 1.50 36.00 189 189 Line 4 4-2 Left Wall End 17.00 0.50 -15 15 4-2 Right Wall End 17.00 11.50 294 -294 4-3 Left Wall End 17.25 30.00 -273 273 4-3 Right Wall End 17.25 40.00 8 -8 Line 5 5-1 Left Opening 1 30.00 2.75 18 -18 5-1 Right Opening 1 30.00 4.75 80 -80 5-1 Right Wall End 30.00 7.75 99 -99 5-3 Left Wall End 30.00 14.75 -69 69 5-3 Left Opening 1 30.00 16.50 -58 58 5-3 Right Opening 1 30.00 18.50 5 -5 5-3 Left Opening 2 30.00 22.50 7 -7 5-3 Right Opening 2 30.00 24.50 69 -69 5-3 Right Wall End 30.00 26.75 85 -85 5-5 Left Wall End 30.00 33.75 -83 83 5-5 Left Opening 1 30.00 36.00 -73 73 5-5 Right Opening 1 30.00 38.00 -10 10 5-1 Left Opening 1 30.00 2.75 53 53 5-1 Right Opening 1 30.00 4.75 58 58 5-3 Left Opening 1 30.00 16.50 34 34 5-3 Right Opening 1 30.00 18.50 77 77 5-3 Left Opening 2 30.00 22.50 71 71 5-3 Right Opening 2 30.00 24.50 40 40 5-5 Left Opening 1 30.00 36.00 55 55 5-5 Right Opening 1 30.00 38.00 55 55 Line A A-1 Left Opening 1 6.75 1.00 -48 48 A-1 Right Opening 1 11.75 1.00 61 -61 A-2 Left Opening 1 20.25 0.00 -48 48 A-2 Right Opening 1 25.25 0.00 61 -61 A-1 Left Opening 1 6.75 1.00 144 144 A-1 Right Opening 1 11.75 1.00 183 183 A-2 Left Opening 1 20.25 0.00 144 144 A-2 Right Opening 1 25.25 0.00 183 183 42 Page 119 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible wind design, continued) Line C C-3 Left Wall End 5.00 20.25 -147 147 C-3 Right Wall End 29.50 20.25 -37 37 Line F F-1 Left Opening 1 4.50 38.25 -62 62 F-1 Right Opening 1 9.50 38.25 42 -42 F-2 Left Opening 1 13.25 40.25 -13 13 F-2 Right Opening 1 15.25 40.25 28 -28 F-2 Left Opening 2 19.00 40.25 -40 40 F-2 Right Opening 2 24.00 40.25 64 -64 F-1 Left Opening 1 4.50 38.25 187 187 F-1 Right Opening 1 9.50 38.25 125 125 F-2 Left Opening 1 13.25 40.25 40 40 F-2 Right Opening 1 15.25 40.25 85 85 F-2 Left Opening 2 19.00 40.25 120 120 F-2 Right Opening 2 24.00 40.25 192 192 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 43 Page 120 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 4 Both - - - - - - 0.83 1-1,1 Both ExtS 222.5 3.00 6.75 10.5 .014 37.3 149 .017 .040 0.77 0.83 1-1,2 Both ExtS 222.5 3.00 6.75 10.5 .014 37.3 149 .017 .040 0.77 0.83 1-4 4 Both - - - - - - 0.80 1-4,1 Both ExtS 176.2 3.75 6.75 10.5 .009 37.3 149 .017 .032 0.59 0.63 1-4,2 Both ExtS 176.2 2.50 6.75 10.5 .013 37.3 149 .017 .032 0.92 0.97 1-6 4 W->E - - 11.50 8.00 - - - - - - - 0.70 E->W - - 11.50 8.00 - - - - - - - 0.71 1-6,1 Both ExtS 204.7 2.75 6.75 10.5 .014 37.3 149 .017 .037 0.84 0.89 1-6,2 S->N ExtS 204.7 4.75 6.75 10.5 .008 37.3 149 .017 .037 0.47 0.52 N->S ExtS 204.7 4.75 6.75 10.5 .008 37.3 149 .017 .037 0.49 0.53 Line 3 3-1 5 Both 1S 234.0 9.50 8.00 10.5 .007 24.7 171 .025 .076 0.30 0.38 3-2 5 Both 1S 234.0 10.75 8.00 10.5 .006 24.7 171 .025 .076 0.26 0.34 Line 5 5-1 1 S->N ExtS 145.1 41.25 8.00 10.5 .001 19.1 178 .028 .061 0.00 0.06 N->S ExtS 145.1 41.25 8.00 10.5 .001 19.1 178 .028 .061 0.00 0.07 Line A A-1 1 W->E - - 29.75 8.00 - - - - - - - 0.51 E->W - - 29.75 8.00 - - - - - - - 0.47 A-1,1 W->E ExtS 217.5 3.50 6.75 10.5 .011 19.1 178 .028 .077 0.71 0.80 E->W ExtS 217.5 3.50 6.75 10.5 .011 19.1 178 .028 .077 0.71 0.79 A-1,2 W->E ExtS 256.0 13.25 5.50 10.5 .002 19.1 178 .028 .074 0.13 0.21 E->W ExtS 256.0 13.25 5.50 10.5 .002 19.1 178 .028 .074 0.00 0.08 A-1,3 Both ExtS 214.1 5.00 6.75 10.5 .008 19.1 178 .028 .076 0.44 0.53 Line C C-2 1 Both 1S 273.5 31.00 8.00 15.8 .002 19.1 178 .028 .115 0.09 0.20 Line F F-1 1 W->E - - 31.75 8.00 - - - - - - - 0.45 E->W - - 31.75 8.00 - - - - - - - 0.44 F-1,1 Both ExtS 196.4 4.75 6.75 10.5 .008 19.1 178 .028 .070 0.51 0.58 F-1,2 Both ExtS 230.6 14.50 5.50 10.5 .001 19.1 178 .028 .067 0.12 0.19 F-1,3 Both ExtS 196.8 4.50 6.75 10.5 .008 19.1 178 .028 .070 0.49 0.57 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 5 S->N ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.81 0.86 N->S ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.80 0.85 1-3 5 Both - - - - - - 0.47 1-3,1 Both ExtS 150.7 5.50 7.75 10.5 .007 24.7 171 .025 .047 0.44 0.49 1-3,2 Both ExtS 150.7 6.00 7.75 10.5 .007 24.7 171 .025 .047 0.40 0.45 1-4 5 S->N ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.81 0.86 N->S ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.80 0.85 1-6 5 S->N ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.81 0.86 N->S ExtS 99.9 3.50 9.00 10.5 .011 24.7 171 .025 .036 0.80 0.85 Line 4 4-2 4 S->N 1S 199.6 4.00 9.00 10.5 .020 37.3 149 .017 .048 0.71 0.78 N->S 1S 199.6 4.00 9.00 10.5 .020 37.3 149 .017 .048 0.70 0.77 4-3 4 S->N 1S 249.7 6.00 9.00 10.5 .017 37.3 149 .017 .060 0.47 0.55 N->S 1S 249.7 6.00 9.00 10.5 .017 37.3 149 .017 .060 0.46 0.54 4-4 4 S->N 1S 249.7 6.00 9.00 10.5 .017 37.3 149 .017 .060 0.47 0.55 N->S 1S 249.7 6.00 9.00 10.5 .017 37.3 149 .017 .060 0.46 0.54 Line 5 5-1 5 Both - - - - - - 1.11 5-1,1 S->N ExtS 129.7 3.00 7.75 10.5 .012 24.7 171 .025 .041 0.83 0.88 N->S ExtS 129.7 3.00 7.75 10.5 .012 24.7 171 .025 .041 0.82 0.87 5-1,2 S->N ExtS 129.7 2.00 7.75 10.5 .018 24.7 171 .025 .041 1.28 1.34 N->S ExtS 129.7 2.00 7.75 10.5 .018 24.7 171 .025 .041 1.29 1.35 5-2 5 W->E - - 11.25 9.00 - - - - - - - 0.84 E->W - - 11.25 9.00 - - - - - - - 0.83 5-2,1 S->N ExtS 116.7 3.00 7.75 10.5 .011 24.7 171 .025 .037 0.82 0.87 N->S ExtS 116.7 3.00 7.75 10.5 .011 24.7 171 .025 .037 0.82 0.86 5-2,2 S->N ExtS 116.7 3.25 7.75 10.5 .010 24.7 171 .025 .037 0.76 0.80 N->S ExtS 116.7 3.25 7.75 10.5 .010 24.7 171 .025 .037 0.75 0.79 5-4 5 W->E - - 15.75 9.00 - - - - - - - 0.50 E->W - - 15.75 9.00 - - - - - - - 0.49 44 Page 121 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 MWFRS DEFLECTION (flexible wind design, continued) 5-4,1 Both ExtS 95.0 6.50 7.75 10.5 .004 24.7 171 .025 .030 0.36 0.39 5-4,2 S->N ExtS 95.0 4.25 7.75 10.5 .006 24.7 171 .025 .030 0.57 0.60 N->S ExtS 95.0 4.25 7.75 10.5 .006 24.7 171 .025 .030 0.56 0.59 Line A A-1 1 Both - - - - - - 0.63 A-1,1 W->E ExtS 144.7 3.75 7.75 10.5 .011 19.1 178 .028 .059 0.65 0.72 E->W ExtS 144.7 3.75 7.75 10.5 .011 19.1 178 .028 .059 0.64 0.71 A-1,2 W->E ExtS 164.6 6.50 6.50 10.5 .004 19.1 178 .028 .056 0.31 0.37 E->W ExtS 164.6 6.50 6.50 10.5 .004 19.1 178 .028 .056 0.30 0.36 A-1,3 W->E ExtS 117.2 3.25 7.75 10.5 .010 19.1 178 .028 .048 0.76 0.81 E->W ExtS 117.2 3.25 7.75 10.5 .010 19.1 178 .028 .048 0.75 0.80 A-2 1 Both ExtS 115.5 11.00 9.00 10.5 .004 19.1 178 .028 .055 0.25 0.30 Line C C-1 1 Both 1S 170.5 31.50 9.00 10.5 .002 19.1 178 .028 .080 0.09 0.17 Line F F-1 1 Both - - - - - - 0.47 F-1,1 W->E ExtS 132.5 4.25 7.75 10.5 .009 19.1 178 .028 .054 0.57 0.63 E->W ExtS 132.5 4.25 7.75 10.5 .009 19.1 178 .028 .054 0.56 0.62 F-1,2 Both ExtS 132.5 9.25 7.75 10.5 .004 19.1 178 .028 .054 0.25 0.31 F-2 1 Both - - - - - - 0.45 F-2,1 Both ExtS 111.5 4.50 7.75 10.5 .007 19.1 178 .028 .045 0.53 0.58 F-2,2 Both ExtS 111.5 8.50 7.75 10.5 .004 19.1 178 .028 .045 0.27 0.32 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 3 Line 1 1-1 1 Both - - - - - - 0.54 1-1,1 Both ExtS 49.2 3.25 7.75 10.5 .004 19.1 178 .028 .020 0.74 0.76 1-1,2 Both ExtS 49.2 7.50 7.75 10.5 .002 19.1 178 .028 .020 0.31 0.33 1-3 1 W->E - - 12.00 9.00 - - - - - - - 1.17 E->W - - 12.00 9.00 - - - - - - - 1.16 1-3,1 S->N ExtS 89.6 2.25 7.75 10.5 .011 19.1 178 .028 .036 1.13 1.17 N->S ExtS 89.6 2.25 7.75 10.5 .011 19.1 178 .028 .036 1.11 1.16 1-3,2 S->N ExtS 89.6 2.25 7.75 10.5 .011 19.1 178 .028 .036 1.13 1.17 N->S ExtS 89.6 2.25 7.75 10.5 .011 19.1 178 .028 .036 1.11 1.16 Line 4 4-2 1 Both 1S 58.7 11.00 9.00 10.5 .002 19.1 178 .028 .028 0.24 0.27 4-3 1 S->N 1S 58.7 10.00 9.00 10.5 .002 19.1 178 .028 .028 0.27 0.30 N->S 1S 58.7 10.00 9.00 10.5 .002 19.1 178 .028 .028 0.26 0.29 Line 5 5-1 1 Both - - - - - - 0.87 5-1,1 Both ExtS 49.5 2.75 7.75 10.5 .005 19.1 178 .028 .020 0.89 0.91 5-1,2 Both ExtS 49.5 3.00 7.75 10.5 .005 19.1 178 .028 .020 0.81 0.83 5-3 1 Both - - - - - - 1.05 5-3,1 S->N ExtS 49.5 1.75 7.75 10.5 .008 19.1 178 .028 .020 1.48 1.51 N->S ExtS 49.5 1.75 7.75 10.5 .008 19.1 178 .028 .020 1.47 1.50 5-3,2 Both ExtS 61.3 4.00 6.50 10.5 .002 19.1 178 .028 .021 0.50 0.52 5-3,3 Both ExtS 48.5 2.25 7.75 10.5 .006 19.1 178 .028 .020 1.11 1.13 5-5 1 W->E - - 6.50 9.00 - - - - - - - 1.14 E->W - - 6.50 9.00 - - - - - - - 1.13 5-5,1 S->N ExtS 53.1 2.25 7.75 10.5 .006 19.1 178 .028 .022 1.11 1.14 N->S ExtS 53.1 2.25 7.75 10.5 .006 19.1 178 .028 .022 1.10 1.13 5-5,2 S->N ExtS 53.1 2.25 7.75 10.5 .006 19.1 178 .028 .022 1.11 1.14 N->S ExtS 53.1 2.25 7.75 10.5 .006 19.1 178 .028 .022 1.10 1.13 Line A A-1 1 Both - - - - - - 0.60 A-1,1 Both ExtS 69.3 3.75 7.75 10.5 .005 19.1 178 .028 .028 0.64 0.67 A-1,2 W->E ExtS 69.3 4.75 7.75 10.5 .004 19.1 178 .028 .028 0.50 0.53 E->W ExtS 69.3 4.75 7.75 10.5 .004 19.1 178 .028 .028 0.49 0.52 A-2 1 Both - - - - - - 0.60 A-2,1 Both ExtS 69.3 3.75 7.75 10.5 .005 19.1 178 .028 .028 0.64 0.67 A-2,2 W->E ExtS 69.3 4.75 7.75 10.5 .004 19.1 178 .028 .028 0.50 0.53 E->W ExtS 69.3 4.75 7.75 10.5 .004 19.1 178 .028 .028 0.49 0.52 Line C C-3 1 W->E 1S 77.7 24.50 9.00 10.5 .001 19.1 178 .028 .037 0.11 0.15 E->W 1S 77.7 24.50 9.00 10.5 .001 19.1 178 .028 .037 0.00 0.04 Line F F-1 4 W->E - - 10.00 9.00 - - - - - - - 1.07 E->W - - 10.00 9.00 - - - - - - - 1.06 F-1,1 Both ExtS 83.2 3.00 7.75 10.5 .008 37.3 149 .017 .017 0.81 0.83 F-1,2 W->E ExtS 83.2 2.00 7.75 10.5 .011 37.3 149 .017 .017 1.27 1.30 E->W ExtS 83.2 2.00 7.75 10.5 .011 37.3 149 .017 .017 1.27 1.29 F-2 4 Both - - - - - - 0.81 F-2,1 Both ExtS 56.7 1.75 7.75 10.5 .009 37.3 149 .017 .012 1.47 1.49 F-2,2 Both ExtS 78.0 3.75 6.50 10.5 .003 37.3 149 .017 .014 0.53 0.55 F-2,3 Both ExtS 62.9 6.00 7.75 10.5 .003 37.3 149 .017 .013 0.39 0.40 45 Page 122 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp – Wall design group, refer to Sheathing and Framing Materials tables. Dir – Force direction. Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v – ASD shear force per unit distance on wall segment. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b – Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h – Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Defl – Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = vw / (vw / Gvtv + 0.75 en), from SDPWS Ex. C4.3.4-1. vw = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D of form aVn^b for WSP, constant for other materials. Vn = Shear force per nail along panel edge at ASD capacity vw. Hold – Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T555. 46 Page 123 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 1 Line 1 1-1,1 Both HDU8-SDS 1530 .025 .001 0.026 - - .281 1818 0.01 0.31 0.77 1-1,2 Both HDU8-SDS 1530 .025 .001 0.026 - - .281 1818 0.01 0.31 0.77 1-4,1 Both HDU8-SDS 1139 .019 .001 0.019 - - .281 1499 0.01 0.31 0.59 1-4,2 Both HDU8-SDS 1231 .020 .001 0.021 - - .281 1471 0.01 0.31 0.92 1-6,1 Both HDU8-SDS 1421 .023 .001 0.024 - - .281 1685 0.01 0.31 0.84 1-6,2 S->N HDU8-SDS 1287 .021 .001 0.022 - - .281 2947 0.01 0.31 0.47 N->S HDU8-SDS 2113 .034 .001 0.036 - - .281 1743 0.01 0.32 0.49 Line 3 3-1 Both HTT4 16d 1695 .049 .002 0.051 - - .281 2303 0.01 0.34 0.30 3-2 Both HTT4 16d 1659 .048 .002 0.050 - - .281 2347 0.01 0.34 0.26 Line 5 5-1 S->N HTT4 16d -205 .000 .000 0.000 - - .000 3643 0.02 0.02 0.00 N->S HTT4 16d -317 .000 .000 0.000 - - .000 4369 0.02 0.02 0.00 Line A A-1,1 W->E HTT4 16d 1826 .053 .002 0.055 - - .281 1791 0.01 0.34 0.71 E->W HTT4 16d 1455 .042 .002 0.044 - - .281 3536 0.01 0.34 0.71 A-1,2 W->E HTT4 16d 958 .028 .001 0.029 - - .281 1909 0.01 0.32 0.13 E->W HTT4 16d -551 .000 .000 0.000 - - .000 2230 0.01 0.01 0.00 A-1,3 Both HTT4 16d 1341 .039 .002 0.041 - - .281 1821 0.01 0.33 0.44 Line C C-2 W->E HTT4 16d 1356 .039 .002 0.041 - - .281 5487 0.02 0.34 0.09 E->W HTT4 16d 1368 .040 .002 0.042 - - .281 3621 0.01 0.33 0.09 Line F F-1,1 W->E HTT4 16d 1618 .047 .002 0.049 - - .281 1684 0.01 0.34 0.51 E->W HTT4 16d 1228 .036 .002 0.037 - - .281 3386 0.01 0.33 0.50 F-1,2 Both HTT4 16d 768 .022 .001 0.023 - - .281 2160 0.01 0.31 0.12 F-1,3 Both HTT4 16d 1245 .036 .002 0.038 - - .281 1677 0.01 0.33 0.49 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 2 Line 1 1-1 S->N CS14 826 .007 .000 0.007 - - .281 1204 0.01 0.29 0.81 N->S CS14 826 .003 .000 0.003 - - .281 1204 0.01 0.29 0.80 1-3,1 S->N CS14 1001 .008 .000 0.008 - - .281 1595 0.01 0.30 0.44 N->S CS14 1001 .004 .000 0.004 - - .281 1595 0.01 0.29 0.43 1-3,2 S->N CS14 976 .008 .000 0.008 - - .281 1624 0.01 0.30 0.40 N->S CS14 976 .004 .000 0.004 - - .281 1624 0.01 0.29 0.39 1-4 S->N CS14 826 .007 .000 0.007 - - .281 1204 0.01 0.29 0.81 N->S CS14 826 .003 .000 0.003 - - .281 1204 0.01 0.29 0.80 1-6 S->N CS14 826 .007 .000 0.007 - - .281 1204 0.01 0.29 0.81 N->S CS14 826 .003 .000 0.003 - - .281 1204 0.01 0.29 0.80 Line 4 4-2 S->N 2CS14 1808 .007 .000 0.007 - - .281 2096 0.01 0.30 0.71 N->S 2CS14 1808 .004 .000 0.004 - - .281 2096 0.01 0.29 0.70 4-3 S->N 2CS14 2183 .009 .000 0.009 - - .281 2615 0.01 0.30 0.47 N->S 2CS14 2183 .004 .000 0.004 - - .281 2615 0.01 0.30 0.46 4-4 S->N 2CS14 2183 .009 .000 0.009 - - .281 2615 0.01 0.30 0.47 N->S 2CS14 2183 .004 .000 0.004 - - .281 2615 0.01 0.30 0.46 Line 5 5-1,1 S->N CS14 975 .008 .000 0.008 - - .281 1299 0.01 0.29 0.83 N->S CS14 975 .004 .000 0.004 - - .281 1299 0.01 0.29 0.82 5-1,2 S->N CS14 491 .004 .000 0.004 - - .281 1284 0.01 0.29 1.28 N->S CS14 1068 .004 .000 0.004 - - .281 1335 0.01 0.29 1.29 5-2,1 S->N CS14 866 .007 .000 0.007 - - .281 1190 0.00 0.29 0.82 N->S CS14 866 .003 .000 0.003 - - .281 1190 0.00 0.29 0.82 5-2,2 S->N CS14 849 .007 .000 0.007 - - .281 1200 0.01 0.29 0.76 N->S CS14 849 .003 .000 0.003 - - .281 1200 0.01 0.29 0.75 5-4,1 S->N CS14 503 .004 .000 0.004 - - .281 1205 0.01 0.29 0.36 N->S CS14 503 .002 .000 0.002 - - .281 1205 0.01 0.29 0.36 5-4,2 S->N CS14 610 .005 .000 0.005 - - .281 1717 0.01 0.29 0.57 N->S CS14 772 .003 .000 0.003 - - .281 1069 0.00 0.29 0.56 Line A A-1,1 W->E CS14 1049 .008 .000 0.008 - - .281 1454 0.01 0.30 0.65 E->W CS14 1049 .004 .000 0.004 - - .281 1454 0.01 0.29 0.64 A-1,2 W->E CS14 849 .007 .000 0.007 - - .281 1551 0.01 0.29 0.31 47 Page 124 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design, continued) E->W CS14 849 .003 .000 0.003 - - .281 1551 0.01 0.29 0.30 A-1,3 W->E CS14 852 .007 .000 0.007 - - .281 1203 0.01 0.29 0.76 E->W CS14 852 .003 .000 0.003 - - .281 1203 0.01 0.29 0.75 A-2 W->E CS14 618 .005 .000 0.005 - - .281 1806 0.01 0.29 0.25 E->W CS14 618 .002 .000 0.002 - - .281 1806 0.01 0.29 0.24 Line C C-1 W->E CS14 696 .006 .000 0.006 - - .281 3031 0.01 0.30 0.09 E->W CS14 656 .003 .000 0.003 - - .281 2965 0.01 0.30 0.09 Line F F-1,1 W->E CS14 919 .007 .000 0.007 - - .281 1378 0.01 0.29 0.57 E->W CS14 919 .004 .000 0.004 - - .281 1378 0.01 0.29 0.56 F-1,2 W->E CS14 680 .005 .000 0.005 - - .281 1679 0.01 0.29 0.25 E->W CS14 680 .003 .000 0.003 - - .281 1679 0.01 0.29 0.25 F-2,1 W->E CS14 733 .006 .000 0.006 - - .281 1219 0.01 0.29 0.53 E->W CS14 733 .003 .000 0.003 - - .281 1219 0.01 0.29 0.53 F-2,2 W->E CS14 546 .004 .000 0.004 - - .281 1464 0.01 0.29 0.27 E->W CS14 546 .002 .000 0.002 - - .281 1464 0.01 0.29 0.27 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 3 Line 1 1-1,1 S->N CS14 413 .003 .000 0.003 - - .281 413 0.00 0.29 0.74 N->S CS14 413 .002 .000 0.002 - - .281 413 0.00 0.28 0.73 1-1,2 S->N CS14 395 .003 .000 0.003 - - .281 395 0.00 0.29 0.31 N->S CS14 395 .002 .000 0.002 - - .281 395 0.00 0.28 0.30 1-3,1 S->N CS14 781 .006 .000 0.006 - - .281 781 0.00 0.29 1.13 N->S CS14 781 .003 .000 0.003 - - .281 781 0.00 0.29 1.11 1-3,2 S->N CS14 781 .006 .000 0.006 - - .281 781 0.00 0.29 1.13 N->S CS14 781 .003 .000 0.003 - - .281 781 0.00 0.29 1.11 Line 4 4-2 S->N CS14 204 .002 .000 0.002 - - .281 1037 0.00 0.29 0.24 N->S CS14 243 .001 .000 0.001 - - .281 1102 0.00 0.29 0.24 4-3 S->N CS14 272 .002 .000 0.002 - - .281 992 0.00 0.29 0.27 N->S CS14 272 .001 .000 0.001 - - .281 992 0.00 0.29 0.26 Line 5 5-1,1 S->N CS14 311 .002 .000 0.002 - - .281 608 0.00 0.29 0.89 N->S CS14 311 .001 .000 0.001 - - .281 608 0.00 0.28 0.88 5-1,2 S->N CS14 297 .002 .000 0.002 - - .281 621 0.00 0.29 0.81 N->S CS14 297 .001 .000 0.001 - - .281 621 0.00 0.28 0.80 5-3,1 S->N CS14 377 .003 .000 0.003 - - .281 566 0.00 0.29 1.48 N->S CS14 377 .002 .000 0.002 - - .281 566 0.00 0.28 1.47 5-3,2 S->N CS14 263 .002 .000 0.002 - - .281 695 0.00 0.29 0.50 N->S CS14 263 .001 .000 0.001 - - .281 695 0.00 0.28 0.49 5-3,3 S->N CS14 332 .003 .000 0.003 - - .281 575 0.00 0.29 1.11 N->S CS14 332 .001 .000 0.001 - - .281 575 0.00 0.28 1.10 5-5,1 S->N CS14 372 .003 .000 0.003 - - .281 615 0.00 0.29 1.11 N->S CS14 372 .001 .000 0.001 - - .281 615 0.00 0.28 1.10 5-5,2 S->N CS14 372 .003 .000 0.003 - - .281 615 0.00 0.29 1.11 N->S CS14 372 .001 .000 0.001 - - .281 615 0.00 0.28 1.10 Line A A-1,1 W->E CS14 423 .003 .000 0.003 - - .281 828 0.00 0.29 0.64 E->W CS14 423 .002 .000 0.002 - - .281 828 0.00 0.29 0.63 A-1,2 W->E CS14 374 .003 .000 0.003 - - .281 887 0.00 0.29 0.50 E->W CS14 374 .002 .000 0.002 - - .281 887 0.00 0.29 0.49 A-2,1 W->E CS14 423 .003 .000 0.003 - - .281 828 0.00 0.29 0.64 E->W CS14 423 .002 .000 0.002 - - .281 828 0.00 0.29 0.63 A-2,2 W->E CS14 374 .003 .000 0.003 - - .281 887 0.00 0.29 0.50 E->W CS14 374 .002 .000 0.002 - - .281 887 0.00 0.29 0.49 Line C C-3 W->E CS14 40 .000 .000 0.000 - - .281 2037 0.01 0.29 0.11 E->W CS14 -91 .000 .000 0.000 - - .000 1818 0.01 0.01 0.00 Line F F-1,1 W->E 2CS14 582 .002 .000 0.002 - - .281 906 0.00 0.29 0.81 E->W 2CS14 582 .001 .000 0.001 - - .281 906 0.00 0.29 0.81 F-1,2 W->E 2CS14 656 .003 .000 0.003 - - .281 872 0.00 0.29 1.27 E->W 2CS14 656 .001 .000 0.001 - - .281 872 0.00 0.29 1.27 F-2,1 W->E 2CS14 442 .002 .000 0.002 - - .281 631 0.00 0.29 1.47 E->W 2CS14 442 .001 .000 0.001 - - .281 631 0.00 0.28 1.47 F-2,2 W->E 2CS14 392 .002 .000 0.002 - - .281 797 0.00 0.29 0.53 E->W 2CS14 392 .001 .000 0.001 - - .281 797 0.00 0.28 0.53 F-2,3 W->E 2CS14 266 .001 .000 0.001 - - .281 914 0.00 0.29 0.39 E->W 2CS14 266 .001 .000 0.001 - - .281 914 0.00 0.29 0.38 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir – Force direction 48 Page 125 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Tens., Comp. force – Accumulated ASD hold-down tension force T and end stud compression force C from overturning, dead loads and wind uplift da – Vertical displacements due to the following components: Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es ) Ab = bolt cross-sectional area Es = steel modulus = 29000000 psi L = Lb – Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush – Deformation of bottom plate at compression end of wall segment = 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1] r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table 49 Page 126 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs] [lbs] [sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 3 41410 1031.6 10590 10590 37808 28527 10590 10590 10590 10590 2 50628 1364.4 8786 8786 36704 38649 10966 10966 10966 10966 1 47865 1281.0 3935 3935 35183 44617 10368 10368 10368 30501 All 139904 - 33301 33301 - - - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12. Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8). Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Design force for drag struts are determined on a shearline-by-shearline basis, and can use Fx, Fpx, or “Design” depending on the location of transfer forces. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.55; Ev = 0.309 D unfactored; 0.217 D factored; total dead load factor: 0.6 - 0.217 = 0.383 tension, 1.0 + 0.217 = 1.217 compression. Weak Story (SDPWS 4.1.8) The lateral resistance Vr of story 1 is less than that of story 2. Vr1 / Vr2 = 0.959, but V1 / Vr1 = 0.112, so the weak story is permitted. The lateral resistance Vr of story 2 is less than that of story 3. Vr2 / Vr3 = 0.971, but V2 / Vr2 = 0.239, so the weak story is permitted. 50 Page 127 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 3209 - - - - - - 10555 - Wall 1-1 1 Both - - 1821 1.0 1.0 0 380 - S - 5991 - Seg. 1 - Both 169.4 88.7 551 1.0 1.0 0 380 - 380 1236 0.45 Open. 1 - Both - 173.5 867 - - 0 380 - 380 1902 0.46 Seg. 2 - Both 169.4 88.7 1271 1.0 1.0 0 380 - 380 2853 0.45 Wall 1-3 1 Both - - 1388 1.0 1.0 0 380 - S - 4564 - Seg. 1 - Both 308.4 19.3 694 1.0 1.0 0 380 - 380 856 0.81 Open. 1 - Both - 173.5 1301 - - 0 380 - 380 2853 0.46 Seg. 2 - Both 308.4 19.3 694 1.0 1.0 0 380 - 380 856 0.81 Level 2 Ln1, Lev2 - Both - - 6023 - - - - - - 10601 - Wall 1-1 5 Both 216.2 - 757 1.0 .78 0 489 - S 381 1332 0.57 Wall 1-3 5 Both - - 3753 1.0 1.0 0 489 - S - 6605 - Seg. 1 - Both 326.3 253.8 1795 1.0 1.0 0 489 - 489 2691 0.67 Open. 1 - Both - 417.0 834 - - 0 489 - 489 979 0.85 Seg. 2 - Both 326.3 253.8 1958 1.0 1.0 0 489 - 489 2936 0.67 Wall 1-4 5 Both 216.2 - 757 1.0 .78 0 489 - S 381 1332 0.57 Wall 1-6 5 Both 216.2 - 757 1.0 .78 0 489 - S 381 1332 0.57 Level 1 Ln1, Lev1 - Both - - 6938 - - - - - - 19019 - Wall 1-1 4 Both - - 2332 1.0 1.0 0 639 - S - 6393 - Seg. 1 - Both 388.7 139.9 1166 1.0 1.0 0 639 - 639 1918 0.61 Open. 1 - Both - 373.1 1492 - - 0 639 - 639 2557 0.58 Seg. 2 - Both 388.7 139.9 1166 1.0 1.0 0 639 - 639 1918 0.61 Wall 1-4 4 Both - - 1924 1.0 1.0 0 639 - S - 5274 - Seg. 1 - Both 307.8 188.4 1154 1.0 1.0 0 639 - 639 2397 0.48 Open. 1 - Both - 373.1 746 - - 0 639 - 639 1279 0.58 Seg. 2 - Both 307.8 188.4 770 1.0 1.0 0 639 - 639 1598 0.48 Wall 1-6 4 Both - - 2682 1.0 1.0 0 639 - S - 7352 - Seg. 1 - Both 357.6 158.6 983 1.0 1.0 0 639 - 639 1758 0.56 Open. 1 - Both - 373.1 1492 - - 0 639 - 639 2557 0.58 Seg. 2 - Both 357.6 158.6 1698 1.0 1.0 0 639 - 639 3037 0.56 Line 3 Ln3, Lev1 - Both - - 7036 - - - - - - 9908 - Wall 3-1 5^Both 347.5 - 3301 1.0 1.0 0 489 - S 489 4648 0.71 Wall 3-2 5^Both 347.5 - 3735 1.0 1.0 0 489 - S 489 5260 0.71 Line 4 Level 3 Ln4, Lev3 - Both - - 4289 - - - - - - 7988 - Wall 4-2 1 Both 204.2 - 2247 1.0 1.0 0 380 - S 380 4184 0.54 Wall 4-3 1 Both 204.2 - 2042 1.0 1.0 0 380 - S 380 3804 0.54 Level 2 Ln4, Lev2 - Both - - 8053 - - - - - - 9944 - Wall 4-2 4^Both 460.2 - 1841 1.0 .89 0 639 - S 568 2273 0.81 Wall 4-3 4^Both 517.7 - 3106 1.0 1.0 0 639 - S 639 3836 0.81 Wall 4-4 4^Both 517.7 - 3106 1.0 1.0 0 639 - S 639 3836 0.81 Line 5 Level 3 Ln5, Lev3 - Both - - 3092 - - - - - - 9984 - Wall 5-1 1 Both - - 913 1.0 1.0 0 380 - S - 2948 - Seg. 1 - Both 158.8 97.3 437 1.0 1.0 0 380 - 380 1046 0.42 Open. 1 - Both - 176.7 353 - - 0 380 - 380 761 0.46 Seg. 2 - Both 158.8 97.3 476 1.0 1.0 0 380 - 380 1141 0.42 Wall 5-3 1 Both - - 1414 1.0 1.0 0 380 - S - 4564 - Seg. 1 - Both 158.8 97.3 278 1.0 1.0 0 380 - 380 666 0.42 Open. 1 - Both - 176.7 353 - - 0 380 - 380 761 0.46 Seg. 2 - Both 196.5 78.5 786 1.0 1.0 0 380 - 380 1521 0.52 Open. 2 - Both - 176.7 353 - - 0 380 - 380 761 0.46 Seg. 3 - Both 155.5 99.0 350 1.0 1.0 0 380 - 380 856 0.41 Wall 5-5 1 Both - - 766 1.0 1.0 0 380 - S - 2472 - Seg. 1 - Both 170.2 91.6 383 1.0 1.0 0 380 - 380 856 0.45 Open. 1 - Both - 176.7 353 - - 0 380 - 380 761 0.46 Seg. 2 - Both 170.2 91.6 383 1.0 1.0 0 380 - 380 856 0.45 Level 2 Ln5, Lev2 - Both - - 5300 - - - - - - 18104 - Wall 5-1 5 Both - - 1432 1.0 1.0 0 489 - S - 4893 - Seg. 1 - Both 286.5 71.6 859 1.0 1.0 0 489 - 489 1468 0.59 Open. 1 - Both - 214.9 1074 - - 0 489 - 489 2446 0.44 Seg. 2 - Both 286.5 71.6 573 1.0 1.0 0 489 - 489 979 0.59 Wall 5-2 5 Both - - 1612 1.0 1.0 0 489 - S - 5504 - Seg. 1 - Both 257.8 85.9 774 1.0 1.0 0 489 - 489 1468 0.53 51 Page 128 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEAR RESULTS (flexible seismic design, continued) Open. 1 - Both - 214.9 1074 - - 0 489 - 489 2446 0.44 Seg. 2 - Both 257.8 85.9 838 1.0 1.0 0 489 - 489 1590 0.53 Wall 5-4 5 Both - - 2256 1.0 1.0 0 489 - S - 7706 - Seg. 1 - Both 209.9 109.9 1364 1.0 1.0 0 489 - 489 3180 0.43 Open. 1 - Both - 214.9 1074 - - 0 489 - 489 2446 0.44 Seg. 2 - Both 209.9 109.9 892 1.0 1.0 0 489 - 489 2079 0.43 Level 1 Ln5, Lev1 1 Both 226.3 - 9337 1.0 1.0 0 380 - S 380 15690 0.60 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 2959 - - - - - - 10270 - Wall A-1 1 Both - - 1479 1.0 1.0 0 380 - S - 5135 - Seg. 1 - Both 174.0 77.4 653 1.0 1.0 0 380 - 380 1426 0.46 Open. 1 - Both - 164.4 822 - - 0 380 - 380 1902 0.43 Seg. 2 - Both 174.0 77.4 827 1.0 1.0 0 380 - 380 1807 0.46 Wall A-2 1 Both - - 1479 1.0 1.0 0 380 - S - 5135 - Seg. 1 - Both 174.0 77.4 653 1.0 1.0 0 380 - 380 1426 0.46 Open. 1 - Both - 164.4 822 - - 0 380 - 380 1902 0.43 Seg. 2 - Both 174.0 77.4 827 1.0 1.0 0 380 - 380 1807 0.46 Level 2 LnA, Lev2 - Both - - 5331 - - - - - - 11981 - Wall A-1 1 Both - - 3470 1.0 1.0 0 380 - S - 7797 - Seg. 1 - Both 251.8 128.0 944 1.0 1.0 0 380 - 380 1426 0.66 Open. 1 - Both - 253.9 1269 - - 0 380 - 380 1902 0.67 Seg. 2 - Both 286.5 110.6 1862 1.0 1.0 0 380 - 380 2472 0.75 Open. 2 - Both - 253.9 508 - - 0 380 - 380 761 0.67 Seg. 3 - Both 204.0 151.9 663 1.0 1.0 0 380 - 380 1236 0.54 Wall A-2 1 Both 169.2 - 1862 1.0 1.0 0 380 - S 380 4184 0.44 Level 1 LnA, Lev1 - Both - - 6397 - - - - - - 11316 - Wall A-1 1 Both - - 6397 1.0 1.0 0 380 - S - 11316 - Seg. 1 - Both 266.4 184.2 932 1.0 1.0 0 380 - 380 1331 0.70 Open. 1 - Both - 344.0 1376 - - 0 380 - 380 1521 0.90 Seg. 2 - Both 313.5 155.9 4154 1.0 1.0 0 380 - 380 5040 0.82 Open. 2 - Both - 344.0 1376 - - 0 380 - 380 1521 0.90 Seg. 3 - Both 262.2 186.7 1311 1.0 1.0 0 380 - 380 1902 0.69 Line C Level 3 LnC, Lev3 - Both - - 4478 - - - - - - 9319 - Wall C-3 1 Both 182.8 - 4478 1.0 1.0 0 380 - S 380 9319 0.48 Level 2 LnC, Lev2 - Both - - 8476 - - - - - - 11981 - Wall C-1 1 Both 269.1 - 8476 1.0 1.0 0 380 - S 380 11981 0.71 Level 1 LnC, Lev1 - Both - - 10228 - - - - - - 11791 - Wall C-2 1^Both 329.9 - 10228 1.0 1.0 0 380 - S 380 11791 0.87 Line F Level 3 LnF, Lev3 - Both - - 3153 - - - - - - 18220 - Wall F-1 4 Both - - 1106 1.0 1.0 0 639 - S - 6393 - Seg. 1 - Both 221.3 55.3 664 1.0 1.0 0 639 - 639 1918 0.35 Open. 1 - Both - 166.0 830 - - 0 639 - 639 3196 0.26 Seg. 2 - Both 221.3 55.3 443 1.0 1.0 0 639 - 639 1279 0.35 Wall F-2 4 Both - - 2047 1.0 1.0 0 639 - S - 11827 - Seg. 1 - Both 150.9 90.5 264 1.0 1.0 0 639 - 639 1119 0.24 Open. 1 - Both - 166.0 332 - - 0 639 - 639 1279 0.26 Seg. 2 - Both 207.6 62.2 779 1.0 1.0 0 639 - 639 2397 0.32 Open. 2 - Both - 166.0 830 - - 0 639 - 639 3196 0.26 Seg. 3 - Both 167.4 82.3 1004 1.0 1.0 0 639 - 639 3836 0.26 Level 2 LnF, Lev2 - Both - - 5569 - - - - - - 12742 - Wall F-1 1 Both - - 3075 1.0 1.0 0 380 - S - 7037 - Seg. 1 - Both 227.8 135.5 968 1.0 1.0 0 380 - 380 1617 0.60 Open. 1 - Both - 249.4 1247 - - 0 380 - 380 1902 0.66 Seg. 2 - Both 227.8 135.5 2107 1.0 1.0 0 380 - 380 3518 0.60 Wall F-2 1 Both - - 2494 1.0 1.0 0 380 - S - 5705 - Seg. 1 - Both 191.8 153.4 863 1.0 1.0 0 380 - 380 1712 0.50 Open. 1 - Both - 249.4 499 - - 0 380 - 380 761 0.66 Seg. 2 - Both 191.8 153.4 1630 1.0 1.0 0 380 - 380 3233 0.50 Level 1 LnF, Lev1 - Both - - 6686 - - - - - - 12076 - Wall F-1 1 Both - - 6686 1.0 1.0 0 380 - S - 12076 - Seg. 1 - Both 254.4 184.3 1208 1.0 1.0 0 380 - 380 1807 0.67 52 Page 129 Page 130 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 SHEAR RESULTS (flexible seismic design, continued) Open. 1 - Both - 337.0 1348 - - 0 380 - 380 1521 0.89 Seg. 2 - Both 298.7 157.7 4331 1.0 1.0 0 380 - 380 5515 0.79 Open. 2 - Both - 337.0 1348 - - 0 380 - 380 1521 0.89 Seg. 3 - Both 254.9 184.0 1147 1.0 1.0 0 380 - 380 1712 0.67 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the Design setting for ignoring contribution was set. Refer to the Sheathing Materials table for the wall groups affected. 53 Page 131 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design) Level 1 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 V Elem -2.00 -1.37 0 236 51 287 Compression V Elem 1.50 -1.37 2096 2096 Refer to upper level V Elem 1.50 -1.37 -2096 2096 Compression 1-1 L End 0.00 0.12 1913 216 78 1775 HDU8-SDS 6765 0.26 1-1 L End 0.00 0.12 -1913 360 78 2351 Compression 6562 0.36 V Elem 1.50 1.13 1058 1058 Refer to upper level V Elem 1.50 1.13 -1057 1057 Compression V Elem -2.00 1.88 0 236 51 287 Compression V Elem 1.50 1.88 2096 2096 Refer to upper level V Elem 1.50 1.88 -2096 2096 Compression V Elem -2.00 2.13 0 641 139 780 Compression 1-1 R End 0.00 9.87 1913 216 78 1775 HDU8-SDS 6765 0.26 1-1 R End 0.00 9.87 -1913 360 78 2351 Compression 7383 0.32 1-2 L End 0.00 10.13 0 255 55 310 Compression - V Elem -2.00 11.38 0 641 139 780 Compression V Elem 1.50 11.63 2549 2549 Refer to upper level V Elem 1.50 11.63 -2549 2549 Compression V Elem -2.00 11.63 0 771 167 938 Compression 1-2 R End 0.00 14.13 0 255 55 310 Compression - 1-3 L End 0.00 14.38 0 195 42 237 Compression - V Elem 1.50 16.62 1058 1058 Refer to upper level V Elem 1.50 16.62 -1057 1057 Compression 1-3 R End 0.00 17.38 0 195 42 237 Compression - 1-4 L End -2.00 17.63 1924 236 85 1773 HDU8-SDS 6765 0.26 1-4 L End -2.00 17.63 -1924 393 85 2402 Compression 6562 0.37 V Elem 1.50 24.88 2549 2549 Refer to upper level V Elem 1.50 24.88 -2549 2549 Compression V Elem -2.00 24.88 0 781 169 950 Compression V Elem -2.00 25.13 0 236 51 287 Compression V Elem 1.50 25.13 2096 2096 Refer to upper level V Elem 1.50 25.13 -2096 2096 Compression 1-4 R End -2.00 25.63 1924 214 77 1787 HDU8-SDS 6765 0.26 1-4 R End -2.00 25.63 -1924 357 77 2358 Compression 7383 0.32 1-5 L End -1.00 25.88 0 240 52 292 Compression - V Elem 1.50 26.38 1063 1063 Refer to upper level V Elem 1.50 26.38 -1063 1063 Compression V Elem -2.00 28.38 0 236 51 287 Compression V Elem 1.50 28.38 2096 2096 Refer to upper level V Elem 1.50 28.38 -2096 2096 Compression V Elem -2.00 28.63 0 624 135 760 Compression 1-5 R End -1.00 29.63 0 240 52 292 Compression - 1-6 L End -2.00 29.88 1907 245 88 1751 HDU8-SDS 6765 0.26 1-6 L End -2.00 29.88 -1907 408 88 2404 Compression 6562 0.37 V Elem -2.00 37.62 0 624 135 760 Compression V Elem 1.50 37.88 2096 2096 Refer to upper level V Elem 1.50 37.88 -2096 2096 Compression V Elem -2.00 37.88 0 236 51 287 Compression V Elem 1.50 38.13 1063 1063 Refer to upper level V Elem 1.50 38.13 -1063 1063 Compression 1-6 R End -2.00 41.13 4003 437 158 3724 HDU8-SDS 6765 0.55 1-6 R End -2.00 41.13 -4003 728 158 4888 Compression 7383 0.66 Line 3 3-1 L End 9.50 0.63 2855 228 82 2709 HTT4 16d 4235 0.64 3-1 L End 9.50 0.63 -2855 380 82 3317 Compression 6562 0.51 3-1 R End 9.50 9.87 2855 228 82 2709 HTT4 16d 4235 0.64 3-1 R End 9.50 9.87 -2855 380 82 3317 Compression 6562 0.51 3-2 L End 9.50 30.13 2846 258 93 2681 HTT4 16d 4235 0.63 3-2 L End 9.50 30.13 -2846 430 93 3369 Compression 6562 0.51 3-2 R End 9.50 40.63 2846 258 93 2681 HTT4 16d 4235 0.63 3-2 R End 9.50 40.63 -2846 430 93 3369 Compression 6562 0.51 Line 4 V Elem 17.00 -1.37 0 68 15 82 Compression V Elem 17.00 -0.62 0 68 15 82 Compression V Elem 17.00 0.12 0 79 17 96 Compression V Elem 17.00 0.63 1881 337 122 1666 Refer to upper level V Elem 17.00 0.63 -1881 561 122 2563 Compression V Elem 17.00 0.88 0 101 22 123 Compression V Elem 17.00 6.88 4418 108 39 4349 Refer to upper level V Elem 17.00 6.88 -4418 180 39 4637 Compression V Elem 17.00 10.63 4418 108 39 4349 Refer to upper level V Elem 17.00 10.63 -4418 180 39 4637 Compression V Elem 17.00 11.38 1881 298 108 1691 Refer to upper level 54 Page 132 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 17.00 11.38 -1881 497 108 2485 Compression V Elem 17.00 14.38 4862 162 58 4758 Refer to upper level V Elem 17.00 14.38 -4862 270 58 5190 Compression V Elem 17.00 20.13 4862 162 58 4758 Refer to upper level V Elem 17.00 20.13 -4862 270 58 5190 Compression V Elem 17.00 20.63 4862 162 58 4758 Refer to upper level V Elem 17.00 20.63 -4862 270 58 5190 Compression V Elem 17.00 26.38 4862 162 58 4758 Refer to upper level V Elem 17.00 26.38 -4862 270 58 5190 Compression V Elem 17.00 30.13 1885 270 97 1713 Refer to upper level V Elem 17.00 30.13 -1885 450 97 2433 Compression V Elem 17.00 39.88 1885 270 97 1713 Refer to upper level V Elem 17.00 39.88 -1885 450 97 2433 Compression V Elem 17.00 40.38 0 68 15 82 Compression V Elem 17.00 41.13 0 68 15 82 Compression Line 5 V Elem 30.00 -0.37 1322 223 80 1180 Refer to upper level V Elem 30.00 -0.37 -1322 371 80 1774 Compression 5-1 L End 29.75 0.12 2917 1715 619 1821 HTT4 16d 4235 0.43 5-1 L End 29.75 0.12 -2917 2859 619 6395 Compression 6562 0.97 V Elem 30.00 7.63 1096 235 85 945 Refer to upper level V Elem 30.00 7.63 -1095 392 85 1573 Compression V Elem 30.00 7.88 0 473 102 575 Compression V Elem 30.00 9.38 1322 182 66 1206 Refer to upper level V Elem 30.00 9.38 -1322 304 66 1692 Compression V Elem 30.00 9.63 1319 249 90 1160 Refer to upper level V Elem 30.00 9.63 -1318 414 90 1823 Compression V Elem 30.00 14.63 0 473 102 575 Compression V Elem 30.00 14.88 1083 317 115 880 Refer to upper level V Elem 30.00 14.88 -1083 529 115 1726 Compression V Elem 30.00 20.63 1319 258 93 1154 Refer to upper level V Elem 30.00 20.63 -1318 429 93 1841 Compression V Elem 30.00 20.88 0 253 55 308 Compression V Elem 30.00 24.38 0 253 55 308 Compression V Elem 30.00 24.63 1310 464 168 1013 Refer to upper level V Elem 30.00 24.63 -1310 774 168 2251 Compression V Elem 30.00 26.63 1083 331 119 871 Refer to upper level V Elem 30.00 26.63 -1083 551 119 1753 Compression V Elem 30.00 26.88 0 473 102 575 Compression V Elem 30.00 33.63 0 473 102 575 Compression V Elem 30.00 33.87 1103 182 66 986 Refer to upper level V Elem 30.00 33.87 -1103 304 66 1472 Compression V Elem 30.00 40.12 2413 589 213 2036 Refer to upper level V Elem 30.00 40.12 -2413 981 213 3606 Compression 5-1 R End 29.75 41.13 1822 1485 536 873 HTT4 16d 4235 0.21 5-1 R End 29.75 41.13 -1822 2475 536 4833 Compression 6562 0.74 Line A A-1 L End 0.12 0.00 3277 1284 463 2457 HTT4 16d 4235 0.58 A-1 L End 0.12 0.00 -3277 2139 463 5879 Compression 6562 0.90 V Elem 3.13 0.00 1005 329 119 794 Refer to upper level V Elem 3.13 0.00 -1005 549 119 1672 Compression V Elem 16.38 0.00 1005 359 130 775 Refer to upper level V Elem 16.38 0.00 -1005 599 130 1733 Compression V Elem 16.62 0.00 1005 329 119 794 Refer to upper level V Elem 16.62 0.00 -1005 549 119 1672 Compression V Elem 20.37 0.00 1542 578 209 1172 Refer to upper level V Elem 20.37 0.00 -1542 964 209 2715 Compression V Elem 20.63 0.00 1559 446 161 1274 Refer to upper level V Elem 20.63 0.00 -1559 743 161 2462 Compression A-1 R End 29.63 0.00 1735 798 288 1225 HTT4 16d 4235 0.29 A-1 R End 29.63 0.00 -1735 1329 288 3352 Compression 7383 0.45 V Elem 29.88 0.00 1005 359 130 775 Refer to upper level V Elem 29.88 0.00 -1005 599 130 1733 Compression V Elem 31.38 0.00 1559 446 161 1274 Refer to upper level V Elem 31.38 0.00 -1559 743 161 2462 Compression Line C V Elem -1.87 17.50 0 165 36 201 Compression C-2 L End -1.37 20.25 2661 849 307 2118 HTT4 16d 4235 0.50 C-2 L End -1.37 20.25 -2661 1416 307 4383 Compression 9844 0.45 V Elem -0.12 17.50 0 195 42 237 Compression V Elem 0.63 20.25 2441 851 307 1897 Refer to upper level V Elem 0.63 20.25 -2441 1418 307 4166 Compression V Elem 3.13 20.25 0 113 24 137 Compression V Elem 4.13 20.25 0 68 15 82 Compression V Elem 4.38 20.25 0 225 49 274 Compression V Elem 5.13 20.25 1662 667 241 1236 Refer to upper level V Elem 5.13 20.25 -1662 1111 241 3013 Compression 55 Page 133 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 27.88 20.25 0 248 54 302 Compression C-2 R End 29.38 20.25 4323 1545 558 3336 HTT4 16d 4235 0.79 C-2 R End 29.38 20.25 -4323 2575 558 7455 Compression 9844 0.76 V Elem 29.88 20.25 0 213 46 259 Compression V Elem 31.63 20.25 0 101 22 123 Compression V Elem 31.88 20.25 2441 891 322 1872 Refer to upper level V Elem 31.88 20.25 -2441 1484 322 4247 Compression V Elem 32.38 20.25 0 79 17 96 Compression Line F F-1 L End -1.87 41.25 3215 1349 487 2353 HTT4 16d 4235 0.56 F-1 L End -1.87 41.25 -3215 2249 487 5951 Compression 6562 0.91 V Elem 1.63 38.25 1021 223 80 879 Refer to upper level V Elem 1.63 38.25 -1021 371 80 1473 Compression V Elem 11.38 38.25 1021 182 66 905 Refer to upper level V Elem 11.38 38.25 -1021 304 66 1391 Compression V Elem 11.63 38.25 1009 425 154 738 Refer to upper level V Elem 11.63 38.25 -1009 709 154 1872 Compression V Elem 16.38 38.25 1517 601 217 1132 Refer to upper level V Elem 16.38 38.25 -1517 1002 217 2736 Compression V Elem 16.62 38.25 1521 505 182 1199 Refer to upper level V Elem 16.62 38.25 -1521 842 182 2545 Compression F-1 R End 29.63 41.25 1698 853 308 1153 HTT4 16d 4235 0.27 F-1 R End 29.63 41.25 -1698 1421 308 3427 Compression 7383 0.46 V Elem 29.88 38.25 1009 506 183 686 Refer to upper level V Elem 29.88 38.25 -1009 844 183 2036 Compression V Elem 31.38 38.25 1521 548 198 1171 Refer to upper level V Elem 31.38 38.25 -1521 914 198 2633 Compression Level 2 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.37 2096 142 51 2005 CS14 2490 0.81 1-1 L End 0.00 -1.37 -2096 236 51 2383 Compression 6562 0.36 V Elem 1.50 1.13 1058 1058 Refer to upper level V Elem 1.50 1.13 -1057 1057 Compression 1-1 R End 0.00 1.88 2096 142 51 2005 CS14 2490 0.81 1-1 R End 0.00 1.88 -2096 236 51 2383 Compression 6562 0.36 1-2 L End 0.00 2.13 0 641 139 780 Compression - 1-2 R End 0.00 11.38 0 641 139 780 Compression - 1-3 L End 0.00 11.63 2549 463 167 2253 CS14 2490 0.90 1-3 L End 0.00 11.63 -2549 771 167 3487 Compression 6562 0.53 V Elem 1.50 16.62 1058 1058 Refer to upper level V Elem 1.50 16.62 -1057 1057 Compression 1-3 R End 0.00 24.88 2549 469 169 2250 CS14 2490 0.90 1-3 R End 0.00 24.88 -2549 781 169 3499 Compression 7383 0.47 1-4 L End -2.00 25.13 2096 142 51 2005 CS14 2490 0.81 1-4 L End -2.00 25.13 -2096 236 51 2383 Compression 6562 0.36 V Elem 1.50 26.38 1063 1063 Refer to upper level V Elem 1.50 26.38 -1063 1063 Compression 1-4 R End -2.00 28.38 2096 142 51 2005 CS14 2490 0.81 1-4 R End -2.00 28.38 -2096 236 51 2383 Compression 6562 0.36 1-5 L End -2.00 28.63 0 624 135 760 Compression - 1-5 R End -2.00 37.62 0 624 135 760 Compression - 1-6 L End -2.00 37.88 2096 142 51 2005 CS14 2490 0.81 1-6 L End -2.00 37.88 -2096 236 51 2383 Compression 6562 0.36 V Elem 1.50 38.13 1063 1063 Refer to upper level V Elem 1.50 38.13 -1063 1063 Compression 1-6 R End -2.00 41.13 2096 142 51 2005 CS14 2490 0.81 1-6 R End -2.00 41.13 -2096 236 51 2383 Compression 6562 0.36 Line 4 V Elem 20.50 -1.37 0 68 15 82 Compression V Elem 20.50 -0.62 0 68 15 82 Compression V Elem 17.00 0.12 0 79 17 96 Compression V Elem 17.00 0.63 1881 337 122 1666 Refer to upper level V Elem 17.00 0.63 -1881 561 122 2563 Compression V Elem 17.00 0.88 0 101 22 123 Compression 4-2 L End 20.75 6.88 4418 108 39 4349 2CS14 4980 0.87 4-2 L End 20.75 6.88 -4418 180 39 4637 Compression 6562 0.71 4-2 R End 20.75 10.63 4418 108 39 4349 2CS14 4980 0.87 4-2 R End 20.75 10.63 -4418 180 39 4637 Compression 6562 0.71 V Elem 17.00 11.38 1881 298 108 1691 Refer to upper level V Elem 17.00 11.38 -1881 497 108 2485 Compression 4-3 L End 19.50 14.38 4862 162 58 4758 2CS14 4980 0.96 4-3 L End 19.50 14.38 -4862 270 58 5190 Compression 6562 0.79 4-3 R End 19.50 20.13 4862 162 58 4758 2CS14 4980 0.96 4-3 R End 19.50 20.13 -4862 270 58 5190 Compression 6562 0.79 56 Page 134 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design, continued) 4-4 L End 16.00 20.63 4862 162 58 4758 2CS14 4980 0.96 4-4 L End 16.00 20.63 -4862 270 58 5190 Compression 6562 0.79 4-4 R End 16.00 26.38 4862 162 58 4758 2CS14 4980 0.96 4-4 R End 16.00 26.38 -4862 270 58 5190 Compression 6562 0.79 V Elem 17.00 30.13 1885 270 97 1713 Refer to upper level V Elem 17.00 30.13 -1885 450 97 2433 Compression V Elem 17.00 39.88 1885 270 97 1713 Refer to upper level V Elem 17.00 39.88 -1885 450 97 2433 Compression V Elem 16.50 40.38 0 68 15 82 Compression V Elem 16.50 41.13 0 68 15 82 Compression Line 5 5-1 L End 31.50 -0.37 1322 223 80 1180 CS14 2490 0.47 5-1 L End 31.50 -0.37 -1322 371 80 1774 Compression 6562 0.27 V Elem 30.00 0.12 1096 230 83 948 Refer to upper level V Elem 30.00 0.12 -1095 384 83 1562 Compression V Elem 30.00 7.63 1096 235 85 945 Refer to upper level V Elem 30.00 7.63 -1095 392 85 1573 Compression V Elem 30.00 7.88 0 473 102 575 Compression 5-1 R End 31.50 9.38 1322 182 66 1206 CS14 2490 0.48 5-1 R End 31.50 9.38 -1322 304 66 1692 Compression 7383 0.23 5-2 L End 32.50 9.63 1319 249 90 1160 CS14 2490 0.47 5-2 L End 32.50 9.63 -1318 414 90 1823 Compression 6562 0.28 V Elem 30.00 14.63 0 473 102 575 Compression V Elem 30.00 14.88 1083 317 115 880 Refer to upper level V Elem 30.00 14.88 -1083 529 115 1726 Compression 5-2 R End 32.50 20.63 1319 258 93 1154 CS14 2490 0.46 5-2 R End 32.50 20.63 -1318 429 93 1841 Compression 7383 0.25 5-3 L End 31.50 20.88 0 253 55 308 Compression - 5-3 R End 31.50 24.38 0 253 55 308 Compression - 5-4 L End 31.50 24.63 1310 464 168 1013 CS14 2490 0.41 5-4 L End 31.50 24.63 -1310 774 168 2251 Compression 6562 0.34 V Elem 30.00 26.63 1083 331 119 871 Refer to upper level V Elem 30.00 26.63 -1083 551 119 1753 Compression V Elem 30.00 26.88 0 473 102 575 Compression V Elem 30.00 33.63 0 473 102 575 Compression V Elem 30.00 33.87 1103 182 66 986 Refer to upper level V Elem 30.00 33.87 -1103 304 66 1472 Compression 5-4 R End 31.50 40.12 2413 589 213 2036 CS14 2490 0.82 5-4 R End 31.50 40.12 -2413 981 213 3606 Compression 7383 0.49 Line A A-1 L End 0.12 -1.50 1542 515 186 1213 CS14 2490 0.49 A-1 L End 0.12 -1.50 -1542 859 186 2586 Compression 6562 0.39 V Elem 3.13 0.00 1005 329 119 794 Refer to upper level V Elem 3.13 0.00 -1005 549 119 1672 Compression V Elem 16.38 0.00 1005 359 130 775 Refer to upper level V Elem 16.38 0.00 -1005 599 130 1733 Compression V Elem 16.62 0.00 1005 329 119 794 Refer to upper level V Elem 16.62 0.00 -1005 549 119 1672 Compression A-1 R End 20.37 -1.50 1542 578 209 1172 CS14 2490 0.47 A-1 R End 20.37 -1.50 -1542 964 209 2715 Compression 7383 0.37 A-2 L End 20.63 -0.50 1559 446 161 1274 CS14 2490 0.51 A-2 L End 20.63 -0.50 -1559 743 161 2462 Compression 6562 0.38 V Elem 29.88 0.00 1005 359 130 775 Refer to upper level V Elem 29.88 0.00 -1005 599 130 1733 Compression A-2 R End 31.38 -0.50 1559 446 161 1274 CS14 2490 0.51 A-2 R End 31.38 -0.50 -1559 743 161 2462 Compression 6562 0.38 Line C C-1 L End 0.63 20.25 2441 851 307 1897 CS14 2490 0.76 C-1 L End 0.63 20.25 -2441 1418 307 4166 Compression 6562 0.63 V Elem 3.13 20.25 0 113 24 137 Compression V Elem 4.13 20.25 0 68 15 82 Compression V Elem 4.38 20.25 0 225 49 274 Compression V Elem 5.13 20.25 1662 667 241 1236 Refer to upper level V Elem 5.13 20.25 -1662 1111 241 3013 Compression V Elem 27.88 20.25 0 248 54 302 Compression V Elem 29.38 20.25 1662 798 288 1152 Refer to upper level V Elem 29.38 20.25 -1662 1330 288 3280 Compression V Elem 29.88 20.25 0 213 46 259 Compression V Elem 31.63 20.75 0 101 22 123 Compression C-1 R End 31.88 20.25 2441 891 322 1872 CS14 2490 0.75 C-1 R End 31.88 20.25 -2441 1484 322 4247 Compression 6562 0.65 V Elem 32.38 20.75 0 79 17 96 Compression Line F F-1 L End -1.87 41.25 1517 492 178 1202 CS14 2490 0.48 F-1 L End -1.87 41.25 -1517 820 178 2514 Compression 6562 0.38 V Elem 1.63 38.25 1021 223 80 879 Refer to upper level V Elem 1.63 38.25 -1021 371 80 1473 Compression 57 Page 135 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 11.38 38.25 1021 182 66 905 Refer to upper level V Elem 11.38 38.25 -1021 304 66 1391 Compression V Elem 11.63 38.25 1009 425 154 738 Refer to upper level V Elem 11.63 38.25 -1009 709 154 1872 Compression F-1 R End 16.38 41.25 1517 601 217 1132 CS14 2490 0.45 F-1 R End 16.38 41.25 -1517 1002 217 2736 Compression 7383 0.37 F-2 L End 16.62 40.25 1521 505 182 1199 CS14 2490 0.48 F-2 L End 16.62 40.25 -1521 842 182 2545 Compression 6562 0.39 V Elem 29.88 38.25 1009 506 183 686 Refer to upper level V Elem 29.88 38.25 -1009 844 183 2036 Compression F-2 R End 31.38 40.25 1521 548 198 1171 CS14 2490 0.47 F-2 R End 31.38 40.25 -1521 914 198 2633 Compression 7383 0.36 Level 3 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 3.00 1.13 1058 1058 CS14 2490 0.42 1-1 L End 3.00 1.13 -1057 1057 Compression 6562 0.16 1-1 R End 3.00 16.62 1058 1058 CS14 2490 0.42 1-1 R End 3.00 16.62 -1057 1057 Compression 7383 0.14 1-3 L End 1.50 26.38 1063 1063 CS14 2490 0.43 1-3 L End 1.50 26.38 -1063 1063 Compression 6562 0.16 1-3 R End 1.50 38.13 1063 1063 CS14 2490 0.43 1-3 R End 1.50 38.13 -1063 1063 Compression 7383 0.14 Line 4 V Elem 16.50 0.12 0 79 17 96 Compression 4-2 L End 17.00 0.63 1881 337 122 1666 CS14 2490 0.67 4-2 L End 17.00 0.63 -1881 561 122 2563 Compression 6562 0.39 V Elem 16.50 0.88 0 101 22 123 Compression 4-2 R End 17.00 11.38 1881 298 108 1691 CS14 2490 0.68 4-2 R End 17.00 11.38 -1881 497 108 2485 Compression 6562 0.38 4-3 L End 17.25 30.13 1885 270 97 1713 CS14 2490 0.69 4-3 L End 17.25 30.13 -1885 450 97 2433 Compression 6562 0.37 4-3 R End 17.25 39.88 1885 270 97 1713 CS14 2490 0.69 4-3 R End 17.25 39.88 -1885 450 97 2433 Compression 6562 0.37 Line 5 5-1 L End 30.00 0.12 1096 230 83 948 CS14 2490 0.38 5-1 L End 30.00 0.12 -1095 384 83 1562 Compression 6562 0.24 5-1 R End 30.00 7.63 1096 235 85 945 CS14 2490 0.38 5-1 R End 30.00 7.63 -1095 392 85 1573 Compression 7383 0.21 5-2 L End 27.75 7.88 0 473 102 575 Compression - 5-2 R End 27.75 14.63 0 473 102 575 Compression - 5-3 L End 30.00 14.88 1083 317 115 880 CS14 2490 0.35 5-3 L End 30.00 14.88 -1083 529 115 1726 Compression 6562 0.26 5-3 R End 30.00 26.63 1083 331 119 871 CS14 2490 0.35 5-3 R End 30.00 26.63 -1083 551 119 1753 Compression 7383 0.24 5-4 L End 27.75 26.88 0 473 102 575 Compression - 5-4 R End 27.75 33.63 0 473 102 575 Compression - 5-5 L End 30.00 33.87 1103 182 66 986 CS14 2490 0.40 5-5 L End 30.00 33.87 -1103 304 66 1472 Compression 6562 0.22 5-5 R End 30.00 40.12 1103 182 66 986 CS14 2490 0.40 5-5 R End 30.00 40.12 -1103 304 66 1472 Compression 7383 0.20 Line A A-1 L End 3.13 1.00 1005 329 119 794 CS14 2490 0.32 A-1 L End 3.13 1.00 -1005 549 119 1672 Compression 6562 0.25 A-1 R End 16.38 1.00 1005 359 130 775 CS14 2490 0.31 A-1 R End 16.38 1.00 -1005 599 130 1733 Compression 7383 0.23 A-2 L End 16.62 0.00 1005 329 119 794 CS14 2490 0.32 A-2 L End 16.62 0.00 -1005 549 119 1672 Compression 6562 0.25 A-2 R End 29.88 0.00 1005 359 130 775 CS14 2490 0.31 A-2 R End 29.88 0.00 -1005 599 130 1733 Compression 7383 0.23 Line C V Elem 3.13 16.75 0 113 24 137 Compression V Elem 4.13 20.00 0 68 15 82 Compression V Elem 4.38 16.75 0 225 49 274 Compression C-3 L End 5.13 20.25 1662 667 241 1236 CS14 2490 0.50 C-3 L End 5.13 20.25 -1662 1111 241 3013 Compression 6562 0.46 V Elem 27.88 14.75 0 248 54 302 Compression C-3 R End 29.38 20.25 1662 798 288 1152 CS14 2490 0.46 C-3 R End 29.38 20.25 -1662 1330 288 3280 Compression 6562 0.50 V Elem 29.88 14.75 0 213 46 259 Compression Line F F-1 L End 1.63 38.25 1021 223 80 879 2CS14 4980 0.18 F-1 L End 1.63 38.25 -1021 371 80 1473 Compression 6562 0.22 F-1 R End 11.38 38.25 1021 182 66 905 2CS14 4980 0.18 F-1 R End 11.38 38.25 -1021 304 66 1391 Compression 7383 0.19 58 Page 136 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 Hold-Down and Compression Design (flexible seismic design, continued) F-2 L End 11.63 40.25 1009 425 154 738 2CS14 4980 0.15 F-2 L End 11.63 40.25 -1009 709 154 1872 Compression 6562 0.29 F-2 R End 29.88 40.25 1009 506 183 686 2CS14 4980 0.14 F-2 R End 29.88 40.25 -1009 844 183 2036 Compression 7383 0.28 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element – Shearline Posit'n – Position of stud pack that hold-down is attached to: V Elem – Vertical element: column or strengthened studs required where not at wall end or opening L or R End – At left or right wall end L or R Op n – At left or right side of opening n t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location – Co-ordinates in Plan View Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.70; h = wall height , beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2 Sds x ASD factor x unfactored D = 0.361 SDS x factored D. Refer to Seismic Information table for more details. Cmb'd – Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap – Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details. Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load Notes: HDU8-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt. HTT4 (18-16d x 2.5) for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt. Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 59 Page 137 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible seismic design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 1 Shearline force 10541 10541 1-1 Left Opening 1 0.00 3.00 -129 129 1-1 Right Opening 1 0.00 7.00 341 -341 1-1 Right Wall End 0.00 10.00 213 -213 1-4 Left Wall End -2.00 17.50 -1704 1704 1-4 Left Opening 1 -2.00 21.25 -1589 1589 1-4 Right Opening 1 -2.00 23.25 -1353 1353 1-4 Right Wall End -2.00 25.75 -1277 1277 1-6 Left Wall End -2.00 29.75 -2299 2299 1-6 Left Opening 1 -2.00 32.50 -2339 2339 1-6 Right Opening 1 -2.00 36.50 -1869 1869 1-1 Left Opening 1 0.00 3.00 746 746 1-1 Right Opening 1 0.00 7.00 746 746 1-4 Left Opening 1 -2.00 21.25 448 448 1-4 Right Opening 1 -2.00 23.25 298 298 1-6 Left Opening 1 -2.00 32.50 547 547 1-6 Right Opening 1 -2.00 36.50 945 945 Line 3 Shearline force 22254 22254 3-1 Left Wall End 9.50 0.50 -270 270 3-1 Right Wall End 9.50 10.00 5045 -5045 3-2 Left Wall End 9.50 30.00 -5744 5744 3-2 Right Wall End 9.50 40.75 270 -270 Line A Shearline force 10174 10174 A-1 Left Opening 1 3.50 0.00 -172 172 A-1 Right Opening 1 7.50 0.00 -163 163 A-1 Left Opening 2 20.75 0.00 -1409 1409 A-1 Right Opening 2 24.75 0.00 -1400 1400 A-1 Left Opening 1 3.50 0.00 288 288 A-1 Right Opening 1 7.50 0.00 1089 1089 A-1 Left Opening 2 20.75 0.00 999 999 A-1 Right Opening 2 24.75 0.00 377 377 Line C Shearline force 16364 16364 C-2 Left Wall End -1.50 20.25 -258 258 C-2 Right Wall End 29.50 20.25 129 -129 Line F Shearline force 10642 10642 F-1 Left Opening 1 2.75 41.25 -198 198 F-1 Right Opening 1 6.75 41.25 -191 191 F-1 Left Opening 2 21.25 41.25 -1411 1411 F-1 Right Opening 2 25.25 41.25 -1404 1404 F-1 Left Opening 1 2.75 41.25 333 333 F-1 Right Opening 1 6.75 41.25 1015 1015 F-1 Left Opening 2 21.25 41.25 1029 1029 F-1 Right Opening 2 25.25 41.25 319 319 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 1 Shearline force 8402 8402 1-1 Right Wall End 0.00 2.00 368 -368 1-3 Left Wall End 0.00 11.50 -1499 1499 1-3 Left Opening 1 0.00 17.00 -633 633 1-3 Right Opening 1 0.00 19.00 -192 192 1-4 Right Wall End -2.00 28.50 1121 -1121 1-6 Left Wall End -2.00 37.75 -697 697 1-3 Left Opening 1 0.00 17.00 399 399 1-3 Right Opening 1 0.00 19.00 435 435 Line 4 Shearline force 11234 11234 4-2 Left Wall End 20.75 6.75 -2220 2220 4-2 Right Wall End 20.75 10.75 -728 728 4-3 Left Wall End 19.50 14.25 -1670 1670 4-3 Right Wall End 19.50 20.25 1048 -1048 4-4 Left Wall End 16.00 20.50 981 -981 4-4 Right Wall End 16.00 26.50 3700 -3700 Line 5 Shearline force 7310 7310 60 Page 138 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible seismic design, continued) 5-1 Left Opening 1 31.50 2.50 -242 242 5-1 Right Opening 1 31.50 7.50 -64 64 5-2 Left Opening 1 32.50 12.50 -408 408 5-2 Right Opening 1 32.50 17.50 -231 231 5-2 Right Wall End 32.50 20.75 -428 428 5-4 Left Wall End 31.50 24.50 -1101 1101 5-4 Left Opening 1 31.50 31.00 -1282 1282 5-4 Right Opening 1 31.50 36.00 -1104 1104 5-1 Left Opening 1 31.50 2.50 645 645 5-1 Right Opening 1 31.50 7.50 430 430 5-2 Left Opening 1 32.50 12.50 516 516 5-2 Right Opening 1 32.50 17.50 559 559 5-4 Left Opening 1 31.50 31.00 650 650 5-4 Right Opening 1 31.50 36.00 425 425 Line A Shearline force 7400 7400 A-1 Left Opening 1 3.75 -1.50 -215 215 A-1 Right Opening 1 8.75 -1.50 -120 120 A-1 Left Opening 2 15.25 -1.50 -649 649 A-1 Right Opening 2 17.25 -1.50 -611 611 A-1 Left Opening 1 3.75 -1.50 464 464 A-1 Right Opening 1 8.75 -1.50 805 805 A-1 Left Opening 2 15.25 -1.50 338 338 A-1 Right Opening 2 17.25 -1.50 169 169 Line C Shearline force 11835 11835 C-1 Left Wall End 0.50 20.25 -182 182 C-1 Right Wall End 32.00 20.25 182 -182 Line F Shearline force 7711 7711 F-1 Left Opening 1 2.25 41.25 -181 181 F-1 Right Opening 1 7.25 41.25 -85 85 F-2 Left Opening 1 21.00 40.25 -559 559 F-2 Right Opening 1 23.00 40.25 -521 521 F-1 Left Opening 1 2.25 41.25 393 393 F-1 Right Opening 1 7.25 41.25 854 854 F-2 Left Opening 1 21.00 40.25 173 173 F-2 Right Opening 1 23.00 40.25 326 326 Level 3 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 1 Shearline force 4011 4011 1-1 Left Opening 1 3.00 4.25 11 -11 1-1 Right Opening 1 3.00 9.25 339 -339 1-1 Right Wall End 3.00 16.75 364 -364 1-3 Left Wall End 1.50 26.25 -659 659 1-3 Left Opening 1 1.50 28.50 -847 847 1-3 Right Opening 1 1.50 36.00 -354 354 1-1 Left Opening 1 3.00 4.25 262 262 1-1 Right Opening 1 3.00 9.25 605 605 1-3 Left Opening 1 1.50 28.50 650 650 1-3 Right Opening 1 1.50 36.00 650 650 Line 4 Shearline force 5361 5361 4-2 Left Wall End 17.00 0.50 -67 67 4-2 Right Wall End 17.00 11.50 1277 -1277 4-3 Left Wall End 17.25 30.00 -1188 1188 4-3 Right Wall End 17.25 40.00 33 -33 Line 5 Shearline force 3865 3865 5-1 Left Opening 1 30.00 2.75 70 -70 5-1 Right Opening 1 30.00 4.75 232 -232 5-1 Right Wall End 30.00 7.75 309 -309 5-3 Left Wall End 30.00 14.75 -364 364 5-3 Left Opening 1 30.00 16.50 -319 319 5-3 Right Opening 1 30.00 18.50 -157 157 5-3 Left Opening 2 30.00 22.50 -149 149 5-3 Right Opening 2 30.00 24.50 12 -12 5-3 Right Wall End 30.00 26.75 74 -74 5-5 Left Wall End 30.00 33.75 -598 598 5-5 Left Opening 1 30.00 36.00 -556 556 5-5 Right Opening 1 30.00 38.00 -395 395 5-1 Left Opening 1 30.00 2.75 169 169 5-1 Right Opening 1 30.00 4.75 184 184 5-3 Left Opening 1 30.00 16.50 108 108 61 Page 139 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 COLLECTOR FORCES (flexible seismic design, continued) 5-3 Right Opening 1 30.00 18.50 246 246 5-3 Left Opening 2 30.00 22.50 226 226 5-3 Right Opening 2 30.00 24.50 127 127 5-5 Left Opening 1 30.00 36.00 177 177 5-5 Right Opening 1 30.00 38.00 177 177 Line A Shearline force 3698 3698 A-1 Left Opening 1 6.75 1.00 -151 151 A-1 Right Opening 1 11.75 1.00 -14 14 A-2 Left Opening 1 20.25 0.00 -357 357 A-2 Right Opening 1 25.25 0.00 -220 220 A-1 Left Opening 1 6.75 1.00 363 363 A-1 Right Opening 1 11.75 1.00 459 459 A-2 Left Opening 1 20.25 0.00 363 363 A-2 Right Opening 1 25.25 0.00 459 459 Line C Shearline force 5598 5598 C-3 Left Wall End 5.00 20.25 -431 431 C-3 Right Wall End 29.50 20.25 -108 108 Line F Shearline force 3942 3942 F-1 Left Opening 1 4.50 38.25 -207 207 F-1 Right Opening 1 9.50 38.25 -69 69 F-2 Left Opening 1 13.25 40.25 -251 251 F-2 Right Opening 1 15.25 40.25 -196 196 F-2 Left Opening 2 19.00 40.25 -423 423 F-2 Right Opening 2 24.00 40.25 -285 285 F-1 Left Opening 1 4.50 38.25 498 498 F-1 Right Opening 1 9.50 38.25 332 332 F-2 Left Opening 1 13.25 40.25 106 106 F-2 Right Opening 1 15.25 40.25 226 226 F-2 Left Opening 2 19.00 40.25 319 319 F-2 Right Opening 2 24.00 40.25 511 511 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied. For perforated walls, this force is converted to vmax using 4.3.6.4.1.1. Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 62 Page 140 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 DEFLECTION (flexible seismic design) Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 4 Both - - - - - - 1.04 1-1,1 Both ExtS 555.2 3.00 6.75 10.5 .034 37.3 149 .017 .101 0.90 1.04 1-1,2 Both ExtS 555.2 3.00 6.75 10.5 .034 37.3 149 .017 .101 0.90 1.04 1-4 4 Both - - - - - - 0.97 1-4,1 Both ExtS 439.7 3.75 6.75 10.5 .022 37.3 149 .017 .080 0.67 0.77 1-4,2 Both ExtS 439.7 2.50 6.75 10.5 .032 37.3 149 .017 .080 1.05 1.17 1-6 4 Both - - - - - - 0.91 1-6,1 Both ExtS 510.8 2.75 6.75 10.5 .034 37.3 149 .017 .092 0.98 1.10 1-6,2 S->N ExtS 510.8 4.75 6.75 10.5 .020 37.3 149 .017 .092 0.60 0.71 N->S ExtS 510.8 4.75 6.75 10.5 .020 37.3 149 .017 .092 0.61 0.72 Line 3 3-1 5 Both 1S 496.4 9.50 8.00 10.5 .015 24.7 171 .025 .161 0.38 0.55 3-2 5 Both 1S 496.4 10.75 8.00 10.5 .013 24.7 171 .025 .161 0.33 0.50 Line 5 5-1 1 Both ExtS 323.4 41.25 8.00 10.5 .002 19.1 178 .028 .136 0.08 0.22 Line A A-1 1 W->E - - 29.75 8.00 - - - - - - - 0.68 E->W - - 29.75 8.00 - - - - - - - 0.61 A-1,1 W->E ExtS 380.5 3.50 6.75 10.5 .020 19.1 178 .028 .135 0.92 1.08 E->W ExtS 380.5 3.50 6.75 10.5 .020 19.1 178 .028 .135 0.87 1.02 A-1,2 W->E ExtS 447.9 13.25 5.50 10.5 .003 19.1 178 .028 .129 0.15 0.29 E->W ExtS 447.9 13.25 5.50 10.5 .003 19.1 178 .028 .129 0.01 0.14 A-1,3 Both ExtS 374.5 5.00 6.75 10.5 .014 19.1 178 .028 .133 0.51 0.66 Line C C-2 1 W->E 1S 471.3 31.00 8.00 15.8 .003 19.1 178 .028 .198 0.11 0.31 E->W 1S 471.3 31.00 8.00 15.8 .003 19.1 178 .028 .198 0.12 0.32 Line F F-1 1 W->E - - 31.75 8.00 - - - - - - - 0.59 E->W - - 31.75 8.00 - - - - - - - 0.58 F-1,1 W->E ExtS 363.4 4.75 6.75 10.5 .014 19.1 178 .028 .129 0.66 0.80 E->W ExtS 363.4 4.75 6.75 10.5 .014 19.1 178 .028 .129 0.61 0.75 F-1,2 Both ExtS 426.7 14.50 5.50 10.5 .003 19.1 178 .028 .123 0.14 0.27 F-1,3 Both ExtS 364.2 4.50 6.75 10.5 .015 19.1 178 .028 .129 0.57 0.71 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 5 S->N ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.86 1.01 N->S ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.84 0.99 1-3 5 W->E - - 13.50 9.00 - - - - - - - 0.62 E->W - - 13.50 9.00 - - - - - - - 0.61 1-3,1 S->N ExtS 466.2 5.50 7.75 10.5 .023 24.7 171 .025 .146 0.47 0.64 N->S ExtS 466.2 5.50 7.75 10.5 .023 24.7 171 .025 .146 0.46 0.63 1-3,2 S->N ExtS 466.2 6.00 7.75 10.5 .021 24.7 171 .025 .146 0.43 0.60 N->S ExtS 466.2 6.00 7.75 10.5 .021 24.7 171 .025 .146 0.42 0.58 1-4 5 S->N ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.86 1.01 N->S ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.84 0.99 1-6 5 S->N ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.86 1.01 N->S ExtS 308.9 3.50 9.00 10.5 .035 24.7 171 .025 .113 0.84 0.99 Line 4 4-2 4 S->N 1S 657.4 4.00 9.00 10.5 .065 37.3 149 .017 .159 0.81 1.04 N->S 1S 657.4 4.00 9.00 10.5 .065 37.3 149 .017 .159 0.79 1.02 4-3 4 S->N 1S 739.6 6.00 9.00 10.5 .049 37.3 149 .017 .179 0.56 0.79 N->S 1S 739.6 6.00 9.00 10.5 .049 37.3 149 .017 .179 0.54 0.77 4-4 4 S->N 1S 739.6 6.00 9.00 10.5 .049 37.3 149 .017 .179 0.56 0.79 N->S 1S 739.6 6.00 9.00 10.5 .049 37.3 149 .017 .179 0.54 0.77 Line 5 5-1 5 W->E - - 10.00 9.00 - - - - - - - 1.30 E->W - - 10.00 9.00 - - - - - - - 1.28 5-1,1 S->N ExtS 409.3 3.00 7.75 10.5 .037 24.7 171 .025 .128 0.89 1.05 N->S ExtS 409.3 3.00 7.75 10.5 .037 24.7 171 .025 .128 0.86 1.03 5-1,2 S->N ExtS 409.3 2.00 7.75 10.5 .056 24.7 171 .025 .128 1.36 1.54 N->S ExtS 409.3 2.00 7.75 10.5 .056 24.7 171 .025 .128 1.34 1.53 5-2 5 W->E - - 11.25 9.00 - - - - - - - 0.99 E->W - - 11.25 9.00 - - - - - - - 0.97 5-2,1 S->N ExtS 368.3 3.00 7.75 10.5 .034 24.7 171 .025 .116 0.88 1.03 N->S ExtS 368.3 3.00 7.75 10.5 .034 24.7 171 .025 .116 0.86 1.00 5-2,2 S->N ExtS 368.3 3.25 7.75 10.5 .031 24.7 171 .025 .116 0.81 0.95 63 Page 141 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 DEFLECTION (flexible seismic design, continued) N->S ExtS 368.3 3.25 7.75 10.5 .031 24.7 171 .025 .116 0.78 0.93 5-4 5 W->E - - 15.75 9.00 - - - - - - - 0.61 E->W - - 15.75 9.00 - - - - - - - 0.59 5-4,1 S->N ExtS 299.8 6.50 7.75 10.5 .013 24.7 171 .025 .094 0.38 0.49 N->S ExtS 299.8 6.50 7.75 10.5 .013 24.7 171 .025 .094 0.37 0.48 5-4,2 S->N ExtS 299.8 4.25 7.75 10.5 .019 24.7 171 .025 .094 0.61 0.73 N->S ExtS 299.8 4.25 7.75 10.5 .019 24.7 171 .025 .094 0.59 0.70 Line A A-1 1 W->E - - 20.50 9.00 - - - - - - - 0.75 E->W - - 20.50 9.00 - - - - - - - 0.74 A-1,1 W->E ExtS 359.7 3.75 7.75 10.5 .026 19.1 178 .028 .146 0.69 0.86 E->W ExtS 359.7 3.75 7.75 10.5 .026 19.1 178 .028 .146 0.67 0.84 A-1,2 W->E ExtS 409.3 6.50 6.50 10.5 .009 19.1 178 .028 .140 0.32 0.47 E->W ExtS 409.3 6.50 6.50 10.5 .009 19.1 178 .028 .140 0.31 0.46 A-1,3 W->E ExtS 291.4 3.25 7.75 10.5 .024 19.1 178 .028 .118 0.79 0.93 E->W ExtS 291.4 3.25 7.75 10.5 .024 19.1 178 .028 .118 0.77 0.92 A-2 1 W->E ExtS 241.8 11.00 9.00 10.5 .009 19.1 178 .028 .114 0.26 0.38 E->W ExtS 241.8 11.00 9.00 10.5 .009 19.1 178 .028 .114 0.25 0.37 Line C C-1 1 Both 1S 384.4 31.50 9.00 10.5 .005 19.1 178 .028 .181 0.10 0.28 Line F F-1 1 W->E - - 18.50 9.00 - - - - - - - 0.58 E->W - - 18.50 9.00 - - - - - - - 0.57 F-1,1 W->E ExtS 325.4 4.25 7.75 10.5 .021 19.1 178 .028 .132 0.60 0.75 E->W ExtS 325.4 4.25 7.75 10.5 .021 19.1 178 .028 .132 0.58 0.74 F-1,2 W->E ExtS 325.4 9.25 7.75 10.5 .010 19.1 178 .028 .132 0.27 0.41 E->W ExtS 325.4 9.25 7.75 10.5 .010 19.1 178 .028 .132 0.26 0.40 F-2 1 Both - - - - - - 0.54 F-2,1 W->E ExtS 274.0 4.50 7.75 10.5 .017 19.1 178 .028 .111 0.55 0.68 E->W ExtS 274.0 4.50 7.75 10.5 .017 19.1 178 .028 .111 0.54 0.67 F-2,2 W->E ExtS 274.0 8.50 7.75 10.5 .009 19.1 178 .028 .111 0.29 0.41 E->W ExtS 274.0 8.50 7.75 10.5 .009 19.1 178 .028 .111 0.28 0.40 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 3 Line 1 1-1 1 W->E - - 15.75 9.00 - - - - - - - 0.66 E->W - - 15.75 9.00 - - - - - - - 0.65 1-1,1 S->N ExtS 242.0 3.25 7.75 10.5 .020 19.1 178 .028 .098 0.78 0.90 N->S ExtS 242.0 3.25 7.75 10.5 .020 19.1 178 .028 .098 0.76 0.88 1-1,2 S->N ExtS 242.0 7.50 7.75 10.5 .009 19.1 178 .028 .098 0.32 0.43 N->S ExtS 242.0 7.50 7.75 10.5 .009 19.1 178 .028 .098 0.31 0.42 1-3 1 W->E - - 12.00 9.00 - - - - - - - 1.47 E->W - - 12.00 9.00 - - - - - - - 1.42 1-3,1 S->N ExtS 440.5 2.25 7.75 10.5 .053 19.1 178 .028 .179 1.23 1.47 N->S ExtS 440.5 2.25 7.75 10.5 .053 19.1 178 .028 .179 1.19 1.42 1-3,2 S->N ExtS 440.5 2.25 7.75 10.5 .053 19.1 178 .028 .179 1.23 1.47 N->S ExtS 440.5 2.25 7.75 10.5 .053 19.1 178 .028 .179 1.19 1.42 Line 4 4-2 1 S->N 1S 291.8 11.00 9.00 10.5 .011 19.1 178 .028 .138 0.26 0.41 N->S 1S 291.8 11.00 9.00 10.5 .011 19.1 178 .028 .138 0.25 0.40 4-3 1 Both 1S 291.8 10.00 9.00 10.5 .012 19.1 178 .028 .138 0.29 0.43 Line 5 5-1 1 W->E - - 7.75 9.00 - - - - - - - 1.00 E->W - - 7.75 9.00 - - - - - - - 0.99 5-1,1 S->N ExtS 226.8 2.75 7.75 10.5 .023 19.1 178 .028 .092 0.93 1.05 N->S ExtS 226.8 2.75 7.75 10.5 .023 19.1 178 .028 .092 0.92 1.03 5-1,2 S->N ExtS 226.8 3.00 7.75 10.5 .021 19.1 178 .028 .092 0.85 0.96 N->S ExtS 226.8 3.00 7.75 10.5 .021 19.1 178 .028 .092 0.83 0.95 5-3 1 W->E - - 12.00 9.00 - - - - - - - 1.20 E->W - - 12.00 9.00 - - - - - - - 1.18 5-3,1 S->N ExtS 226.8 1.75 7.75 10.5 .035 19.1 178 .028 .092 1.56 1.68 N->S ExtS 226.8 1.75 7.75 10.5 .035 19.1 178 .028 .092 1.53 1.66 5-3,2 S->N ExtS 280.7 4.00 6.50 10.5 .010 19.1 178 .028 .096 0.52 0.63 N->S ExtS 280.7 4.00 6.50 10.5 .010 19.1 178 .028 .096 0.51 0.62 5-3,3 S->N ExtS 222.1 2.25 7.75 10.5 .027 19.1 178 .028 .090 1.16 1.28 N->S ExtS 222.1 2.25 7.75 10.5 .027 19.1 178 .028 .090 1.14 1.26 5-5 1 W->E - - 6.50 9.00 - - - - - - - 1.30 E->W - - 6.50 9.00 - - - - - - - 1.28 5-5,1 S->N ExtS 243.1 2.25 7.75 10.5 .030 19.1 178 .028 .099 1.17 1.30 N->S ExtS 243.1 2.25 7.75 10.5 .030 19.1 178 .028 .099 1.15 1.28 5-5,2 S->N ExtS 243.1 2.25 7.75 10.5 .030 19.1 178 .028 .099 1.17 1.30 N->S ExtS 243.1 2.25 7.75 10.5 .030 19.1 178 .028 .099 1.15 1.28 Line A A-1 1 W->E - - 13.50 9.00 - - - - - - - 0.71 E->W - - 13.50 9.00 - - - - - - - 0.70 64 Page 142 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 DEFLECTION (flexible seismic design, continued) A-1,1 W->E ExtS 248.6 3.75 7.75 10.5 .018 19.1 178 .028 .101 0.67 0.79 E->W ExtS 248.6 3.75 7.75 10.5 .018 19.1 178 .028 .101 0.66 0.78 A-1,2 W->E ExtS 248.6 4.75 7.75 10.5 .014 19.1 178 .028 .101 0.52 0.64 E->W ExtS 248.6 4.75 7.75 10.5 .014 19.1 178 .028 .101 0.51 0.63 A-2 1 W->E - - 13.50 9.00 - - - - - - - 0.71 E->W - - 13.50 9.00 - - - - - - - 0.70 A-2,1 W->E ExtS 248.6 3.75 7.75 10.5 .018 19.1 178 .028 .101 0.67 0.79 E->W ExtS 248.6 3.75 7.75 10.5 .018 19.1 178 .028 .101 0.66 0.78 A-2,2 W->E ExtS 248.6 4.75 7.75 10.5 .014 19.1 178 .028 .101 0.52 0.64 E->W ExtS 248.6 4.75 7.75 10.5 .014 19.1 178 .028 .101 0.51 0.63 Line C C-3 1 Both 1S 261.1 24.50 9.00 10.5 .004 19.1 178 .028 .123 0.12 0.24 Line F F-1 4 W->E - - 10.00 9.00 - - - - - - - 1.19 E->W - - 10.00 9.00 - - - - - - - 1.18 F-1,1 W->E ExtS 316.1 3.00 7.75 10.5 .029 37.3 149 .017 .066 0.85 0.94 E->W ExtS 316.1 3.00 7.75 10.5 .029 37.3 149 .017 .066 0.84 0.93 F-1,2 W->E ExtS 316.1 2.00 7.75 10.5 .043 37.3 149 .017 .066 1.33 1.44 E->W ExtS 316.1 2.00 7.75 10.5 .043 37.3 149 .017 .066 1.32 1.43 F-2 4 Both - - - - - - 0.89 F-2,1 W->E ExtS 215.5 1.75 7.75 10.5 .034 37.3 149 .017 .045 1.52 1.60 E->W ExtS 215.5 1.75 7.75 10.5 .034 37.3 149 .017 .045 1.51 1.59 F-2,2 Both ExtS 296.6 3.75 6.50 10.5 .012 37.3 149 .017 .052 0.55 0.61 F-2,3 Both ExtS 239.1 6.00 7.75 10.5 .011 37.3 149 .017 .050 0.40 0.46 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp – Wall design group, refer to Sheathing and Framing Materials tables. Dir – Force direction. Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v – Unfactored (strength-level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b – Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h – Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Defl – Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvtv + 0.75 en) from SDPWS Eqn. C4.2.3-3. vs = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, constant for other materials. Vn = Strength-level shear force per nail along panel edge at ASD capacity = 1.4 vs. Hold – Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T555. 65 Page 143 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 1 Line 1 1-1,1 Both HDU8-SDS 3982 .066 .002 0.069 - - .281 4396 0.02 0.37 0.90 1-1,2 Both HDU8-SDS 3982 .066 .002 0.069 - - .281 4396 0.02 0.37 0.90 1-4,1 Both HDU8-SDS 3047 .051 .002 0.053 - - .281 3565 0.01 0.35 0.67 1-4,2 Both HDU8-SDS 3209 .054 .002 0.055 - - .281 3554 0.01 0.35 1.05 1-6,1 Both HDU8-SDS 3695 .062 .002 0.064 - - .281 4075 0.02 0.36 0.98 1-6,2 S->N HDU8-SDS 3471 .058 .002 0.060 - - .281 7524 0.06 0.40 0.60 N->S HDU8-SDS 6325 .106 .004 0.110 - - .281 4127 0.02 0.41 0.61 Line 3 3-1 Both HTT4 16d 3854 .129 .005 0.134 - - .281 4728 0.02 0.43 0.38 3-2 Both HTT4 16d 3812 .127 .005 0.132 - - .281 4801 0.02 0.43 0.33 Line 5 5-1 S->N HTT4 16d 2479 .086 .003 0.090 - - .281 6833 0.05 0.42 0.08 N->S HTT4 16d 1141 .041 .002 0.043 - - .281 9055 0.11 0.43 0.08 Line A A-1,1 W->E HTT4 16d 4338 .146 .006 0.151 - - .281 3125 0.01 0.45 0.92 E->W HTT4 16d 2642 .088 .004 0.092 - - .281 6796 0.04 0.42 0.87 A-1,2 W->E HTT4 16d 2041 .069 .003 0.072 - - .281 2912 0.01 0.36 0.15 E->W HTT4 16d -624 .000 .000 0.000 - - .000 3870 0.02 0.02 0.01 A-1,3 Both HTT4 16d 2484 .083 .003 0.086 - - .281 3174 0.01 0.38 0.51 Line C C-2 W->E HTT4 16d 2965 .101 .004 0.104 - - .281 10577 0.05 0.43 0.11 E->W HTT4 16d 4655 .158 .006 0.165 - - .281 6221 0.02 0.46 0.12 Line F F-1,1 W->E HTT4 16d 4103 .138 .005 0.143 - - .281 3076 0.01 0.44 0.66 E->W HTT4 16d 2421 .081 .003 0.084 - - .281 6645 0.04 0.41 0.61 F-1,2 Both HTT4 16d 1874 .064 .002 0.066 - - .281 3875 0.02 0.36 0.14 F-1,3 Both HTT4 16d 2443 .082 .003 0.085 - - .281 3064 0.01 0.38 0.57 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 2 Line 1 1-1 S->N CS14 2854 .016 .000 0.016 - - .281 3398 0.01 0.31 0.86 N->S CS14 2854 .008 .000 0.008 - - .281 3398 0.01 0.30 0.84 1-3,1 S->N CS14 3566 .020 .000 0.020 - - .281 4420 0.02 0.32 0.47 N->S CS14 3566 .010 .000 0.010 - - .281 4420 0.02 0.31 0.46 1-3,2 S->N CS14 3531 .020 .000 0.020 - - .281 4462 0.02 0.32 0.43 N->S CS14 3531 .010 .000 0.010 - - .281 4462 0.02 0.31 0.42 1-4 S->N CS14 2854 .016 .000 0.016 - - .281 3398 0.01 0.31 0.86 N->S CS14 2854 .008 .000 0.008 - - .281 3398 0.01 0.30 0.84 1-6 S->N CS14 2854 .016 .000 0.016 - - .281 3398 0.01 0.31 0.86 N->S CS14 2854 .008 .000 0.008 - - .281 3398 0.01 0.30 0.84 Line 4 4-2 S->N 2CS14 6205 .017 .000 0.017 - - .281 6619 0.04 0.34 0.81 N->S 2CS14 6205 .009 .000 0.009 - - .281 6619 0.04 0.33 0.79 4-3 S->N 2CS14 6786 .019 .000 0.019 - - .281 7407 0.06 0.36 0.56 N->S 2CS14 6786 .010 .000 0.010 - - .281 7407 0.06 0.35 0.54 4-4 S->N 2CS14 6786 .019 .000 0.019 - - .281 7407 0.06 0.36 0.56 N->S 2CS14 6786 .010 .000 0.010 - - .281 7407 0.06 0.35 0.54 Line 5 5-1,1 S->N CS14 3341 .019 .000 0.019 - - .281 3806 0.02 0.32 0.89 N->S CS14 3341 .009 .000 0.009 - - .281 3806 0.02 0.31 0.86 5-1,2 S->N CS14 1748 .010 .000 0.010 - - .281 3856 0.02 0.31 1.36 N->S CS14 3545 .010 .000 0.010 - - .281 2962 0.01 0.30 1.34 5-2,1 S->N CS14 2995 .017 .000 0.017 - - .281 3460 0.01 0.31 0.88 N->S CS14 2995 .008 .000 0.008 - - .281 3460 0.01 0.30 0.86 5-2,2 S->N CS14 2963 .017 .000 0.017 - - .281 3468 0.01 0.31 0.81 N->S CS14 2963 .008 .000 0.008 - - .281 3468 0.01 0.30 0.78 5-4,1 S->N CS14 2157 .012 .000 0.012 - - .281 3167 0.01 0.31 0.38 N->S CS14 2157 .006 .000 0.006 - - .281 3167 0.01 0.30 0.37 5-4,2 S->N CS14 2299 .013 .000 0.013 - - .281 5054 0.02 0.32 0.61 N->S CS14 3695 .010 .000 0.010 - - .281 2959 0.01 0.30 0.59 Line A A-1,1 W->E CS14 2837 .016 .000 0.016 - - .281 3420 0.01 0.31 0.69 E->W CS14 2837 .008 .000 0.008 - - .281 3420 0.01 0.30 0.67 A-1,2 W->E CS14 2508 .014 .000 0.014 - - .281 3517 0.01 0.31 0.32 E->W CS14 2508 .007 .000 0.007 - - .281 3517 0.01 0.30 0.31 66 Page 144 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 HOLD-DOWN DISPLACEMENT (flexible seismic design, continued) A-1,3 W->E CS14 2317 .013 .000 0.013 - - .281 2821 0.01 0.31 0.79 E->W CS14 2317 .007 .000 0.007 - - .281 2821 0.01 0.30 0.77 A-2 W->E CS14 1788 .010 .000 0.010 - - .281 3496 0.01 0.31 0.26 E->W CS14 1788 .005 .000 0.005 - - .281 3496 0.01 0.30 0.25 Line C C-1 W->E CS14 2650 .015 .000 0.015 - - .281 6025 0.03 0.33 0.10 E->W CS14 2611 .008 .000 0.008 - - .281 5911 0.03 0.32 0.09 Line F F-1,1 W->E CS14 2510 .014 .000 0.014 - - .281 3170 0.01 0.31 0.60 E->W CS14 2510 .007 .000 0.007 - - .281 3170 0.01 0.30 0.58 F-1,2 W->E CS14 2223 .013 .000 0.013 - - .281 3660 0.02 0.31 0.27 E->W CS14 2223 .006 .000 0.006 - - .281 3660 0.02 0.30 0.26 F-2,1 W->E CS14 2069 .012 .000 0.012 - - .281 2768 0.01 0.30 0.55 E->W CS14 2069 .006 .000 0.006 - - .281 2768 0.01 0.30 0.54 F-2,2 W->E CS14 1849 .011 .000 0.011 - - .281 3169 0.01 0.30 0.29 E->W CS14 1849 .005 .000 0.005 - - .281 3169 0.01 0.30 0.28 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 3 Line 1 1-1,1 S->N CS14 2032 .011 .000 0.011 - - .281 2032 0.01 0.30 0.78 N->S CS14 2032 .006 .000 0.006 - - .281 2032 0.01 0.29 0.76 1-1,2 S->N CS14 1940 .011 .000 0.011 - - .281 1940 0.01 0.30 0.32 N->S CS14 1940 .005 .000 0.005 - - .281 1940 0.01 0.29 0.31 1-3,1 S->N CS14 3841 .022 .000 0.022 - - .281 3841 0.02 0.32 1.23 N->S CS14 3841 .011 .000 0.011 - - .281 3841 0.02 0.31 1.19 1-3,2 S->N CS14 3841 .022 .000 0.022 - - .281 3841 0.02 0.32 1.23 N->S CS14 3841 .011 .000 0.011 - - .281 3841 0.02 0.31 1.19 Line 4 4-2 S->N CS14 2356 .013 .000 0.013 - - .281 3536 0.01 0.31 0.26 N->S CS14 2394 .007 .000 0.007 - - .281 3646 0.02 0.30 0.25 4-3 S->N CS14 2428 .014 .000 0.014 - - .281 3463 0.01 0.31 0.29 N->S CS14 2428 .007 .000 0.007 - - .281 3463 0.01 0.30 0.28 Line 5 5-1,1 S->N CS14 1824 .010 .000 0.010 - - .281 2251 0.01 0.30 0.93 N->S CS14 1824 .005 .000 0.005 - - .281 2251 0.01 0.30 0.92 5-1,2 S->N CS14 1798 .010 .000 0.010 - - .281 2264 0.01 0.30 0.85 N->S CS14 1798 .005 .000 0.005 - - .281 2264 0.01 0.30 0.83 5-3,1 S->N CS14 1981 .011 .000 0.011 - - .281 2253 0.01 0.30 1.56 N->S CS14 1981 .006 .000 0.006 - - .281 2253 0.01 0.30 1.53 5-3,2 S->N CS14 1787 .010 .000 0.010 - - .281 2408 0.01 0.30 0.52 N->S CS14 1787 .005 .000 0.005 - - .281 2408 0.01 0.30 0.51 5-3,3 S->N CS14 1847 .010 .000 0.010 - - .281 2196 0.01 0.30 1.16 N->S CS14 1847 .005 .000 0.005 - - .281 2196 0.01 0.30 1.14 5-5,1 S->N CS14 2030 .011 .000 0.011 - - .281 2379 0.01 0.30 1.17 N->S CS14 2030 .006 .000 0.006 - - .281 2379 0.01 0.30 1.15 5-5,2 S->N CS14 2030 .011 .000 0.011 - - .281 2379 0.01 0.30 1.17 N->S CS14 2030 .006 .000 0.006 - - .281 2379 0.01 0.30 1.15 Line A A-1,1 W->E CS14 1915 .011 .000 0.011 - - .281 2497 0.01 0.30 0.67 E->W CS14 1915 .005 .000 0.005 - - .281 2497 0.01 0.30 0.66 A-1,2 W->E CS14 1845 .010 .000 0.010 - - .281 2582 0.01 0.30 0.52 E->W CS14 1845 .005 .000 0.005 - - .281 2582 0.01 0.30 0.51 A-2,1 W->E CS14 1915 .011 .000 0.011 - - .281 2497 0.01 0.30 0.67 E->W CS14 1915 .005 .000 0.005 - - .281 2497 0.01 0.30 0.66 A-2,2 W->E CS14 1845 .010 .000 0.010 - - .281 2582 0.01 0.30 0.52 E->W CS14 1845 .005 .000 0.005 - - .281 2582 0.01 0.30 0.51 Line C C-3 W->E CS14 1718 .010 .000 0.010 - - .281 4648 0.02 0.31 0.12 E->W CS14 1589 .005 .000 0.005 - - .281 4273 0.02 0.30 0.11 Line F F-1,1 W->E 2CS14 2553 .007 .000 0.007 - - .281 3019 0.01 0.30 0.85 E->W 2CS14 2553 .004 .000 0.004 - - .281 3019 0.01 0.30 0.84 F-1,2 W->E 2CS14 2720 .008 .000 0.008 - - .281 3031 0.01 0.30 1.33 E->W 2CS14 2720 .004 .000 0.004 - - .281 3031 0.01 0.30 1.32 F-2,1 W->E 2CS14 1879 .005 .000 0.005 - - .281 2151 0.01 0.30 1.52 E->W 2CS14 1879 .003 .000 0.003 - - .281 2151 0.01 0.29 1.51 F-2,2 W->E 2CS14 1916 .005 .000 0.005 - - .281 2498 0.01 0.30 0.55 E->W 2CS14 1916 .003 .000 0.003 - - .281 2498 0.01 0.29 0.55 F-2,3 W->E 2CS14 1695 .005 .000 0.005 - - .281 2626 0.01 0.30 0.40 E->W 2CS14 1695 .002 .000 0.002 - - .281 2626 0.01 0.29 0.40 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir – Force direction Tens., Comp. force – Accumulated strength-level hold-down tension force T and end compression force C from overturning, dead loads and vertical 67 Page 145 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 earthquake loads da – Vertical displacements due to the following components: Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength-level elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es ) Ab = bolt cross-sectional area Es = steel modulus = 29000000 psi L = Lb – Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush – Deformation of bottom plate at compression end of wall segment = 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1] r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table 68 Page 146 WoodWorks® Shearwalls 22103 SW v.2.wsw Jan. 31, 2024 09:59:39 STORY DRIFT (flexible seismic design) Wall Actual Story Drift (in)Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 8.00 9.00 2.70 N<->S 1.04 1 2.26 16.56 0.47 1.30 0.84 0.48 E<->W 1.02 A 2.46 20.67 0.33 1.08 0.91 0.40 2 9.00 10.00 3.00 N<->S 1.02 4 2.17 17.70 1.02 2.17 0.72 0.72 E<->W 0.74 F 1.41 21.62 0.28 0.87 0.47 0.29 3 9.00 9.00 2.70 N<->S 1.03 5 1.75 14.89 0.45 0.98 0.65 0.36 E<->W 1.59 F 2.63 20.54 0.26 0.68 0.97 0.25 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / Ie Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor Ie = 1.00 Legend: Max dxe – Largest deflection for any shearline on level in this direction; refer to Deflections table Line – Shearline with largest deflection on level in this direction hsx – Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx – Largest amplified deflection on level in this direction using ASCE 7 Eq’n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 69 Page 147 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW v.1.wsw Apr. 20, 2023 10:34:48 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'95'100'105'110'115'120'125'130'135'140' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' F-1 5- 1 A-1 1- 1 1- 4 C-1 C-2 1- 6 1- 5D-2D-1 1- 3 1- 2 3- 2 3- 1 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 1 of 3 Page 148 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW v.1.wsw Apr. 20, 2023 10:34:48 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'95'100'105'110'115'120'125'130'135'140' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' F-1 5- 1 A-2 1- 3 1- 4 D-1 1- 6 1- 5 1- 2 A-1 4- 1 F-2 4- 5 5- 4 5- 2 B-1 C-25- 3 C-1 1- 1 4- 3 4- 4 4- 2 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 2 of 3 Page 149 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW v.1.wsw Apr. 20, 2023 10:34:48 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'95'100'105'110'115'120'125'130'135'140' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' F-2 5- 1 A-2 1- 3 A-1 4- 1 5- 3 5- 2 B-1 C-4 F-1 3- 1 1- 1 1- 2 C-1 D-1 5- 5 5- 4 D-2 E-1 C-32- 1C-2 4- 3 4- 2 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 3 of 3 Page 150 BUILDING B LATERAL STRUCTURAL DESIGN Page 151 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2023 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Project Information DESIGN SETTINGS Design Code IBC 2021/AWC SDPWS 2021 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%) 10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 6.00 Elevation (between stories) 2.00 Maximum Height-to-width Ratio Wood panels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - 2.0 1.5 Ignore shear resistance contribution of... Wall segments Seismic Side with invalid aspect ratio Any gypsum, lumber, fiberboard Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 500 story height FTAO strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Exposure Exposure C Enclosure Partially open Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.696g Ss: 1.934g Fundamental Period E-W N-S T Used 0.255s 0.255s Approximate Ta 0.255s 0.255s Maximum T 0.357s 0.357s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.70 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 Page 152 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in] Ceiling 28.66 0.0 Level 3 19.66 12.0 9.00 15.6 16.35 Level 2 9.66 12.0 9.00 15.6 16.35 Level 1 0.66 4.0 8.00 7.6 8.35 Foundation 0.33 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 3 Story N-S Ridge Location X,Y =0.00 -0.50 North Hip 14.0 1.50 Extent X,Y =28.25 40.75 South Hip 14.0 1.50 Ridge X Location, Offset 14.13 0.00 East Side 14.0 1.50 Ridge Elevation, Height 32.19 3.52 West Side 14.0 1.50 2 Page 153 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/0 3/8 --Horz 77500 8d Common N 4 12 Y 2,3 Int GSB 4x8 1/2 - - Horz 40000 11 ga Galv N 7 7 N 2 Ext Plywood siding 24/0 5/16 - 3 Horz 25000 6d Casing N 4 6 Y Int Gyp. wallboard 5/8 - 1 Horz 40000 6d Cooler N 7 7 N 5 3 1 Struct Sh OSB 24/0 3/8 - - Horz 77500 8d Common N 2 12 Y 2,3 2 GSB 4x8 1/2 - - Horz 40000 11 ga Galv N 7 7 N 5 4 Ext Struct Sh OSB 24/0 3/8 - - Horz 77500 8d Common N 3 12 Y 2,3 Int GSB 4x8 1/2 --Horz 40000 11 ga Galv N 7 7 N 5 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.3C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal. Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B Type – Fastener type from SDPWS Tables 4.3A-D: Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5” Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5” Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2” (wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face) Cooler or wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2. Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face ply. Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply. Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 (5) 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS Table 4.3A Note 2. 5. This material does not contribute to seismic shear resistance because the Design setting for ignoring contribution was set. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625 3 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 4 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Fcp - Compressive strength perpendicular to grain Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. The following factors are applied to Fcp for compressive design and deformation under wall segment end studs : Bearing area factor Cb from NDS 3.10.4, under window openings. 3 Page 154 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] S N Line 1 Level 3 Line 1 1 0.00 -0.50 40.50 41.00 27.00 - 9.00 -- Wall 1-1 FT 1 0.00 -0.50 8.00 8.50 8.50 - - 2 2 Segment 1 -- -0.50 2.75 3.25 3.00 0.92 - -- Opening 1 -- 2.75 4.75 2.00 - - 3.00 -- Segment 2 -- 4.75 8.00 3.25 3.00 0.92 - -- Wall 1-2 NSW 2.00 8.00 15.00 7.00 0.00 1.00 - 2 2 Wall 1-3 FT 1 0.00 15.00 26.75 11.75 11.75 - - 2 2 Segment 1 -- 15.00 16.75 1.75 1.50 1.71 - -- Opening 1 -- 16.75 18.75 2.00 - - 3.00 -- Segment 2 -- 18.75 23.00 4.25 4.00 0.71 - -- Opening 2 -- 23.00 25.00 2.00 - - 3.00 -- Segment 3 -- 25.00 26.75 1.75 1.50 1.71 - -- Wall 1-4 NSW 2.00 26.75 33.75 7.00 0.00 1.00 - 2 2 Wall 1-5 FT 1 0.00 33.75 40.50 6.75 6.75 - - 2 2 Segment 1 -- 33.75 36.25 2.50 2.25 1.20 - -- Opening 1 -- 36.25 38.25 2.00 - - 3.00 -- Segment 2 -- 38.25 40.50 2.25 2.00 1.33 - -- Level 2 Line 1 1 -1.76 -1.50 41.50 43.00 43.00 - 9.00 -- Wall 1-1 FT 1 -1.50 -1.50 9.50 11.00 11.00 - - 2 2 Segment 1 -- -1.50 2.75 4.25 4.00 0.71 - -- Opening 1 -- 2.75 6.75 4.00 - - 3.00 -- Segment 2 -- 6.75 9.50 2.75 2.50 1.09 - -- Wall 1-2 FT 1 -2.50 9.50 20.75 11.25 11.25 - - 2 2 Segment 1 -- 9.50 12.75 3.25 3.00 0.92 - -- Opening 1 -- 12.75 17.75 5.00 - - 3.00 -- Segment 2 -- 17.75 20.75 3.00 2.75 1.00 - -- Wall 1-3 FT 1 -1.50 20.75 41.50 20.75 20.75 - - 2 2 Segment 1 -- 20.75 23.00 2.25 2.00 1.33 - -- Opening 1 -- 23.00 25.00 2.00 - - 3.00 -- Segment 2 -- 25.00 32.50 7.50 7.25 0.40 - -- Opening 2 -- 32.50 36.25 3.75 - - 3.00 -- Segment 3 -- 36.25 41.50 5.25 5.00 0.57 - -- Level 1 Line 1 Seg 1 0.00 0.00 41.50 41.50 41.25 - 8.00 -- Wall 1-1 Seg 1 0.00 0.00 41.50 41.50 41.25 0.19 - 3 3 Line 2 Level 3 Line 2 1 12.75 -0.50 40.50 41.00 21.25 - 9.00 -- Wall 2-1 NSW 13.25 -0.50 1.50 2.00 0.00 1.00 - 2 2 Wall 2-2 Seg 1 12.75 0.00 11.25 11.25 11.00 0.80 - 2 2 Wall 2-3 Seg 1 12.75 30.00 40.00 10.00 9.75 0.90 - 2 2 Wall 2-4 NSW 13.25 38.50 40.50 2.00 0.00 1.00 - 2 2 Level 2 Line 2 3 8.55 -1.50 41.50 43.00 13.00 - 9.00 -- Wall 2-1 Seg 3 9.50 13.00 20.50 7.50 7.25 1.20 - 2 2 Wall 2-2 Seg 3 7.25 21.50 27.00 5.50 5.25 1.64 - 2 2 Line 3 Level 1 Line 3 1 20.50 0.00 41.50 41.50 19.00 - 8.00 -- Wall 3-1 Seg 1 20.50 0.50 10.00 9.50 9.25 0.84 - 2 2 Wall 3-2 Seg 1 20.50 31.50 41.00 9.50 9.25 0.84 - 2 2 Line 4 Level 3 Line 4 1 28.50 1.50 38.50 37.00 29.75 - 9.00 -- Wall 4-1 FT 1 28.50 1.50 17.25 15.75 15.75 - - 2 2 Segment 1 -- 1.50 4.00 2.50 2.25 1.20 - -- Opening 1 -- 4.00 9.00 5.00 - - 3.00 -- Segment 2 -- 9.00 12.75 3.75 3.50 0.80 - -- Opening 2 -- 12.75 14.75 2.00 - - 3.00 -- Segment 3 -- 14.75 17.25 2.50 2.25 1.20 - -- Wall 4-2 NSW 27.00 17.25 24.50 7.25 0.00 1.00 - 2 2 Wall 4-3 FT 1 28.50 24.50 38.50 14.00 14.00 - - 2 2 Segment 1 -- 24.50 27.00 2.50 2.25 1.20 - -- Opening 1 -- 27.00 29.00 2.00 - - 3.00 -- Segment 2 -- 29.00 31.25 2.25 2.00 1.33 - -- Opening 2 -- 31.25 36.25 5.00 - - 3.00 -- Segment 3 -- 36.25 38.50 2.25 2.00 1.33 - -- Level 2 Line 4 4 30.50 -1.50 41.50 43.00 19.50 - 9.00 -- Wall 4-1 NSW 30.50 -1.50 2.00 3.50 0.00 1.00 - 2 2 4 Page 155 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall 4-2 NSW 30.50 2.00 11.00 9.00 0.00 1.00 - 2 2 Wall 4-3 FT 4 30.50 11.00 30.50 19.50 19.50 - - 2 2 Segment 1 -- 11.00 16.00 5.00 4.75 0.60 - -- Opening 1 -- 16.00 18.00 2.00 - - 3.00 -- Segment 2 -- 18.00 23.75 5.75 5.50 0.52 - -- Opening 2 -- 23.75 25.75 2.00 - - 3.00 -- Segment 3 -- 25.75 30.50 4.75 4.50 0.63 - -- Wall 4-4 NSW 30.50 30.50 41.50 11.00 0.00 1.00 - 2 2 Level 1 Line 4 1 31.50 0.00 41.50 41.50 29.25 - 8.00 -- Wall 4-1 FT 1 31.50 0.00 10.00 10.00 10.00 - - 2 2 Segment 1 -- 0.00 4.00 4.00 3.75 0.75 - -- Opening 1 -- 4.00 6.00 2.00 - - 3.00 -- Segment 2 -- 6.00 10.00 4.00 3.75 0.75 - -- Wall 4-2 NSW 31.50 10.00 14.00 4.00 0.00 1.00 - 2 2 Wall 4-3 Seg 1 31.50 14.00 18.75 4.75 4.50 1.68 - 2 2 Wall 4-4 NSW 31.50 18.75 23.00 4.25 0.00 1.00 - 2 2 Wall 4-5 Seg 1 31.50 23.00 27.75 4.75 4.50 1.68 - 2 2 Wall 4-6 NSW 31.50 27.75 31.75 4.00 0.00 1.00 - 2 2 Wall 4-7 FT 1 31.50 31.75 41.50 9.75 9.75 - - 2 2 Segment 1 -- 31.75 35.75 4.00 3.75 0.75 - -- Opening 1 -- 35.75 37.75 2.00 - - 3.00 -- Segment 2 -- 37.75 41.50 3.75 3.50 0.80 - -- East-west Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft] W E Line A Level 3 Line A 1 0.57 0.00 28.50 28.50 28.50 - 9.00 -- Wall A-1 FT 1 -0.50 0.00 13.25 13.25 13.25 - - 2 2 Segment 1 -- 0.00 6.00 6.00 5.75 0.50 - -- Opening 1 -- 6.00 11.00 5.00 - - 3.00 -- Segment 2 -- 11.00 13.25 2.25 2.00 1.33 - -- Wall A-2 FT 1 1.50 13.25 28.50 15.25 15.25 - - 2 2 Segment 1 -- 13.25 21.00 7.75 7.50 0.39 - -- Opening 1 -- 21.00 26.00 5.00 - - 3.00 -- Segment 2 -- 26.00 28.50 2.50 2.25 1.20 - -- Level 2 Line A 1 -1.50 -1.50 30.50 32.00 32.00 - 9.00 -- Wall A-1 FT 1 -1.50 -1.50 30.50 32.00 32.00 - - 2 2 Segment 1 -- -1.50 7.50 9.00 8.75 0.33 - -- Opening 1 -- 7.50 9.50 2.00 - - 3.00 -- Segment 2 -- 9.50 12.25 2.75 2.50 1.09 - -- Opening 2 -- 12.25 17.25 5.00 - - 3.00 -- Segment 3 -- 17.25 21.00 3.75 3.50 0.80 - -- Opening 3 -- 21.00 26.00 5.00 - - 3.00 -- Segment 4 -- 26.00 30.50 4.50 4.25 0.67 - -- Level 1 Line A 1 0.00 0.00 31.50 31.50 31.50 - 8.00 -- Wall A-1 FT 1 0.00 0.00 31.50 31.50 31.50 - - 2 2 Segment 1 -- 0.00 6.75 6.75 6.50 0.44 - -- Opening 1 -- 6.75 10.75 4.00 - - 3.00 -- Segment 2 -- 10.75 24.00 13.25 13.00 0.23 - -- Opening 2 -- 24.00 28.00 4.00 - - 3.00 -- Segment 3 -- 28.00 31.50 3.50 3.25 0.86 - -- Line B Level 3 Line B NSW 8.00 -2.50 2.00 4.50 0.00 - 9.00 -- Wall B-1 NSW 8.00 0.00 2.00 2.00 0.00 1.00 - 2 2 Level 2 Line B NSW 8.00 -2.50 2.00 4.50 0.00 - 9.00 -- Wall B-1 NSW 9.50 -2.50 -1.50 1.00 0.00 1.00 - 2 2 Line C Level 3 Line C 1 20.50 0.00 27.00 27.00 17.75 - 9.00 -- Wall C-1 NSW 15.00 0.00 2.00 2.00 0.00 1.00 - 2 2 Wall C-2 Seg 1 20.50 8.50 26.50 18.00 17.75 0.50 - 2 2 Wall C-3 NSW 17.25 27.00 28.50 1.50 0.00 1.00 - 2 2 Level 2 Line C 1 20.50 -2.50 30.50 33.00 31.75 - 9.00 -- Wall C-1 NSW 20.75 -2.50 -1.50 1.00 0.00 1.00 - 2 2 Wall C-2 Seg 1 20.50 -1.50 30.50 32.00 31.75 0.28 - 2 2 Level 1 Line C Seg 1 20.50 0.00 31.50 31.50 29.25 - 8.00 -- 5 Page 156 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall C-1 Seg 1 20.50 0.50 30.00 29.50 29.25 0.27 - 2 2 Line D Level 3 Line D 24.50 0.00 28.50 28.50 0.00 - 9.00 -- Wall D-1 NSW 26.75 0.00 2.00 2.00 0.00 1.00 - 2 2 Wall D-2 NSW 24.50 27.00 28.50 1.50 0.00 1.00 - 2 2 Line E Level 3 Line E NSW 33.75 0.00 2.00 2.00 0.00 - 9.00 -- Wall E-1 NSW 33.75 0.00 2.00 2.00 0.00 1.00 - 2 2 Line F Level 3 Line F 1 39.43 0.00 28.50 28.50 28.50 - 9.00 -- Wall F-1 FT 1 40.50 0.00 13.25 13.25 13.25 - - 2 2 Segment 1 -- 0.00 6.00 6.00 5.75 0.50 - -- Opening 1 -- 6.00 11.00 5.00 - - 3.00 -- Segment 2 -- 11.00 13.25 2.25 2.00 1.33 - -- Wall F-2 FT 1 38.50 13.25 28.50 15.25 15.25 - - 2 2 Segment 1 -- 13.25 20.75 7.50 7.25 0.40 - -- Opening 1 -- 20.75 25.75 5.00 - - 3.00 -- Segment 2 -- 25.75 28.50 2.75 2.50 1.09 - -- Level 2 Line F 1 41.50 -1.50 30.50 32.00 32.00 - 9.00 -- Wall F-1 FT 1 41.50 -1.50 30.50 32.00 32.00 - - 2 2 Segment 1 -- -1.50 7.00 8.50 8.25 0.35 - -- Opening 1 -- 7.00 9.00 2.00 - - 3.00 -- Segment 2 -- 9.00 12.25 3.25 3.00 0.92 - -- Opening 2 -- 12.25 17.25 5.00 - - 3.00 -- Segment 3 -- 17.25 20.50 3.25 3.00 0.92 - -- Opening 3 -- 20.50 25.50 5.00 - - 3.00 -- Segment 4 -- 25.50 30.50 5.00 4.75 0.60 - -- Level 1 Line F 1 41.50 0.00 31.50 31.50 31.50 - 8.00 -- Wall F-1 FT 1 41.50 0.00 31.50 31.50 31.50 - - 2 2 Segment 1 -- 0.00 4.50 4.50 4.25 0.67 - -- Opening 1 -- 4.50 8.50 4.00 - - 3.00 -- Segment 2 -- 8.50 23.00 14.50 14.25 0.21 - -- Opening 2 -- 23.00 27.00 4.00 - - 3.00 -- Segment 3 -- 27.00 31.50 4.50 4.25 0.67 - -- Legend: Type – Seg = Segmented, Prf = Perforated, FT = FTAO (force transfer around openings), NSW = non-shearwall Location – Position in structure perpendicular to wall Length – Shear line: Distance between exterior perpendicular walls defining the shear line extent Wall, segment, or opening: End-to-end length of the element FHS – Depending on element, shows different definitions of full-height sheathing length (FHS): Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear-resisting FHS Individual wall segments or walls without openings: Distance between hold-downs beff Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6 Aspect Ratio – Ratio of wall height to segment length (h/b); for FTAO walls, the aspect ratio of the central pier Wall Group – Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall. If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 6 Page 157 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Loads WIND SHEAR LOADS (overlapping loads combined) Level 3 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W 1 W->E Wind Line -2.00 -0.50 0.0 -1.5 Block 1 W Min W->E Wind Line -2.00 -0.50 0.0 1.5 Block 1 W 2 W->E Wind Line -2.00 -0.50 0.0 -1.1 Block 1 W 1 W->E Wind Line -2.00 -0.50 0.0 -1.5 Block 1 W 2 W->E Wind Line -2.00 -0.50 0.0 -1.1 Block 1 W Min W->E Wind Line -2.00 -0.50 0.0 1.5 Block 1 W Min W->E Wind Line -0.50 8.00 37.5 46.0 Block 1 W 2 W->E Wind Line -0.50 8.00 56.7 50.4 Block 1 W Min W->E Wind Line -0.50 8.00 37.5 46.0 Block 1 W 1 W->E Wind Line -0.50 8.00 75.5 67.1 Block 1 W 1 W->E Wind Line -0.50 8.00 75.5 67.1 Block 1 W 2 W->E Wind Line -0.50 8.00 56.7 50.4 Block 1 W 1 W->E Wind Line 8.00 13.63 67.1 61.6 Block 1 W 1 W->E Wind Line 8.00 13.63 67.1 61.6 Block 1 W Min W->E Wind Line 8.00 13.63 46.0 51.6 Block 1 W Min W->E Wind Line 8.00 13.63 46.0 51.6 Block 1 W 2 W->E Wind Line 8.00 13.63 50.4 46.2 Block 1 W 2 W->E Wind Line 8.00 13.63 50.4 46.2 Block 1 W 2 W->E Wind Line 13.63 15.00 46.2 Block 1 W Min W->E Wind Line 13.63 15.00 51.6 Block 1 W 2 W->E Wind Line 13.63 15.00 46.2 Block 1 W Min W->E Wind Line 13.63 15.00 51.6 Block 1 W 1 W->E Wind Line 13.63 15.00 61.6 Block 1 W 1 W->E Wind Line 13.63 15.00 61.6 Block 1 W Min W->E Wind Line 15.00 26.13 51.6 Block 1 W 2 W->E Wind Line 15.00 26.13 46.2 Block 1 W 1 W->E Wind Line 15.00 26.13 61.6 Block 1 W 1 W->E Wind Line 15.00 26.13 61.6 Block 1 W Min W->E Wind Line 15.00 26.13 51.6 Block 1 W 2 W->E Wind Line 15.00 26.13 46.2 Block 1 W 2 W->E Wind Line 26.13 26.75 46.2 46.6 Block 1 W 1 W->E Wind Line 26.13 26.75 61.6 62.2 Block 1 W Min W->E Wind Line 26.13 26.75 51.6 51.0 Block 1 W 1 W->E Wind Line 26.13 26.75 61.6 62.2 Block 1 W Min W->E Wind Line 26.13 26.75 51.6 51.0 Block 1 W 2 W->E Wind Line 26.13 26.75 46.2 46.6 Block 1 W Min W->E Wind Line 26.75 33.75 51.0 44.0 Block 1 W 1 W->E Wind Line 26.75 33.75 62.2 69.1 Block 1 W 2 W->E Wind Line 26.75 33.75 46.6 51.8 Block 1 W 2 W->E Wind Line 26.75 33.75 46.6 51.8 Block 1 W 1 W->E Wind Line 26.75 33.75 62.2 69.1 Block 1 W Min W->E Wind Line 26.75 33.75 51.0 44.0 Block 1 W Min W->E Wind Line 33.75 40.50 44.0 37.2 Block 1 W 2 W->E Wind Line 33.75 40.50 51.8 56.8 Block 1 W 1 W->E Wind Line 33.75 40.50 69.1 75.8 Block 1 W 2 W->E Wind Line 33.75 40.50 51.8 56.8 Block 1 W 1 W->E Wind Line 33.75 40.50 69.1 75.8 Block 1 W Min W->E Wind Line 33.75 40.50 44.0 37.2 Block 1 W 1 W->E Wind Line 40.50 41.75 -1.2 0.0 Block 1 W 1 W->E Wind Line 40.50 41.75 -1.2 0.0 Block 1 W Min W->E Wind Line 40.50 41.75 1.2 0.0 Block 1 W 2 W->E Wind Line 40.50 41.75 -0.9 0.0 Block 1 W Min W->E Wind Line 40.50 41.75 1.2 0.0 Block 1 W 2 W->E Wind Line 40.50 41.75 -0.9 0.0 Block 1 E 1 W->E Lee Line -2.00 -0.50 0.0 5.1 Block 1 E Min W->E Lee Line -2.00 -0.50 0.0 1.5 Block 1 E 2 W->E Lee Line -2.00 -0.50 0.0 3.8 Block 1 E 2 W->E Lee Line -2.00 -0.50 0.0 3.8 Block 1 E 1 W->E Lee Line -2.00 -0.50 0.0 5.1 Block 1 E Min W->E Lee Line -2.00 -0.50 0.0 1.5 Block 1 E 2 W->E Lee Line -0.50 1.50 41.0 46.2 Block 1 E 2 W->E Lee Line -0.50 1.50 41.0 46.2 Block 1 E Min W->E Lee Line -0.50 1.50 37.5 39.5 Block 1 E 1 W->E Lee Line -0.50 1.50 54.7 61.5 Block 1 E 1 W->E Lee Line -0.50 1.50 54.7 61.5 Block 1 E Min W->E Lee Line -0.50 1.50 37.5 39.5 Block 1 E 1 W->E Lee Line 1.50 13.63 61.5 102.9 Block 1 E Min W->E Lee Line 1.50 13.63 39.5 51.6 Block 1 E 2 W->E Lee Line 1.50 13.63 46.2 77.1 Block 1 E 2 W->E Lee Line 1.50 13.63 46.2 77.1 7 Page 158 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E Min W->E Lee Line 1.50 13.63 39.5 51.6 Block 1 E 1 W->E Lee Line 1.50 13.63 61.5 102.9 Block 1 E Min W->E Lee Line 13.63 17.25 51.6 Block 1 E 2 W->E Lee Line 13.63 17.25 77.1 Block 1 E 2 W->E Lee Line 13.63 17.25 77.1 Block 1 E 1 W->E Lee Line 13.63 17.25 102.9 Block 1 E 1 W->E Lee Line 13.63 17.25 102.9 Block 1 E Min W->E Lee Line 13.63 17.25 51.6 Block 1 E Min W->E Lee Line 17.25 24.50 51.6 Block 1 E Min W->E Lee Line 17.25 24.50 51.6 Block 1 E 2 W->E Lee Line 17.25 24.50 77.1 Block 1 E 1 W->E Lee Line 17.25 24.50 102.9 Block 1 E 1 W->E Lee Line 17.25 24.50 102.9 Block 1 E 2 W->E Lee Line 17.25 24.50 77.1 Block 1 E 2 W->E Lee Line 24.50 26.13 77.1 Block 1 E Min W->E Lee Line 24.50 26.13 51.6 Block 1 E Min W->E Lee Line 24.50 26.13 51.6 Block 1 E 1 W->E Lee Line 24.50 26.13 102.9 Block 1 E 2 W->E Lee Line 24.50 26.13 77.1 Block 1 E 1 W->E Lee Line 24.50 26.13 102.9 Block 1 E Min W->E Lee Line 26.13 38.50 51.6 39.2 Block 1 E Min W->E Lee Line 26.13 38.50 51.6 39.2 Block 1 E 2 W->E Lee Line 26.13 38.50 77.1 45.5 Block 1 E 1 W->E Lee Line 26.13 38.50 102.9 60.7 Block 1 E 1 W->E Lee Line 26.13 38.50 102.9 60.7 Block 1 E 2 W->E Lee Line 26.13 38.50 77.1 45.5 Block 1 E Min W->E Lee Line 38.50 40.50 39.2 37.2 Block 1 E 2 W->E Lee Line 38.50 40.50 45.5 40.4 Block 1 E Min W->E Lee Line 38.50 40.50 39.2 37.2 Block 1 E 2 W->E Lee Line 38.50 40.50 45.5 40.4 Block 1 E 1 W->E Lee Line 38.50 40.50 60.7 53.9 Block 1 E 1 W->E Lee Line 38.50 40.50 60.7 53.9 Block 1 E 1 W->E Lee Line 40.50 41.75 4.3 0.0 Block 1 E Min W->E Lee Line 40.50 41.75 1.2 0.0 Block 1 E 2 W->E Lee Line 40.50 41.75 3.2 0.0 Block 1 E Min W->E Lee Line 40.50 41.75 1.2 0.0 Block 1 E 1 W->E Lee Line 40.50 41.75 4.3 0.0 Block 1 E 2 W->E Lee Line 40.50 41.75 3.2 0.0 Block 1 W 1 E->W Lee Line -2.00 -0.50 0.0 5.1 Block 1 W Min E->W Lee Line -2.00 -0.50 0.0 1.5 Block 1 W 1 E->W Lee Line -2.00 -0.50 0.0 5.1 Block 1 W 2 E->W Lee Line -2.00 -0.50 0.0 3.8 Block 1 W 2 E->W Lee Line -2.00 -0.50 0.0 3.8 Block 1 W Min E->W Lee Line -2.00 -0.50 0.0 1.5 Block 1 W 2 E->W Lee Line -0.50 8.00 41.0 62.8 Block 1 W 2 E->W Lee Line -0.50 8.00 41.0 62.8 Block 1 W 1 E->W Lee Line -0.50 8.00 54.7 83.7 Block 1 W Min E->W Lee Line -0.50 8.00 37.5 46.0 Block 1 W 1 E->W Lee Line -0.50 8.00 54.7 83.7 Block 1 W Min E->W Lee Line -0.50 8.00 37.5 46.0 Block 1 W Min E->W Lee Line 8.00 13.63 46.0 51.6 Block 1 W 2 E->W Lee Line 8.00 13.63 62.8 77.1 Block 1 W 1 E->W Lee Line 8.00 13.63 83.7 102.9 Block 1 W 2 E->W Lee Line 8.00 13.63 62.8 77.1 Block 1 W 1 E->W Lee Line 8.00 13.63 83.7 102.9 Block 1 W Min E->W Lee Line 8.00 13.63 46.0 51.6 Block 1 W 2 E->W Lee Line 13.63 15.00 77.1 Block 1 W 1 E->W Lee Line 13.63 15.00 102.9 Block 1 W 2 E->W Lee Line 13.63 15.00 77.1 Block 1 W 1 E->W Lee Line 13.63 15.00 102.9 Block 1 W Min E->W Lee Line 13.63 15.00 51.6 Block 1 W Min E->W Lee Line 13.63 15.00 51.6 Block 1 W 1 E->W Lee Line 15.00 26.13 102.9 Block 1 W Min E->W Lee Line 15.00 26.13 51.6 Block 1 W 2 E->W Lee Line 15.00 26.13 77.1 Block 1 W Min E->W Lee Line 15.00 26.13 51.6 Block 1 W 1 E->W Lee Line 15.00 26.13 102.9 Block 1 W 2 E->W Lee Line 15.00 26.13 77.1 Block 1 W 1 E->W Lee Line 26.13 26.75 102.9 100.7 Block 1 W 1 E->W Lee Line 26.13 26.75 102.9 100.7 Block 1 W 2 E->W Lee Line 26.13 26.75 77.1 75.5 Block 1 W Min E->W Lee Line 26.13 26.75 51.6 51.0 Block 1 W 2 E->W Lee Line 26.13 26.75 77.1 75.5 Block 1 W Min E->W Lee Line 26.13 26.75 51.6 51.0 Block 1 W Min E->W Lee Line 26.75 33.75 51.0 44.0 Block 1 W Min E->W Lee Line 26.75 33.75 51.0 44.0 Block 1 W 1 E->W Lee Line 26.75 33.75 100.7 76.9 8 Page 159 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 2 E->W Lee Line 26.75 33.75 75.5 57.7 Block 1 W 1 E->W Lee Line 26.75 33.75 100.7 76.9 Block 1 W 2 E->W Lee Line 26.75 33.75 75.5 57.7 Block 1 W 1 E->W Lee Line 33.75 40.50 76.9 53.9 Block 1 W 2 E->W Lee Line 33.75 40.50 57.7 40.4 Block 1 W 1 E->W Lee Line 33.75 40.50 76.9 53.9 Block 1 W 2 E->W Lee Line 33.75 40.50 57.7 40.4 Block 1 W Min E->W Lee Line 33.75 40.50 44.0 37.2 Block 1 W Min E->W Lee Line 33.75 40.50 44.0 37.2 Block 1 W 1 E->W Lee Line 40.50 41.75 4.3 0.0 Block 1 W 1 E->W Lee Line 40.50 41.75 4.3 0.0 Block 1 W Min E->W Lee Line 40.50 41.75 1.2 0.0 Block 1 W 2 E->W Lee Line 40.50 41.75 3.2 0.0 Block 1 W 2 E->W Lee Line 40.50 41.75 3.2 0.0 Block 1 W Min E->W Lee Line 40.50 41.75 1.2 0.0 Block 1 E 1 E->W Wind Line -2.00 -0.50 0.0 -1.5 Block 1 E 1 E->W Wind Line -2.00 -0.50 0.0 -1.5 Block 1 E Min E->W Wind Line -2.00 -0.50 0.0 1.5 Block 1 E Min E->W Wind Line -2.00 -0.50 0.0 1.5 Block 1 E 2 E->W Wind Line -2.00 -0.50 0.0 -1.1 Block 1 E 2 E->W Wind Line -2.00 -0.50 0.0 -1.1 Block 1 E 2 E->W Wind Line -0.50 1.50 56.7 55.2 Block 1 E 2 E->W Wind Line -0.50 1.50 56.7 55.2 Block 1 E Min E->W Wind Line -0.50 1.50 37.5 39.5 Block 1 E 1 E->W Wind Line -0.50 1.50 75.5 73.6 Block 1 E Min E->W Wind Line -0.50 1.50 37.5 39.5 Block 1 E 1 E->W Wind Line -0.50 1.50 75.5 73.6 Block 1 E Min E->W Wind Line 1.50 13.63 39.5 51.6 Block 1 E Min E->W Wind Line 1.50 13.63 39.5 51.6 Block 1 E 1 E->W Wind Line 1.50 13.63 73.6 61.6 Block 1 E 2 E->W Wind Line 1.50 13.63 55.2 46.2 Block 1 E 1 E->W Wind Line 1.50 13.63 73.6 61.6 Block 1 E 2 E->W Wind Line 1.50 13.63 55.2 46.2 Block 1 E 1 E->W Wind Line 13.63 17.25 61.6 Block 1 E 2 E->W Wind Line 13.63 17.25 46.2 Block 1 E 1 E->W Wind Line 13.63 17.25 61.6 Block 1 E Min E->W Wind Line 13.63 17.25 51.6 Block 1 E Min E->W Wind Line 13.63 17.25 51.6 Block 1 E 2 E->W Wind Line 13.63 17.25 46.2 Block 1 E Min E->W Wind Line 17.25 24.50 51.6 Block 1 E 1 E->W Wind Line 17.25 24.50 61.6 Block 1 E 1 E->W Wind Line 17.25 24.50 61.6 Block 1 E 2 E->W Wind Line 17.25 24.50 46.2 Block 1 E Min E->W Wind Line 17.25 24.50 51.6 Block 1 E 2 E->W Wind Line 17.25 24.50 46.2 Block 1 E Min E->W Wind Line 24.50 26.13 51.6 Block 1 E 1 E->W Wind Line 24.50 26.13 61.6 Block 1 E 2 E->W Wind Line 24.50 26.13 46.2 Block 1 E Min E->W Wind Line 24.50 26.13 51.6 Block 1 E 1 E->W Wind Line 24.50 26.13 61.6 Block 1 E 2 E->W Wind Line 24.50 26.13 46.2 Block 1 E 2 E->W Wind Line 26.13 38.50 46.2 55.4 Block 1 E 2 E->W Wind Line 26.13 38.50 46.2 55.4 Block 1 E Min E->W Wind Line 26.13 38.50 51.6 39.2 Block 1 E 1 E->W Wind Line 26.13 38.50 61.6 73.8 Block 1 E 1 E->W Wind Line 26.13 38.50 61.6 73.8 Block 1 E Min E->W Wind Line 26.13 38.50 51.6 39.2 Block 1 E Min E->W Wind Line 38.50 40.50 39.2 37.2 Block 1 E 2 E->W Wind Line 38.50 40.50 55.4 56.8 Block 1 E 2 E->W Wind Line 38.50 40.50 55.4 56.8 Block 1 E 1 E->W Wind Line 38.50 40.50 73.8 75.8 Block 1 E Min E->W Wind Line 38.50 40.50 39.2 37.2 Block 1 E 1 E->W Wind Line 38.50 40.50 73.8 75.8 Block 1 E Min E->W Wind Line 40.50 41.75 1.2 0.0 Block 1 E Min E->W Wind Line 40.50 41.75 1.2 0.0 Block 1 E 2 E->W Wind Line 40.50 41.75 -0.9 0.0 Block 1 E 1 E->W Wind Line 40.50 41.75 -1.2 0.0 Block 1 E 1 E->W Wind Line 40.50 41.75 -1.2 0.0 Block 1 E 2 E->W Wind Line 40.50 41.75 -0.9 0.0 Block 1 S 2 S->N Wind Line -1.50 0.00 0.0 -1.1 Block 1 S 1 S->N Wind Line -1.50 0.00 0.0 -1.5 Block 1 S Min S->N Wind Line -1.50 0.00 0.0 1.5 Block 1 S 2 S->N Wind Line -1.50 0.00 0.0 -1.1 Block 1 S Min S->N Wind Line -1.50 0.00 0.0 1.5 Block 1 S 1 S->N Wind Line -1.50 0.00 0.0 -1.5 Block 1 S Min S->N Wind Line 0.00 2.00 109.5 111.5 Block 1 S 1 S->N Wind Line 0.00 2.00 229.6 227.6 9 Page 160 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 1 S->N Wind Line 0.00 2.00 229.6 227.6 Block 1 S 2 S->N Wind Line 0.00 2.00 172.2 170.7 Block 1 S 2 S->N Wind Line 0.00 2.00 172.2 170.7 Block 1 S Min S->N Wind Line 0.00 2.00 109.5 111.5 Block 1 S Min S->N Wind Line 2.00 13.25 39.5 50.7 Block 1 S 2 S->N Wind Line 2.00 13.25 55.2 46.8 Block 1 S 1 S->N Wind Line 2.00 13.25 73.6 62.4 Block 1 S Min S->N Wind Line 2.00 13.25 39.5 50.7 Block 1 S 1 S->N Wind Line 2.00 13.25 73.6 62.4 Block 1 S 2 S->N Wind Line 2.00 13.25 55.2 46.8 Block 1 S Min S->N Wind Line 13.25 14.13 50.7 51.6 Block 1 S 2 S->N Wind Line 13.25 14.13 46.8 46.2 Block 1 S 1 S->N Wind Line 13.25 14.13 62.4 61.6 Block 1 S Min S->N Wind Line 13.25 14.13 50.7 51.6 Block 1 S 1 S->N Wind Line 13.25 14.13 62.4 61.6 Block 1 S 2 S->N Wind Line 13.25 14.13 46.8 46.2 Block 1 S 1 S->N Wind Line 14.13 27.00 61.6 74.3 Block 1 S 1 S->N Wind Line 14.13 27.00 61.6 74.3 Block 1 S 2 S->N Wind Line 14.13 27.00 46.2 55.7 Block 1 S 2 S->N Wind Line 14.13 27.00 46.2 55.7 Block 1 S Min S->N Wind Line 14.13 27.00 51.6 38.7 Block 1 S Min S->N Wind Line 14.13 27.00 51.6 38.7 Block 1 S Min S->N Wind Line 27.00 28.50 74.7 73.2 Block 1 S 2 S->N Wind Line 27.00 28.50 113.5 114.6 Block 1 S 1 S->N Wind Line 27.00 28.50 151.3 152.8 Block 1 S 1 S->N Wind Line 27.00 28.50 151.3 152.8 Block 1 S 2 S->N Wind Line 27.00 28.50 113.5 114.6 Block 1 S Min S->N Wind Line 27.00 28.50 74.7 73.2 Block 1 S 2 S->N Wind Line 28.50 29.75 -0.9 0.0 Block 1 S Min S->N Wind Line 28.50 29.75 1.2 0.0 Block 1 S 1 S->N Wind Line 28.50 29.75 -1.2 0.0 Block 1 S Min S->N Wind Line 28.50 29.75 1.2 0.0 Block 1 S 1 S->N Wind Line 28.50 29.75 -1.2 0.0 Block 1 S 2 S->N Wind Line 28.50 29.75 -0.9 0.0 Block 1 N 2 S->N Lee Line -1.50 0.00 0.0 3.5 Block 1 N Min S->N Lee Line -1.50 0.00 0.0 1.5 Block 1 N 1 S->N Lee Line -1.50 0.00 0.0 4.6 Block 1 N 2 S->N Lee Line -1.50 0.00 0.0 3.5 Block 1 N Min S->N Lee Line -1.50 0.00 0.0 1.5 Block 1 N 1 S->N Lee Line -1.50 0.00 0.0 4.6 Block 1 N 2 S->N Lee Line 0.00 2.00 95.3 99.9 Block 1 N 2 S->N Lee Line 0.00 2.00 95.3 99.9 Block 1 N Min S->N Lee Line 0.00 2.00 109.5 111.5 Block 1 N 1 S->N Lee Line 0.00 2.00 127.1 133.2 Block 1 N Min S->N Lee Line 0.00 2.00 109.5 111.5 Block 1 N 1 S->N Lee Line 0.00 2.00 127.1 133.2 Block 1 N Min S->N Lee Line 2.00 13.25 39.5 50.7 Block 1 N 2 S->N Lee Line 2.00 13.25 38.7 64.6 Block 1 N 1 S->N Lee Line 2.00 13.25 51.6 86.2 Block 1 N Min S->N Lee Line 2.00 13.25 39.5 50.7 Block 1 N 2 S->N Lee Line 2.00 13.25 38.7 64.6 Block 1 N 1 S->N Lee Line 2.00 13.25 51.6 86.2 Block 1 N Min S->N Lee Line 13.25 14.13 50.7 51.6 Block 1 N Min S->N Lee Line 13.25 14.13 50.7 51.6 Block 1 N 1 S->N Lee Line 13.25 14.13 86.2 88.9 Block 1 N 2 S->N Lee Line 13.25 14.13 64.6 66.6 Block 1 N 1 S->N Lee Line 13.25 14.13 86.2 88.9 Block 1 N 2 S->N Lee Line 13.25 14.13 64.6 66.6 Block 1 N 2 S->N Lee Line 14.13 27.00 66.6 37.0 Block 1 N 1 S->N Lee Line 14.13 27.00 88.9 49.3 Block 1 N Min S->N Lee Line 14.13 27.00 51.6 38.7 Block 1 N 1 S->N Lee Line 14.13 27.00 88.9 49.3 Block 1 N 2 S->N Lee Line 14.13 27.00 66.6 37.0 Block 1 N Min S->N Lee Line 14.13 27.00 51.6 38.7 Block 1 N 1 S->N Lee Line 27.00 28.50 90.1 85.5 Block 1 N 2 S->N Lee Line 27.00 28.50 67.6 64.1 Block 1 N 1 S->N Lee Line 27.00 28.50 90.1 85.5 Block 1 N 2 S->N Lee Line 27.00 28.50 67.6 64.1 Block 1 N Min S->N Lee Line 27.00 28.50 74.7 73.2 Block 1 N Min S->N Lee Line 27.00 28.50 74.7 73.2 Block 1 N Min S->N Lee Line 28.50 29.75 1.2 0.0 Block 1 N 1 S->N Lee Line 28.50 29.75 3.8 0.0 Block 1 N 2 S->N Lee Line 28.50 29.75 2.9 0.0 Block 1 N Min S->N Lee Line 28.50 29.75 1.2 0.0 Block 1 N 2 S->N Lee Line 28.50 29.75 2.9 0.0 Block 1 N 1 S->N Lee Line 28.50 29.75 3.8 0.0 Block 1 S 1 N->S Lee Line -1.50 0.00 0.0 4.6 10 Page 161 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 1 N->S Lee Line -1.50 0.00 0.0 4.6 Block 1 S 2 N->S Lee Line -1.50 0.00 0.0 3.5 Block 1 S Min N->S Lee Line -1.50 0.00 0.0 1.5 Block 1 S 2 N->S Lee Line -1.50 0.00 0.0 3.5 Block 1 S Min N->S Lee Line -1.50 0.00 0.0 1.5 Block 1 S 2 N->S Lee Line 0.00 2.00 95.3 99.9 Block 1 S 1 N->S Lee Line 0.00 2.00 127.1 133.2 Block 1 S 1 N->S Lee Line 0.00 2.00 127.1 133.2 Block 1 S 2 N->S Lee Line 0.00 2.00 95.3 99.9 Block 1 S Min N->S Lee Line 0.00 2.00 109.5 111.5 Block 1 S Min N->S Lee Line 0.00 2.00 109.5 111.5 Block 1 S Min N->S Lee Line 2.00 13.25 39.5 50.7 Block 1 S 1 N->S Lee Line 2.00 13.25 51.6 86.2 Block 1 S Min N->S Lee Line 2.00 13.25 39.5 50.7 Block 1 S 1 N->S Lee Line 2.00 13.25 51.6 86.2 Block 1 S 2 N->S Lee Line 2.00 13.25 38.7 64.6 Block 1 S 2 N->S Lee Line 2.00 13.25 38.7 64.6 Block 1 S Min N->S Lee Line 13.25 14.13 50.7 51.6 Block 1 S 2 N->S Lee Line 13.25 14.13 64.6 66.6 Block 1 S 1 N->S Lee Line 13.25 14.13 86.2 88.9 Block 1 S 1 N->S Lee Line 13.25 14.13 86.2 88.9 Block 1 S Min N->S Lee Line 13.25 14.13 50.7 51.6 Block 1 S 2 N->S Lee Line 13.25 14.13 64.6 66.6 Block 1 S 1 N->S Lee Line 14.13 27.00 88.9 49.3 Block 1 S Min N->S Lee Line 14.13 27.00 51.6 38.7 Block 1 S 2 N->S Lee Line 14.13 27.00 66.6 37.0 Block 1 S 1 N->S Lee Line 14.13 27.00 88.9 49.3 Block 1 S Min N->S Lee Line 14.13 27.00 51.6 38.7 Block 1 S 2 N->S Lee Line 14.13 27.00 66.6 37.0 Block 1 S 1 N->S Lee Line 27.00 28.50 90.1 85.5 Block 1 S 2 N->S Lee Line 27.00 28.50 67.6 64.1 Block 1 S 1 N->S Lee Line 27.00 28.50 90.1 85.5 Block 1 S Min N->S Lee Line 27.00 28.50 74.7 73.2 Block 1 S Min N->S Lee Line 27.00 28.50 74.7 73.2 Block 1 S 2 N->S Lee Line 27.00 28.50 67.6 64.1 Block 1 S 1 N->S Lee Line 28.50 29.75 3.8 0.0 Block 1 S 2 N->S Lee Line 28.50 29.75 2.9 0.0 Block 1 S 2 N->S Lee Line 28.50 29.75 2.9 0.0 Block 1 S 1 N->S Lee Line 28.50 29.75 3.8 0.0 Block 1 S Min N->S Lee Line 28.50 29.75 1.2 0.0 Block 1 S Min N->S Lee Line 28.50 29.75 1.2 0.0 Block 1 N 2 N->S Wind Line -1.50 0.00 0.0 -1.1 Block 1 N 1 N->S Wind Line -1.50 0.00 0.0 -1.5 Block 1 N 2 N->S Wind Line -1.50 0.00 0.0 -1.1 Block 1 N 1 N->S Wind Line -1.50 0.00 0.0 -1.5 Block 1 N Min N->S Wind Line -1.50 0.00 0.0 1.5 Block 1 N Min N->S Wind Line -1.50 0.00 0.0 1.5 Block 1 N Min N->S Wind Line 0.00 2.00 109.5 111.5 Block 1 N 1 N->S Wind Line 0.00 2.00 229.6 227.6 Block 1 N 1 N->S Wind Line 0.00 2.00 229.6 227.6 Block 1 N 2 N->S Wind Line 0.00 2.00 172.2 170.7 Block 1 N 2 N->S Wind Line 0.00 2.00 172.2 170.7 Block 1 N Min N->S Wind Line 0.00 2.00 109.5 111.5 Block 1 N Min N->S Wind Line 2.00 13.25 39.5 50.7 Block 1 N 2 N->S Wind Line 2.00 13.25 55.2 46.8 Block 1 N Min N->S Wind Line 2.00 13.25 39.5 50.7 Block 1 N 1 N->S Wind Line 2.00 13.25 73.6 62.4 Block 1 N 2 N->S Wind Line 2.00 13.25 55.2 46.8 Block 1 N 1 N->S Wind Line 2.00 13.25 73.6 62.4 Block 1 N 1 N->S Wind Line 13.25 14.13 62.4 61.6 Block 1 N 2 N->S Wind Line 13.25 14.13 46.8 46.2 Block 1 N Min N->S Wind Line 13.25 14.13 50.7 51.6 Block 1 N Min N->S Wind Line 13.25 14.13 50.7 51.6 Block 1 N 2 N->S Wind Line 13.25 14.13 46.8 46.2 Block 1 N 1 N->S Wind Line 13.25 14.13 62.4 61.6 Block 1 N Min N->S Wind Line 14.13 27.00 51.6 38.7 Block 1 N 2 N->S Wind Line 14.13 27.00 46.2 55.7 Block 1 N 1 N->S Wind Line 14.13 27.00 61.6 74.3 Block 1 N 2 N->S Wind Line 14.13 27.00 46.2 55.7 Block 1 N 1 N->S Wind Line 14.13 27.00 61.6 74.3 Block 1 N Min N->S Wind Line 14.13 27.00 51.6 38.7 Block 1 N 2 N->S Wind Line 27.00 28.50 113.5 114.6 Block 1 N 2 N->S Wind Line 27.00 28.50 113.5 114.6 Block 1 N Min N->S Wind Line 27.00 28.50 74.7 73.2 Block 1 N 1 N->S Wind Line 27.00 28.50 151.3 152.8 Block 1 N 1 N->S Wind Line 27.00 28.50 151.3 152.8 Block 1 N Min N->S Wind Line 27.00 28.50 74.7 73.2 11 Page 162 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 N 1 N->S Wind Line 28.50 29.75 -1.2 0.0 Block 1 N 1 N->S Wind Line 28.50 29.75 -1.2 0.0 Block 1 N 2 N->S Wind Line 28.50 29.75 -0.9 0.0 Block 1 N Min N->S Wind Line 28.50 29.75 1.2 0.0 Block 1 N 2 N->S Wind Line 28.50 29.75 -0.9 0.0 Block 1 N Min N->S Wind Line 28.50 29.75 1.2 0.0 Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W Min W->E Wind Line -1.50 -0.50 44.0 Block 1 W 2 W->E Wind Line -1.50 -0.50 64.3 Block 1 W 1 W->E Wind Line -1.50 -0.50 85.7 Block 1 W Min W->E Wind Line -1.50 -0.50 44.0 Block 1 W 2 W->E Wind Line -1.50 -0.50 64.3 Block 1 W 1 W->E Wind Line -1.50 -0.50 85.7 Block 1 W 1 W->E Wind Line -0.50 8.00 159.8 Block 1 W Min W->E Wind Line -0.50 8.00 80.0 Block 1 W 2 W->E Wind Line -0.50 8.00 119.9 Block 1 W 2 W->E Wind Line -0.50 8.00 119.9 Block 1 W 1 W->E Wind Line -0.50 8.00 159.8 Block 1 W Min W->E Wind Line -0.50 8.00 80.0 Block 1 W Min W->E Wind Line 8.00 9.50 80.0 Block 1 W 1 W->E Wind Line 8.00 9.50 159.8 Block 1 W 2 W->E Wind Line 8.00 9.50 119.9 Block 1 W 1 W->E Wind Line 8.00 9.50 159.8 Block 1 W Min W->E Wind Line 8.00 9.50 80.0 Block 1 W 2 W->E Wind Line 8.00 9.50 119.9 Block 1 W Min W->E Wind Line 9.50 15.00 80.0 Block 1 W Min W->E Wind Line 9.50 15.00 80.0 Block 1 W 1 W->E Wind Line 9.50 15.00 159.8 Block 1 W 1 W->E Wind Line 9.50 15.00 159.8 Block 1 W 2 W->E Wind Line 9.50 15.00 119.9 Block 1 W 2 W->E Wind Line 9.50 15.00 119.9 Block 1 W 1 W->E Wind Line 15.00 20.75 159.8 Block 1 W 1 W->E Wind Line 15.00 20.75 159.8 Block 1 W 2 W->E Wind Line 15.00 20.75 119.9 Block 1 W 2 W->E Wind Line 15.00 20.75 119.9 Block 1 W Min W->E Wind Line 15.00 20.75 80.0 Block 1 W Min W->E Wind Line 15.00 20.75 80.0 Block 1 W Min W->E Wind Line 20.75 26.75 80.0 Block 1 W 1 W->E Wind Line 20.75 26.75 159.8 Block 1 W Min W->E Wind Line 20.75 26.75 80.0 Block 1 W 2 W->E Wind Line 20.75 26.75 119.9 Block 1 W 1 W->E Wind Line 20.75 26.75 159.8 Block 1 W 2 W->E Wind Line 20.75 26.75 119.9 Block 1 W Min W->E Wind Line 26.75 33.75 80.0 Block 1 W 2 W->E Wind Line 26.75 33.75 119.9 Block 1 W Min W->E Wind Line 26.75 33.75 80.0 Block 1 W 1 W->E Wind Line 26.75 33.75 159.8 Block 1 W 2 W->E Wind Line 26.75 33.75 119.9 Block 1 W 1 W->E Wind Line 26.75 33.75 159.8 Block 1 W 2 W->E Wind Line 33.75 40.50 119.9 Block 1 W 1 W->E Wind Line 33.75 40.50 159.8 Block 1 W 1 W->E Wind Line 33.75 40.50 159.8 Block 1 W Min W->E Wind Line 33.75 40.50 80.0 Block 1 W 2 W->E Wind Line 33.75 40.50 119.9 Block 1 W Min W->E Wind Line 33.75 40.50 80.0 Block 1 W Min W->E Wind Line 40.50 41.50 44.0 Block 1 W 2 W->E Wind Line 40.50 41.50 64.3 Block 1 W 2 W->E Wind Line 40.50 41.50 64.3 Block 1 W 1 W->E Wind Line 40.50 41.50 85.7 Block 1 W 1 W->E Wind Line 40.50 41.50 85.7 Block 1 W Min W->E Wind Line 40.50 41.50 44.0 Block 1 E 1 W->E Lee Line -1.50 -0.50 60.6 Block 1 E 2 W->E Lee Line -1.50 -0.50 45.5 Block 1 E Min W->E Lee Line -1.50 -0.50 44.0 Block 1 E Min W->E Lee Line -1.50 -0.50 44.0 Block 1 E 2 W->E Lee Line -1.50 -0.50 45.5 Block 1 E 1 W->E Lee Line -1.50 -0.50 60.6 Block 1 E 2 W->E Lee Line -0.50 1.50 82.7 Block 1 E Min W->E Lee Line -0.50 1.50 80.0 Block 1 E Min W->E Lee Line -0.50 1.50 80.0 Block 1 E 1 W->E Lee Line -0.50 1.50 110.2 Block 1 E 1 W->E Lee Line -0.50 1.50 110.2 Block 1 E 2 W->E Lee Line -0.50 1.50 82.7 Block 1 E 1 W->E Lee Line 1.50 17.25 110.2 12 Page 163 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E Min W->E Lee Line 1.50 17.25 80.0 Block 1 E 2 W->E Lee Line 1.50 17.25 82.7 Block 1 E 2 W->E Lee Line 1.50 17.25 82.7 Block 1 E Min W->E Lee Line 1.50 17.25 80.0 Block 1 E 1 W->E Lee Line 1.50 17.25 110.2 Block 1 E 1 W->E Lee Line 17.25 24.50 110.2 Block 1 E 2 W->E Lee Line 17.25 24.50 82.7 Block 1 E 1 W->E Lee Line 17.25 24.50 110.2 Block 1 E 2 W->E Lee Line 17.25 24.50 82.7 Block 1 E Min W->E Lee Line 17.25 24.50 80.0 Block 1 E Min W->E Lee Line 17.25 24.50 80.0 Block 1 E 1 W->E Lee Line 24.50 38.50 110.2 Block 1 E Min W->E Lee Line 24.50 38.50 80.0 Block 1 E Min W->E Lee Line 24.50 38.50 80.0 Block 1 E 2 W->E Lee Line 24.50 38.50 82.7 Block 1 E 2 W->E Lee Line 24.50 38.50 82.7 Block 1 E 1 W->E Lee Line 24.50 38.50 110.2 Block 1 E 2 W->E Lee Line 38.50 40.50 82.7 Block 1 E 2 W->E Lee Line 38.50 40.50 82.7 Block 1 E Min W->E Lee Line 38.50 40.50 80.0 Block 1 E 1 W->E Lee Line 38.50 40.50 110.2 Block 1 E Min W->E Lee Line 38.50 40.50 80.0 Block 1 E 1 W->E Lee Line 38.50 40.50 110.2 Block 1 E 1 W->E Lee Line 40.50 41.50 60.6 Block 1 E 1 W->E Lee Line 40.50 41.50 60.6 Block 1 E Min W->E Lee Line 40.50 41.50 44.0 Block 1 E Min W->E Lee Line 40.50 41.50 44.0 Block 1 E 2 W->E Lee Line 40.50 41.50 45.5 Block 1 E 2 W->E Lee Line 40.50 41.50 45.5 Block 1 W Min E->W Lee Line -1.50 -0.50 44.0 Block 1 W 1 E->W Lee Line -1.50 -0.50 60.6 Block 1 W 2 E->W Lee Line -1.50 -0.50 45.5 Block 1 W 1 E->W Lee Line -1.50 -0.50 60.6 Block 1 W 2 E->W Lee Line -1.50 -0.50 45.5 Block 1 W Min E->W Lee Line -1.50 -0.50 44.0 Block 1 W 2 E->W Lee Line -0.50 8.00 82.7 Block 1 W 2 E->W Lee Line -0.50 8.00 82.7 Block 1 W Min E->W Lee Line -0.50 8.00 80.0 Block 1 W 1 E->W Lee Line -0.50 8.00 110.2 Block 1 W Min E->W Lee Line -0.50 8.00 80.0 Block 1 W 1 E->W Lee Line -0.50 8.00 110.2 Block 1 W 1 E->W Lee Line 8.00 9.50 110.2 Block 1 W 1 E->W Lee Line 8.00 9.50 110.2 Block 1 W Min E->W Lee Line 8.00 9.50 80.0 Block 1 W Min E->W Lee Line 8.00 9.50 80.0 Block 1 W 2 E->W Lee Line 8.00 9.50 82.7 Block 1 W 2 E->W Lee Line 8.00 9.50 82.7 Block 1 W 1 E->W Lee Line 9.50 15.00 110.2 Block 1 W Min E->W Lee Line 9.50 15.00 80.0 Block 1 W 2 E->W Lee Line 9.50 15.00 82.7 Block 1 W 1 E->W Lee Line 9.50 15.00 110.2 Block 1 W 2 E->W Lee Line 9.50 15.00 82.7 Block 1 W Min E->W Lee Line 9.50 15.00 80.0 Block 1 W Min E->W Lee Line 15.00 20.75 80.0 Block 1 W 2 E->W Lee Line 15.00 20.75 82.7 Block 1 W 2 E->W Lee Line 15.00 20.75 82.7 Block 1 W Min E->W Lee Line 15.00 20.75 80.0 Block 1 W 1 E->W Lee Line 15.00 20.75 110.2 Block 1 W 1 E->W Lee Line 15.00 20.75 110.2 Block 1 W 2 E->W Lee Line 20.75 26.75 82.7 Block 1 W 1 E->W Lee Line 20.75 26.75 110.2 Block 1 W Min E->W Lee Line 20.75 26.75 80.0 Block 1 W Min E->W Lee Line 20.75 26.75 80.0 Block 1 W 1 E->W Lee Line 20.75 26.75 110.2 Block 1 W 2 E->W Lee Line 20.75 26.75 82.7 Block 1 W Min E->W Lee Line 26.75 33.75 80.0 Block 1 W Min E->W Lee Line 26.75 33.75 80.0 Block 1 W 1 E->W Lee Line 26.75 33.75 110.2 Block 1 W 2 E->W Lee Line 26.75 33.75 82.7 Block 1 W 2 E->W Lee Line 26.75 33.75 82.7 Block 1 W 1 E->W Lee Line 26.75 33.75 110.2 Block 1 W 2 E->W Lee Line 33.75 40.50 82.7 Block 1 W 1 E->W Lee Line 33.75 40.50 110.2 Block 1 W Min E->W Lee Line 33.75 40.50 80.0 Block 1 W 2 E->W Lee Line 33.75 40.50 82.7 Block 1 W Min E->W Lee Line 33.75 40.50 80.0 Block 1 W 1 E->W Lee Line 33.75 40.50 110.2 13 Page 164 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 2 E->W Lee Line 40.50 41.50 45.5 Block 1 W 1 E->W Lee Line 40.50 41.50 60.6 Block 1 W Min E->W Lee Line 40.50 41.50 44.0 Block 1 W 1 E->W Lee Line 40.50 41.50 60.6 Block 1 W Min E->W Lee Line 40.50 41.50 44.0 Block 1 W 2 E->W Lee Line 40.50 41.50 45.5 Block 1 E Min E->W Wind Line -1.50 -0.50 44.0 Block 1 E 2 E->W Wind Line -1.50 -0.50 64.3 Block 1 E 1 E->W Wind Line -1.50 -0.50 85.7 Block 1 E 2 E->W Wind Line -1.50 -0.50 64.3 Block 1 E 1 E->W Wind Line -1.50 -0.50 85.7 Block 1 E Min E->W Wind Line -1.50 -0.50 44.0 Block 1 E Min E->W Wind Line -0.50 1.50 80.0 Block 1 E 1 E->W Wind Line -0.50 1.50 159.8 Block 1 E 2 E->W Wind Line -0.50 1.50 119.9 Block 1 E Min E->W Wind Line -0.50 1.50 80.0 Block 1 E 1 E->W Wind Line -0.50 1.50 159.8 Block 1 E 2 E->W Wind Line -0.50 1.50 119.9 Block 1 E Min E->W Wind Line 1.50 17.25 80.0 Block 1 E 1 E->W Wind Line 1.50 17.25 159.8 Block 1 E 2 E->W Wind Line 1.50 17.25 119.9 Block 1 E Min E->W Wind Line 1.50 17.25 80.0 Block 1 E 1 E->W Wind Line 1.50 17.25 159.8 Block 1 E 2 E->W Wind Line 1.50 17.25 119.9 Block 1 E Min E->W Wind Line 17.25 24.50 80.0 Block 1 E 1 E->W Wind Line 17.25 24.50 159.8 Block 1 E 1 E->W Wind Line 17.25 24.50 159.8 Block 1 E Min E->W Wind Line 17.25 24.50 80.0 Block 1 E 2 E->W Wind Line 17.25 24.50 119.9 Block 1 E 2 E->W Wind Line 17.25 24.50 119.9 Block 1 E Min E->W Wind Line 24.50 38.50 80.0 Block 1 E 1 E->W Wind Line 24.50 38.50 159.8 Block 1 E 2 E->W Wind Line 24.50 38.50 119.9 Block 1 E 2 E->W Wind Line 24.50 38.50 119.9 Block 1 E Min E->W Wind Line 24.50 38.50 80.0 Block 1 E 1 E->W Wind Line 24.50 38.50 159.8 Block 1 E 1 E->W Wind Line 38.50 40.50 159.8 Block 1 E Min E->W Wind Line 38.50 40.50 80.0 Block 1 E 1 E->W Wind Line 38.50 40.50 159.8 Block 1 E 2 E->W Wind Line 38.50 40.50 119.9 Block 1 E 2 E->W Wind Line 38.50 40.50 119.9 Block 1 E Min E->W Wind Line 38.50 40.50 80.0 Block 1 E 2 E->W Wind Line 40.50 41.50 64.3 Block 1 E Min E->W Wind Line 40.50 41.50 44.0 Block 1 E 2 E->W Wind Line 40.50 41.50 64.3 Block 1 E 1 E->W Wind Line 40.50 41.50 85.7 Block 1 E Min E->W Wind Line 40.50 41.50 44.0 Block 1 E 1 E->W Wind Line 40.50 41.50 85.7 Block 1 S 1 S->N Wind Line -2.50 -1.50 85.7 Block 1 S 1 S->N Wind Line -2.50 -1.50 85.7 Block 1 S Min S->N Wind Line -2.50 -1.50 44.0 Block 1 S 2 S->N Wind Line -2.50 -1.50 64.3 Block 1 S Min S->N Wind Line -2.50 -1.50 44.0 Block 1 S 2 S->N Wind Line -2.50 -1.50 64.3 Block 1 S 1 S->N Wind Line -1.50 0.00 85.7 Block 1 S 2 S->N Wind Line -1.50 0.00 64.3 Block 1 S Min S->N Wind Line -1.50 0.00 44.0 Block 1 S 1 S->N Wind Line -1.50 0.00 85.7 Block 1 S 2 S->N Wind Line -1.50 0.00 64.3 Block 1 S Min S->N Wind Line -1.50 0.00 44.0 Block 1 S 1 S->N Wind Line 0.00 2.00 307.9 Block 1 S 2 S->N Wind Line 0.00 2.00 230.9 Block 1 S Min S->N Wind Line 0.00 2.00 152.0 Block 1 S 1 S->N Wind Line 0.00 2.00 307.9 Block 1 S 2 S->N Wind Line 0.00 2.00 230.9 Block 1 S Min S->N Wind Line 0.00 2.00 152.0 Block 1 S 2 S->N Wind Line 2.00 13.25 119.9 Block 1 S 1 S->N Wind Line 2.00 13.25 159.8 Block 1 S Min S->N Wind Line 2.00 13.25 80.0 Block 1 S 1 S->N Wind Line 2.00 13.25 159.8 Block 1 S 2 S->N Wind Line 2.00 13.25 119.9 Block 1 S Min S->N Wind Line 2.00 13.25 80.0 Block 1 S 1 S->N Wind Line 13.25 27.00 159.8 Block 1 S Min S->N Wind Line 13.25 27.00 80.0 Block 1 S 2 S->N Wind Line 13.25 27.00 119.9 Block 1 S 1 S->N Wind Line 13.25 27.00 159.8 Block 1 S Min S->N Wind Line 13.25 27.00 80.0 14 Page 165 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S 2 S->N Wind Line 13.25 27.00 119.9 Block 1 S 1 S->N Wind Line 27.00 28.50 233.9 Block 1 S Min S->N Wind Line 27.00 28.50 116.0 Block 1 S 2 S->N Wind Line 27.00 28.50 175.4 Block 1 S 1 S->N Wind Line 27.00 28.50 233.9 Block 1 S Min S->N Wind Line 27.00 28.50 116.0 Block 1 S 2 S->N Wind Line 27.00 28.50 175.4 Block 1 S 1 S->N Wind Line 28.50 30.50 85.7 Block 1 S Min S->N Wind Line 28.50 30.50 44.0 Block 1 S Min S->N Wind Line 28.50 30.50 44.0 Block 1 S 1 S->N Wind Line 28.50 30.50 85.7 Block 1 S 2 S->N Wind Line 28.50 30.50 64.3 Block 1 S 2 S->N Wind Line 28.50 30.50 64.3 Block 1 N 2 S->N Lee Line -2.50 -1.50 37.4 Block 1 N Min S->N Lee Line -2.50 -1.50 44.0 Block 1 N 1 S->N Lee Line -2.50 -1.50 49.9 Block 1 N 1 S->N Lee Line -2.50 -1.50 49.9 Block 1 N 2 S->N Lee Line -2.50 -1.50 37.4 Block 1 N Min S->N Lee Line -2.50 -1.50 44.0 Block 1 N Min S->N Lee Line -1.50 0.00 44.0 Block 1 N 1 S->N Lee Line -1.50 0.00 49.9 Block 1 N 1 S->N Lee Line -1.50 0.00 49.9 Block 1 N 2 S->N Lee Line -1.50 0.00 37.4 Block 1 N Min S->N Lee Line -1.50 0.00 44.0 Block 1 N 2 S->N Lee Line -1.50 0.00 37.4 Block 1 N 1 S->N Lee Line 0.00 2.00 172.4 Block 1 N 2 S->N Lee Line 0.00 2.00 129.3 Block 1 N Min S->N Lee Line 0.00 2.00 152.0 Block 1 N Min S->N Lee Line 0.00 2.00 152.0 Block 1 N 1 S->N Lee Line 0.00 2.00 172.4 Block 1 N 2 S->N Lee Line 0.00 2.00 129.3 Block 1 N Min S->N Lee Line 2.00 13.25 80.0 Block 1 N 2 S->N Lee Line 2.00 13.25 68.0 Block 1 N 1 S->N Lee Line 2.00 13.25 90.7 Block 1 N 1 S->N Lee Line 2.00 13.25 90.7 Block 1 N Min S->N Lee Line 2.00 13.25 80.0 Block 1 N 2 S->N Lee Line 2.00 13.25 68.0 Block 1 N 2 S->N Lee Line 13.25 27.00 68.0 Block 1 N 1 S->N Lee Line 13.25 27.00 90.7 Block 1 N 2 S->N Lee Line 13.25 27.00 68.0 Block 1 N 1 S->N Lee Line 13.25 27.00 90.7 Block 1 N Min S->N Lee Line 13.25 27.00 80.0 Block 1 N Min S->N Lee Line 13.25 27.00 80.0 Block 1 N 1 S->N Lee Line 27.00 28.50 131.6 Block 1 N Min S->N Lee Line 27.00 28.50 116.0 Block 1 N Min S->N Lee Line 27.00 28.50 116.0 Block 1 N 2 S->N Lee Line 27.00 28.50 98.7 Block 1 N 2 S->N Lee Line 27.00 28.50 98.7 Block 1 N 1 S->N Lee Line 27.00 28.50 131.6 Block 1 N 1 S->N Lee Line 28.50 30.50 49.9 Block 1 N 2 S->N Lee Line 28.50 30.50 37.4 Block 1 N Min S->N Lee Line 28.50 30.50 44.0 Block 1 N 1 S->N Lee Line 28.50 30.50 49.9 Block 1 N Min S->N Lee Line 28.50 30.50 44.0 Block 1 N 2 S->N Lee Line 28.50 30.50 37.4 Block 1 S 1 N->S Lee Line -2.50 -1.50 49.9 Block 1 S 2 N->S Lee Line -2.50 -1.50 37.4 Block 1 S 1 N->S Lee Line -2.50 -1.50 49.9 Block 1 S Min N->S Lee Line -2.50 -1.50 44.0 Block 1 S Min N->S Lee Line -2.50 -1.50 44.0 Block 1 S 2 N->S Lee Line -2.50 -1.50 37.4 Block 1 S 2 N->S Lee Line -1.50 0.00 37.4 Block 1 S 2 N->S Lee Line -1.50 0.00 37.4 Block 1 S 1 N->S Lee Line -1.50 0.00 49.9 Block 1 S Min N->S Lee Line -1.50 0.00 44.0 Block 1 S Min N->S Lee Line -1.50 0.00 44.0 Block 1 S 1 N->S Lee Line -1.50 0.00 49.9 Block 1 S Min N->S Lee Line 0.00 2.00 152.0 Block 1 S 2 N->S Lee Line 0.00 2.00 129.3 Block 1 S Min N->S Lee Line 0.00 2.00 152.0 Block 1 S 1 N->S Lee Line 0.00 2.00 172.4 Block 1 S 1 N->S Lee Line 0.00 2.00 172.4 Block 1 S 2 N->S Lee Line 0.00 2.00 129.3 Block 1 S Min N->S Lee Line 2.00 13.25 80.0 Block 1 S 1 N->S Lee Line 2.00 13.25 90.7 Block 1 S 2 N->S Lee Line 2.00 13.25 68.0 Block 1 S 1 N->S Lee Line 2.00 13.25 90.7 15 Page 166 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S Min N->S Lee Line 2.00 13.25 80.0 Block 1 S 2 N->S Lee Line 2.00 13.25 68.0 Block 1 S 1 N->S Lee Line 13.25 27.00 90.7 Block 1 S 2 N->S Lee Line 13.25 27.00 68.0 Block 1 S Min N->S Lee Line 13.25 27.00 80.0 Block 1 S 2 N->S Lee Line 13.25 27.00 68.0 Block 1 S 1 N->S Lee Line 13.25 27.00 90.7 Block 1 S Min N->S Lee Line 13.25 27.00 80.0 Block 1 S Min N->S Lee Line 27.00 28.50 116.0 Block 1 S 2 N->S Lee Line 27.00 28.50 98.7 Block 1 S 2 N->S Lee Line 27.00 28.50 98.7 Block 1 S 1 N->S Lee Line 27.00 28.50 131.6 Block 1 S Min N->S Lee Line 27.00 28.50 116.0 Block 1 S 1 N->S Lee Line 27.00 28.50 131.6 Block 1 S 2 N->S Lee Line 28.50 30.50 37.4 Block 1 S 1 N->S Lee Line 28.50 30.50 49.9 Block 1 S 2 N->S Lee Line 28.50 30.50 37.4 Block 1 S 1 N->S Lee Line 28.50 30.50 49.9 Block 1 S Min N->S Lee Line 28.50 30.50 44.0 Block 1 S Min N->S Lee Line 28.50 30.50 44.0 Block 1 N 1 N->S Wind Line -2.50 -1.50 85.7 Block 1 N 1 N->S Wind Line -2.50 -1.50 85.7 Block 1 N Min N->S Wind Line -2.50 -1.50 44.0 Block 1 N 2 N->S Wind Line -2.50 -1.50 64.3 Block 1 N 2 N->S Wind Line -2.50 -1.50 64.3 Block 1 N Min N->S Wind Line -2.50 -1.50 44.0 Block 1 N 2 N->S Wind Line -1.50 0.00 64.3 Block 1 N 1 N->S Wind Line -1.50 0.00 85.7 Block 1 N 1 N->S Wind Line -1.50 0.00 85.7 Block 1 N 2 N->S Wind Line -1.50 0.00 64.3 Block 1 N Min N->S Wind Line -1.50 0.00 44.0 Block 1 N Min N->S Wind Line -1.50 0.00 44.0 Block 1 N Min N->S Wind Line 0.00 2.00 152.0 Block 1 N 1 N->S Wind Line 0.00 2.00 307.9 Block 1 N Min N->S Wind Line 0.00 2.00 152.0 Block 1 N 2 N->S Wind Line 0.00 2.00 230.9 Block 1 N 1 N->S Wind Line 0.00 2.00 307.9 Block 1 N 2 N->S Wind Line 0.00 2.00 230.9 Block 1 N 2 N->S Wind Line 2.00 13.25 119.9 Block 1 N 1 N->S Wind Line 2.00 13.25 159.8 Block 1 N Min N->S Wind Line 2.00 13.25 80.0 Block 1 N 1 N->S Wind Line 2.00 13.25 159.8 Block 1 N Min N->S Wind Line 2.00 13.25 80.0 Block 1 N 2 N->S Wind Line 2.00 13.25 119.9 Block 1 N 2 N->S Wind Line 13.25 27.00 119.9 Block 1 N 2 N->S Wind Line 13.25 27.00 119.9 Block 1 N Min N->S Wind Line 13.25 27.00 80.0 Block 1 N 1 N->S Wind Line 13.25 27.00 159.8 Block 1 N Min N->S Wind Line 13.25 27.00 80.0 Block 1 N 1 N->S Wind Line 13.25 27.00 159.8 Block 1 N 1 N->S Wind Line 27.00 28.50 233.9 Block 1 N 2 N->S Wind Line 27.00 28.50 175.4 Block 1 N Min N->S Wind Line 27.00 28.50 116.0 Block 1 N 1 N->S Wind Line 27.00 28.50 233.9 Block 1 N Min N->S Wind Line 27.00 28.50 116.0 Block 1 N 2 N->S Wind Line 27.00 28.50 175.4 Block 1 N Min N->S Wind Line 28.50 30.50 44.0 Block 1 N 1 N->S Wind Line 28.50 30.50 85.7 Block 1 N 1 N->S Wind Line 28.50 30.50 85.7 Block 1 N Min N->S Wind Line 28.50 30.50 44.0 Block 1 N 2 N->S Wind Line 28.50 30.50 64.3 Block 1 N 2 N->S Wind Line 28.50 30.50 64.3 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 W 1 W->E Wind Line -1.50 0.00 68.4 Block 1 W 2 W->E Wind Line -1.50 0.00 51.3 Block 1 W Min W->E Wind Line -1.50 0.00 36.0 Block 1 W 2 W->E Wind Line -1.50 0.00 51.3 Block 1 W Min W->E Wind Line -1.50 0.00 36.0 Block 1 W 1 W->E Wind Line -1.50 0.00 68.4 Block 1 W 2 W->E Wind Line 0.00 9.50 108.3 Block 1 W 1 W->E Wind Line 0.00 9.50 144.4 Block 1 W 2 W->E Wind Line 0.00 9.50 108.3 Block 1 W 1 W->E Wind Line 0.00 9.50 144.4 Block 1 W Min W->E Wind Line 0.00 9.50 76.0 16 Page 167 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W Min W->E Wind Line 0.00 9.50 76.0 Block 1 W 2 W->E Wind Line 9.50 20.75 108.3 Block 1 W 1 W->E Wind Line 9.50 20.75 144.4 Block 1 W Min W->E Wind Line 9.50 20.75 76.0 Block 1 W Min W->E Wind Line 9.50 20.75 76.0 Block 1 W 2 W->E Wind Line 9.50 20.75 108.3 Block 1 W 1 W->E Wind Line 9.50 20.75 144.4 Block 1 W 2 W->E Wind Line 20.75 41.50 108.3 Block 1 W 1 W->E Wind Line 20.75 41.50 144.4 Block 1 W Min W->E Wind Line 20.75 41.50 76.0 Block 1 W 2 W->E Wind Line 20.75 41.50 108.3 Block 1 W 1 W->E Wind Line 20.75 41.50 144.4 Block 1 W Min W->E Wind Line 20.75 41.50 76.0 Block 1 E 1 W->E Lee Line -1.50 0.00 49.6 Block 1 E 2 W->E Lee Line -1.50 0.00 37.2 Block 1 E 1 W->E Lee Line -1.50 0.00 49.6 Block 1 E Min W->E Lee Line -1.50 0.00 36.0 Block 1 E 2 W->E Lee Line -1.50 0.00 37.2 Block 1 E Min W->E Lee Line -1.50 0.00 36.0 Block 1 E 2 W->E Lee Line 0.00 41.50 78.5 Block 1 E 1 W->E Lee Line 0.00 41.50 104.7 Block 1 E 1 W->E Lee Line 0.00 41.50 104.7 Block 1 E Min W->E Lee Line 0.00 41.50 76.0 Block 1 E 2 W->E Lee Line 0.00 41.50 78.5 Block 1 E Min W->E Lee Line 0.00 41.50 76.0 Block 1 W Min E->W Lee Line -1.50 0.00 36.0 Block 1 W 1 E->W Lee Line -1.50 0.00 49.6 Block 1 W 2 E->W Lee Line -1.50 0.00 37.2 Block 1 W 2 E->W Lee Line -1.50 0.00 37.2 Block 1 W 1 E->W Lee Line -1.50 0.00 49.6 Block 1 W Min E->W Lee Line -1.50 0.00 36.0 Block 1 W Min E->W Lee Line 0.00 9.50 76.0 Block 1 W 2 E->W Lee Line 0.00 9.50 78.5 Block 1 W 2 E->W Lee Line 0.00 9.50 78.5 Block 1 W 1 E->W Lee Line 0.00 9.50 104.7 Block 1 W 1 E->W Lee Line 0.00 9.50 104.7 Block 1 W Min E->W Lee Line 0.00 9.50 76.0 Block 1 W Min E->W Lee Line 9.50 20.75 76.0 Block 1 W 2 E->W Lee Line 9.50 20.75 78.5 Block 1 W Min E->W Lee Line 9.50 20.75 76.0 Block 1 W 2 E->W Lee Line 9.50 20.75 78.5 Block 1 W 1 E->W Lee Line 9.50 20.75 104.7 Block 1 W 1 E->W Lee Line 9.50 20.75 104.7 Block 1 W Min E->W Lee Line 20.75 41.50 76.0 Block 1 W 1 E->W Lee Line 20.75 41.50 104.7 Block 1 W Min E->W Lee Line 20.75 41.50 76.0 Block 1 W 1 E->W Lee Line 20.75 41.50 104.7 Block 1 W 2 E->W Lee Line 20.75 41.50 78.5 Block 1 W 2 E->W Lee Line 20.75 41.50 78.5 Block 1 E Min E->W Wind Line -1.50 0.00 36.0 Block 1 E 1 E->W Wind Line -1.50 0.00 68.4 Block 1 E 1 E->W Wind Line -1.50 0.00 68.4 Block 1 E Min E->W Wind Line -1.50 0.00 36.0 Block 1 E 2 E->W Wind Line -1.50 0.00 51.3 Block 1 E 2 E->W Wind Line -1.50 0.00 51.3 Block 1 E 1 E->W Wind Line 0.00 41.50 144.4 Block 1 E 2 E->W Wind Line 0.00 41.50 108.3 Block 1 E Min E->W Wind Line 0.00 41.50 76.0 Block 1 E Min E->W Wind Line 0.00 41.50 76.0 Block 1 E 1 E->W Wind Line 0.00 41.50 144.4 Block 1 E 2 E->W Wind Line 0.00 41.50 108.3 Block 1 S Min S->N Wind Line -2.50 -1.50 36.0 Block 1 S 1 S->N Wind Line -2.50 -1.50 68.4 Block 1 S 2 S->N Wind Line -2.50 -1.50 51.3 Block 1 S 2 S->N Wind Line -2.50 -1.50 51.3 Block 1 S 1 S->N Wind Line -2.50 -1.50 68.4 Block 1 S Min S->N Wind Line -2.50 -1.50 36.0 Block 1 S Min S->N Wind Line -1.50 0.00 36.0 Block 1 S 1 S->N Wind Line -1.50 0.00 68.4 Block 1 S 2 S->N Wind Line -1.50 0.00 51.3 Block 1 S 2 S->N Wind Line -1.50 0.00 51.3 Block 1 S 1 S->N Wind Line -1.50 0.00 68.4 Block 1 S Min S->N Wind Line -1.50 0.00 36.0 Block 1 S 2 S->N Wind Line 0.00 30.50 108.3 17 Page 168 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 S Min S->N Wind Line 0.00 30.50 76.0 Block 1 S Min S->N Wind Line 0.00 30.50 76.0 Block 1 S 1 S->N Wind Line 0.00 30.50 144.4 Block 1 S 2 S->N Wind Line 0.00 30.50 108.3 Block 1 S 1 S->N Wind Line 0.00 30.50 144.4 Block 1 S Min S->N Wind Point 7.25 7.25 4016 Block 1 S 2 S->N Wind Point 7.25 7.25 5231 Block 1 S 1 S->N Wind Point 7.25 7.25 6205 Block 1 S 1 S->N Wind Line 30.50 31.50 76.0 Block 1 S 2 S->N Wind Line 30.50 31.50 57.0 Block 1 S Min S->N Wind Line 30.50 31.50 40.0 Block 1 S Min S->N Wind Line 30.50 31.50 40.0 Block 1 S 2 S->N Wind Line 30.50 31.50 57.0 Block 1 S 1 S->N Wind Line 30.50 31.50 76.0 Block 1 N 2 S->N Lee Line -2.50 -1.50 30.6 Block 1 N 1 S->N Lee Line -2.50 -1.50 40.8 Block 1 N 1 S->N Lee Line -2.50 -1.50 40.8 Block 1 N Min S->N Lee Line -2.50 -1.50 36.0 Block 1 N 2 S->N Lee Line -2.50 -1.50 30.6 Block 1 N Min S->N Lee Line -2.50 -1.50 36.0 Block 1 N 1 S->N Lee Line -1.50 0.00 40.8 Block 1 N Min S->N Lee Line -1.50 0.00 36.0 Block 1 N 2 S->N Lee Line -1.50 0.00 30.6 Block 1 N 2 S->N Lee Line -1.50 0.00 30.6 Block 1 N Min S->N Lee Line -1.50 0.00 36.0 Block 1 N 1 S->N Lee Line -1.50 0.00 40.8 Block 1 N Min S->N Lee Line 0.00 30.50 76.0 Block 1 N 2 S->N Lee Line 0.00 30.50 64.6 Block 1 N 1 S->N Lee Line 0.00 30.50 86.2 Block 1 N 1 S->N Lee Line 0.00 30.50 86.2 Block 1 N Min S->N Lee Line 0.00 30.50 76.0 Block 1 N 2 S->N Lee Line 0.00 30.50 64.6 Block 1 N Min S->N Lee Line 30.50 31.50 40.0 Block 1 N Min S->N Lee Line 30.50 31.50 40.0 Block 1 N 1 S->N Lee Line 30.50 31.50 45.4 Block 1 N 1 S->N Lee Line 30.50 31.50 45.4 Block 1 N 2 S->N Lee Line 30.50 31.50 34.0 Block 1 N 2 S->N Lee Line 30.50 31.50 34.0 Block 1 S 1 N->S Lee Line -2.50 -1.50 40.8 Block 1 S 2 N->S Lee Line -2.50 -1.50 30.6 Block 1 S Min N->S Lee Line -2.50 -1.50 36.0 Block 1 S 1 N->S Lee Line -2.50 -1.50 40.8 Block 1 S Min N->S Lee Line -2.50 -1.50 36.0 Block 1 S 2 N->S Lee Line -2.50 -1.50 30.6 Block 1 S Min N->S Lee Line -1.50 0.00 36.0 Block 1 S 2 N->S Lee Line -1.50 0.00 30.6 Block 1 S 1 N->S Lee Line -1.50 0.00 40.8 Block 1 S Min N->S Lee Line -1.50 0.00 36.0 Block 1 S 1 N->S Lee Line -1.50 0.00 40.8 Block 1 S 2 N->S Lee Line -1.50 0.00 30.6 Block 1 S 1 N->S Lee Line 0.00 30.50 86.2 Block 1 S 2 N->S Lee Line 0.00 30.50 64.6 Block 1 S Min N->S Lee Line 0.00 30.50 76.0 Block 1 S 2 N->S Lee Line 0.00 30.50 64.6 Block 1 S 1 N->S Lee Line 0.00 30.50 86.2 Block 1 S Min N->S Lee Line 0.00 30.50 76.0 Block 1 S Min N->S Lee Line 30.50 31.50 40.0 Block 1 S 1 N->S Lee Line 30.50 31.50 45.4 Block 1 S Min N->S Lee Line 30.50 31.50 40.0 Block 1 S 1 N->S Lee Line 30.50 31.50 45.4 Block 1 S 2 N->S Lee Line 30.50 31.50 34.0 Block 1 S 2 N->S Lee Line 30.50 31.50 34.0 Block 1 N 1 N->S Wind Line -2.50 -1.50 68.4 Block 1 N Min N->S Wind Line -2.50 -1.50 36.0 Block 1 N 1 N->S Wind Line -2.50 -1.50 68.4 Block 1 N 2 N->S Wind Line -2.50 -1.50 51.3 Block 1 N 2 N->S Wind Line -2.50 -1.50 51.3 Block 1 N Min N->S Wind Line -2.50 -1.50 36.0 Block 1 N Min N->S Wind Line -1.50 0.00 36.0 Block 1 N 1 N->S Wind Line -1.50 0.00 68.4 Block 1 N Min N->S Wind Line -1.50 0.00 36.0 Block 1 N 2 N->S Wind Line -1.50 0.00 51.3 Block 1 N 1 N->S Wind Line -1.50 0.00 68.4 Block 1 N 2 N->S Wind Line -1.50 0.00 51.3 18 Page 169 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 N 1 N->S Wind Line 0.00 30.50 144.4 Block 1 N Min N->S Wind Line 0.00 30.50 76.0 Block 1 N 1 N->S Wind Line 0.00 30.50 144.4 Block 1 N 2 N->S Wind Line 0.00 30.50 108.3 Block 1 N 2 N->S Wind Line 0.00 30.50 108.3 Block 1 N Min N->S Wind Line 0.00 30.50 76.0 Block 1 N Min N->S Wind Point 7.25 7.25 4016 Block 1 N 2 N->S Wind Point 7.25 7.25 5231 Block 1 N 1 N->S Wind Point 7.25 7.25 6205 Block 1 N 2 N->S Wind Line 30.50 31.50 57.0 Block 1 N 2 N->S Wind Line 30.50 31.50 57.0 Block 1 N Min N->S Wind Line 30.50 31.50 40.0 Block 1 N 1 N->S Wind Line 30.50 31.50 76.0 Block 1 N Min N->S Wind Line 30.50 31.50 40.0 Block 1 N 1 N->S Wind Line 30.50 31.50 76.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user-entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 19 Page 170 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 WIND C&C LOADS Block Building Wind Level Magnitude [psf] Face Direction Interior End Zone Block 1 West Windward 3 33.2 41.0 Block 1 East Leeward 3 33.2 41.0 Block 1 East Leeward 3 33.2 41.0 Block 1 West Leeward 3 33.2 41.0 Block 1 East Windward 3 33.2 41.0 Block 1 East Windward 3 33.2 41.0 Block 1 South Windward 3 33.2 41.0 Block 1 South Windward 3 33.2 41.0 Block 1 South Windward 3 33.2 41.0 Block 1 South Windward 3 33.2 41.0 Block 1 North Leeward 3 33.2 41.0 Block 1 North Leeward 3 33.2 41.0 Block 1 North Leeward 3 33.2 41.0 Block 1 North Leeward 3 33.2 41.0 Block 1 South Leeward 3 33.2 41.0 Block 1 South Leeward 3 33.2 41.0 Block 1 South Leeward 3 33.2 41.0 Block 1 South Leeward 3 33.2 41.0 Block 1 North Windward 3 33.2 41.0 Block 1 North Windward 3 33.2 41.0 Block 1 North Windward 3 33.2 41.0 Block 1 North Windward 3 33.2 41.0 Block 1 West Windward 2 33.2 41.0 Block 1 East Leeward 2 33.2 41.0 Block 1 West Leeward 2 33.2 41.0 Block 1 East Windward 2 33.2 41.0 Block 1 South Windward 2 33.2 41.0 Block 1 South Windward 2 33.2 41.0 Block 1 North Leeward 2 33.2 41.0 Block 1 North Leeward 2 33.2 41.0 Block 1 South Leeward 2 33.2 41.0 Block 1 South Leeward 2 33.2 41.0 Block 1 North Windward 2 33.2 41.0 Block 1 North Windward 2 33.2 41.0 Block 1 West Windward 1 33.2 41.0 Block 1 East Leeward 1 33.2 41.0 Block 1 West Leeward 1 33.2 41.0 Block 1 East Windward 1 33.2 41.0 Block 1 South Windward 1 33.2 41.0 Block 1 North Leeward 1 33.2 41.0 Block 1 South Leeward 1 33.2 41.0 Block 1 North Windward 1 33.2 41.0 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft] Start End Start End A 3 Line 0.00 13.25 135.0* A 3 Line 13.25 28.50 135.0* B 3 Line 0.00 2.00 135.0* C 3 Line 0.00 2.00 135.0* C 3 Line 8.50 26.50 90.0* C 3 Line 27.00 28.50 135.0* D 3 Line 0.00 2.00 135.0* D 3 Line 27.00 28.50 135.0* E 3 Line 0.00 2.00 135.0* F 3 Line 0.00 13.25 135.0* F 3 Line 13.25 28.50 135.0* 1 3 Line -0.50 8.00 135.0* 1 3 Line 8.00 15.00 135.0* 1 3 Line 15.00 26.75 135.0* 1 3 Line 26.75 33.75 135.0* 1 3 Line 33.75 40.50 135.0* 2 3 Line -0.50 1.50 135.0* 2 3 Line 0.00 11.25 90.0* 2 3 Line 30.00 40.00 90.0* 20 Page 171 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 DEAD LOADS (for hold-down calculations) (continued) 2 3 Line 38.50 40.50 135.0* 4 3 Line 1.50 17.25 135.0* 4 3 Line 17.25 24.50 135.0* 4 3 Line 24.50 38.50 135.0* A 2 Line -1.50 30.50 135.0* B 2 Line -2.50 -1.50 135.0* C 2 Line -2.50 -1.50 135.0* C 2 Line -1.50 30.50 90.0* F 2 Line -1.50 30.50 135.0* 1 2 Line -1.50 9.50 135.0* 1 2 Line 9.50 20.75 135.0* 1 2 Line 20.75 41.50 135.0* 2 2 Line 13.00 20.50 90.0* 2 2 Line 21.50 27.00 90.0* 4 2 Line -1.50 2.00 135.0* 4 2 Line 2.00 11.00 135.0* 4 2 Line 11.00 30.50 135.0* 4 2 Line 30.50 41.50 135.0* A 1 Line 0.00 31.50 120.0* C 1 Line 0.50 30.00 80.0* F 1 Line 0.00 31.50 120.0* 1 1 Line 0.00 41.50 120.0* 3 1 Line 0.50 10.00 80.0* 3 1 Line 31.50 41.00 80.0* 4 1 Line 0.00 10.00 120.0* 4 1 Line 10.00 14.00 120.0* 4 1 Line 14.00 18.75 120.0* 4 1 Line 18.75 23.00 120.0* 4 1 Line 23.00 27.75 120.0* 4 1 Line 27.75 31.75 120.0* 4 1 Line 31.75 41.50 120.0* 21 Page 172 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 BUILDING MASSES Level 3 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 Line -2.00 41.75 328.1 328.1 E-W Roof Block 1 Line -2.00 41.75 328.1 328.1 N-S Roof Block 1 Line -1.50 29.75 459.4 459.4 N-S Roof Block 1 Line -1.50 29.75 459.4 459.4 Both Wall 1-1 n/a Line -0.50 8.00 67.5 67.5 Both Wall 1-3 n/a Line 15.00 26.75 67.5 67.5 Both Wall 1-5 n/a Line 33.75 40.50 67.5 67.5 Both Wall 1-2 n/a Line 8.00 15.00 67.5 67.5 Both Wall 1-4 n/a Line 26.75 33.75 67.5 67.5 Both Wall 2-2 n/a Line 0.00 11.25 45.0 45.0 Both Wall 2-3 n/a Line 30.00 40.00 45.0 45.0 Both Wall 2-1 n/a Line -0.50 1.50 67.5 67.5 Both Wall 2-4 n/a Line 38.50 40.50 67.5 67.5 Both Wall 4-2 n/a Line 17.25 24.50 67.5 67.5 Both Wall 4-1 n/a 4 Line 1.50 17.25 67.5 67.5 Both Wall 4-3 n/a 4 Line 24.50 38.50 67.5 67.5 Both Wall A-1 n/a Line 0.00 13.25 67.5 67.5 Both Wall A-2 n/a Line 13.25 28.50 67.5 67.5 Both Wall B-1 n/a B Line 0.00 2.00 67.5 67.5 Both Wall C-1 n/a Line 0.00 2.00 67.5 67.5 Both Wall C-3 n/a Line 27.00 28.50 67.5 67.5 Both Wall C-2 n/a C Line 8.50 26.50 45.0 45.0 Both Wall D-2 n/a D Line 27.00 28.50 67.5 67.5 Both Wall D-1 n/a Line 0.00 2.00 67.5 67.5 Both Wall E-1 n/a E Line 0.00 2.00 67.5 67.5 Both Wall F-2 n/a F Line 13.25 28.50 67.5 67.5 Both Wall F-1 n/a Line 0.00 13.25 67.5 67.5 Level 2 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F2 n/a 1 Line 9.50 20.75 313.5 313.5 E-W Floor F1 n/a Line -1.50 9.50 304.0 304.0 E-W Floor F3 n/a Line 20.75 41.50 304.0 304.0 Both Wall 1-1 n/a Line -0.50 8.00 67.5 67.5 Both Wall 1-3 n/a Line 15.00 26.75 67.5 67.5 Both Wall 1-5 n/a Line 33.75 40.50 67.5 67.5 Both Wall 1-2 n/a Line 8.00 15.00 67.5 67.5 Both Wall 1-4 n/a Line 26.75 33.75 67.5 67.5 Both Wall 2-2 n/a Line 0.00 11.25 45.0 45.0 Both Wall 2-3 n/a Line 30.00 40.00 45.0 45.0 Both Wall 2-1 n/a Line -0.50 1.50 67.5 67.5 Both Wall 2-4 n/a Line 38.50 40.50 67.5 67.5 Both Wall 4-2 n/a Line 17.25 24.50 67.5 67.5 Both Wall 4-1 n/a 4 Line 1.50 17.25 67.5 67.5 Both Wall 4-3 n/a 4 Line 24.50 38.50 67.5 67.5 E-W Floor F1 n/a Line -1.50 9.50 304.0 304.0 E-W Floor F2 n/a Line 9.50 20.75 313.5 313.5 E-W Floor F3 n/a Line 20.75 41.50 304.0 304.0 N-S Floor F2 n/a A Line -1.50 30.50 408.5 408.5 Both Wall A-1 n/a Line 0.00 13.25 67.5 67.5 Both Wall A-2 n/a Line 13.25 28.50 67.5 67.5 Both Wall B-1 n/a B Line 0.00 2.00 67.5 67.5 N-S Floor F1 n/a Line -2.50 -1.50 106.9 106.9 Both Wall C-1 n/a Line 0.00 2.00 67.5 67.5 Both Wall C-3 n/a Line 27.00 28.50 67.5 67.5 Both Wall C-2 n/a C Line 8.50 26.50 45.0 45.0 N-S Floor F1 n/a Line -2.50 -1.50 106.9 106.9 Both Wall D-2 n/a D Line 27.00 28.50 67.5 67.5 Both Wall D-1 n/a Line 0.00 2.00 67.5 67.5 Both Wall E-1 n/a E Line 0.00 2.00 67.5 67.5 22 Page 173 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 BUILDING MASSES (continued) Both Wall F-2 n/a F Line 13.25 28.50 67.5 67.5 Both Wall F-1 n/a Line 0.00 13.25 67.5 67.5 N-S Floor F2 n/a Line -1.50 30.50 408.5 408.5 Both Wall 1-2 n/a 1 Line 9.50 20.75 67.5 67.5 Both Wall 1-1 n/a Line -1.50 9.50 67.5 67.5 Both Wall 1-3 n/a Line 20.75 41.50 67.5 67.5 Both Wall 2-2 n/a 2 Line 21.50 27.00 45.0 45.0 Both Wall 2-1 n/a Line 13.00 20.50 45.0 45.0 Both Wall 4-1 n/a Line -1.50 2.00 67.5 67.5 Both Wall 4-2 n/a Line 2.00 11.00 67.5 67.5 Both Wall 4-3 n/a Line 11.00 30.50 67.5 67.5 Both Wall 4-4 n/a Line 30.50 41.50 67.5 67.5 Both Wall A-1 n/a A Line -1.50 30.50 67.5 67.5 Both Wall B-1 n/a Line -2.50 -1.50 67.5 67.5 Both Wall C-2 n/a C Line -1.50 30.50 45.0 45.0 Both Wall C-1 n/a Line -2.50 -1.50 67.5 67.5 Both Wall F-1 n/a Line -1.50 30.50 67.5 67.5 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] Both Wall 1-2 n/a 1 Line 9.50 20.75 67.5 67.5 Both Wall 1-1 n/a Line -1.50 9.50 67.5 67.5 Both Wall 1-3 n/a Line 20.75 41.50 67.5 67.5 E-W Floor F1 n/a Line 0.00 41.50 299.2 299.2 Both Wall 2-2 n/a 2 Line 21.50 27.00 45.0 45.0 Both Wall 2-1 n/a Line 13.00 20.50 45.0 45.0 Both Wall 4-1 n/a Line -1.50 2.00 67.5 67.5 Both Wall 4-2 n/a Line 2.00 11.00 67.5 67.5 Both Wall 4-3 n/a Line 11.00 30.50 67.5 67.5 Both Wall 4-4 n/a Line 30.50 41.50 67.5 67.5 E-W Floor F1 n/a Line 0.00 41.50 299.2 299.2 Both Wall A-1 n/a A Line -1.50 30.50 67.5 67.5 N-S Floor F1 n/a Line 0.00 31.50 394.2 394.2 Both Wall B-1 n/a Line -2.50 -1.50 67.5 67.5 Both Wall C-2 n/a C Line -1.50 30.50 45.0 45.0 Both Wall C-1 n/a Line -2.50 -1.50 67.5 67.5 Both Wall F-1 n/a Line -1.50 30.50 67.5 67.5 N-S Floor F1 n/a Line 0.00 31.50 394.2 394.2 Both Wall 1-1 n/a Line 0.00 41.50 60.0 60.0 Both Wall 3-1 n/a 3 Line 0.50 10.00 40.0 40.0 Both Wall 3-2 n/a 3 Line 31.50 41.00 40.0 40.0 Both Wall 4-1 n/a Line 0.00 10.00 60.0 60.0 Both Wall 4-2 n/a Line 10.00 14.00 60.0 60.0 Both Wall 4-3 n/a Line 14.00 18.75 60.0 60.0 Both Wall 4-4 n/a Line 18.75 23.00 60.0 60.0 Both Wall 4-5 n/a Line 23.00 27.75 60.0 60.0 Both Wall 4-6 n/a Line 27.75 31.75 60.0 60.0 Both Wall 4-7 n/a Line 31.75 41.50 60.0 60.0 Both Wall A-1 n/a Line 0.00 31.50 60.0 60.0 Both Wall C-1 n/a C Line 0.50 30.00 40.0 40.0 Both Wall F-1 n/a Line 0.00 31.50 60.0 60.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 23 Page 174 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SEISMIC LOADS Level 3 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Line -2.00 -0.50 200.4 200.4 E-W Point -0.50 -0.50 273 273 E-W Line -0.50 0.00 241.6 241.6 E-W Line 0.00 1.50 255.4 255.4 E-W Point 1.50 1.50 314 314 E-W Line 1.50 8.00 255.4 255.4 E-W Point 8.00 8.00 41 41 E-W Line 8.00 11.25 255.4 255.4 E-W Line 11.25 15.00 241.6 241.6 E-W Point 15.00 15.00 41 41 E-W Line 15.00 17.25 241.6 241.6 E-W Point 17.25 17.25 31 31 E-W Line 17.25 24.50 241.6 241.6 E-W Point 20.50 20.50 247 247 E-W Point 24.50 24.50 31 31 E-W Line 24.50 26.75 241.6 241.6 E-W Point 26.75 26.75 41 41 E-W Line 26.75 30.00 241.6 241.6 E-W Line 30.00 33.75 255.4 255.4 E-W Point 33.75 33.75 41 41 E-W Line 33.75 38.50 255.4 255.4 E-W Point 38.50 38.50 314 314 E-W Line 38.50 40.00 255.4 255.4 E-W Line 40.00 40.50 241.6 241.6 E-W Point 40.50 40.50 273 273 E-W Line 40.50 41.75 200.4 200.4 N-S Line -1.50 0.00 280.6 280.6 N-S Point 0.00 0.00 557 557 N-S Line 0.00 2.00 404.2 404.2 N-S Point 2.00 2.00 289 289 N-S Line 2.00 8.50 321.8 321.8 N-S Line 8.50 13.25 335.5 335.5 N-S Point 12.75 12.75 292 292 N-S Point 13.25 13.25 82 82 N-S Line 13.25 26.50 335.5 335.5 N-S Line 26.50 27.00 321.8 321.8 N-S Point 27.00 27.00 149 149 N-S Line 27.00 28.50 363.0 363.0 N-S Point 28.50 28.50 613 613 N-S Line 28.50 29.75 280.6 280.6 Level 2 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Point -1.50 -1.50 448 448 E-W Line -1.50 -0.50 154.0 154.0 E-W Point -0.50 -0.50 185 185 E-W Line -0.50 0.00 181.9 181.9 E-W Line 0.00 1.50 191.3 191.3 E-W Point 1.50 1.50 213 213 E-W Line 1.50 2.00 191.3 191.3 E-W Line 2.00 8.00 191.3 191.3 E-W Point 8.00 8.00 28 28 E-W Line 8.00 9.50 191.3 191.3 E-W Point 9.50 9.50 14 14 E-W Line 9.50 11.00 195.2 195.2 E-W Line 11.00 11.25 195.2 195.2 E-W Line 11.25 13.00 185.9 185.9 E-W Line 13.00 15.00 195.2 195.2 E-W Point 15.00 15.00 28 28 E-W Line 15.00 17.25 195.2 195.2 E-W Point 17.25 17.25 21 21 E-W Line 17.25 20.50 195.2 195.2 E-W Point 20.50 20.50 466 466 E-W Line 20.50 20.75 185.9 185.9 E-W Point 20.75 20.75 14 14 E-W Line 20.75 21.50 181.9 181.9 E-W Line 21.50 24.50 191.3 191.3 E-W Point 24.50 24.50 21 21 E-W Line 24.50 26.75 191.3 191.3 24 Page 175 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SEISMIC LOADS (continued) E-W Point 26.75 26.75 28 28 E-W Line 26.75 27.00 191.3 191.3 E-W Line 27.00 30.00 181.9 181.9 E-W Line 30.00 30.50 191.3 191.3 E-W Line 30.50 33.75 191.3 191.3 E-W Point 33.75 33.75 28 28 E-W Line 33.75 38.50 191.3 191.3 E-W Point 38.50 38.50 213 213 E-W Line 38.50 40.00 191.3 191.3 E-W Line 40.00 40.50 181.9 181.9 E-W Point 40.50 40.50 185 185 E-W Line 40.50 41.50 154.0 154.0 E-W Point 41.50 41.50 448 448 N-S Point -2.50 -2.50 157 157 N-S Line -2.50 -1.50 72.3 72.3 N-S Point -1.50 -1.50 444 444 N-S Line -1.50 0.00 206.6 206.6 N-S Point 0.00 0.00 378 378 N-S Line 0.00 2.00 290.5 290.5 N-S Point 2.00 2.00 196 196 N-S Line 2.00 8.50 234.6 234.6 N-S Point 7.25 7.25 51 51 N-S Line 8.50 13.25 243.9 243.9 N-S Point 9.50 9.50 70 70 N-S Point 12.75 12.75 198 198 N-S Point 13.25 13.25 56 56 N-S Line 13.25 26.50 243.9 243.9 N-S Line 26.50 27.00 234.6 234.6 N-S Point 27.00 27.00 101 101 N-S Line 27.00 28.50 262.5 262.5 N-S Point 28.50 28.50 416 416 N-S Line 28.50 30.50 206.6 206.6 N-S Point 30.50 30.50 601 601 Level 1 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Point -1.50 -1.50 212 212 E-W Line -1.50 0.00 13.3 13.3 E-W Point 0.00 0.00 186 186 E-W Line 0.00 0.50 83.8 83.8 E-W Line 0.50 2.00 87.7 87.7 E-W Line 2.00 9.50 87.7 87.7 E-W Point 9.50 9.50 7 7 E-W Line 9.50 10.00 87.7 87.7 E-W Line 10.00 11.00 83.8 83.8 E-W Line 11.00 13.00 83.8 83.8 E-W Line 13.00 14.00 88.2 88.2 E-W Line 14.00 18.75 88.2 88.2 E-W Line 18.75 20.50 88.2 88.2 E-W Point 20.50 20.50 257 257 E-W Line 20.50 20.75 83.8 83.8 E-W Point 20.75 20.75 7 7 E-W Line 20.75 21.50 83.8 83.8 E-W Line 21.50 23.00 88.2 88.2 E-W Line 23.00 27.00 88.2 88.2 E-W Line 27.00 27.75 83.8 83.8 E-W Line 27.75 30.50 83.8 83.8 E-W Line 30.50 31.50 83.8 83.8 E-W Line 31.50 31.75 87.7 87.7 E-W Line 31.75 41.00 87.7 87.7 E-W Line 41.00 41.50 83.8 83.8 E-W Point 41.50 41.50 398 398 N-S Point -2.50 -2.50 75 75 N-S Line -2.50 -1.50 13.3 13.3 N-S Point -1.50 -1.50 210 210 N-S Line -1.50 0.00 17.7 17.7 N-S Point 0.00 0.00 244 244 N-S Line 0.00 0.50 106.8 106.8 N-S Line 0.50 30.00 110.8 110.8 N-S Point 7.25 7.25 24 24 N-S Point 7.25 7.25 9616 9616 25 Page 176 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SEISMIC LOADS (continued) N-S Point 9.50 9.50 33 33 N-S Point 20.50 20.50 75 75 N-S Line 30.00 30.50 106.8 106.8 N-S Point 30.50 30.50 285 285 N-S Line 30.50 31.50 89.2 89.2 N-S Point 31.50 31.50 244 244 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 26 Page 177 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. COMPRESSION FORCE DESIGN Wind Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D). 27 Page 178 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 890 - - - - - - 14378 - Wall 1-1 1 Both - - 280 1.0 1.0 0 532 - A - 4526 - Seg. 1 - Both 43.1 27.9 140 1.0 1.0 0 532 - 532 1731 0.08 Open. 1 - Both - 49.4 99 - - 0 532 - 532 1065 0.09 Seg. 2 - Both 43.1 27.9 140 1.0 1.0 0 532 - 532 1731 0.08 Wall 1-3 1 Both - - 387 1.0 1.0 0 532 - A - 6257 - Seg. 1 - Both 43.9 27.5 77 1.0 1.0 0 532 - 532 932 0.08 Open. 1 - Both - 49.4 99 - - 0 532 - 532 1065 0.09 Seg. 2 - Both 54.9 22.0 233 1.0 1.0 0 532 - 532 2263 0.10 Open. 2 - Both - 49.4 99 - - 0 532 - 532 1065 0.09 Seg. 3 - Both 43.9 27.5 77 1.0 1.0 0 532 - 532 932 0.08 Wall 1-5 1 Both - - 222 1.0 1.0 0 532 - A - 3594 - Seg. 1 - Both 46.8 26.0 117 1.0 1.0 0 532 - 532 1331 0.09 Open. 1 - Both - 49.4 99 - - 0 532 - 532 1065 0.09 Seg. 2 - Both 46.8 26.0 105 1.0 1.0 0 532 - 532 1198 0.09 Level 2 Ln1, Lev2 - Both - - 1944 - - - - - - 22898 - Wall 1-1 1 Both - - 497 1.0 1.0 0 532 - A - 5858 - Seg. 1 - Both 71.0 32.3 302 1.0 1.0 0 532 - 532 2263 0.13 Open. 1 - Both - 67.8 271 - - 0 532 - 532 2130 0.13 Seg. 2 - Both 71.0 32.3 195 1.0 1.0 0 532 - 532 1464 0.13 Wall 1-2 1 Both - - 509 1.0 1.0 0 532 - A - 5991 - Seg. 1 - Both 81.4 27.1 264 1.0 1.0 0 532 - 532 1731 0.15 Open. 1 - Both - 67.8 339 - - 0 532 - 532 2663 0.13 Seg. 2 - Both 81.4 27.1 244 1.0 1.0 0 532 - 532 1598 0.15 Wall 1-3 1 Both - - 938 1.0 1.0 0 532 - A - 11049 - Seg. 1 - Both 54.5 40.6 123 1.0 1.0 0 532 - 532 1198 0.10 Open. 1 - Both - 67.8 136 - - 0 532 - 532 1065 0.13 Seg. 2 - Both 67.8 33.9 508 1.0 1.0 0 532 - 532 3994 0.13 Open. 2 - Both - 67.8 254 - - 0 532 - 532 1997 0.13 Seg. 3 - Both 58.5 38.6 307 1.0 1.0 0 532 - 532 2796 0.11 Level 1 Ln1, Lev1 1 Both 157.9 - 6551 1.0 1.0 100 532 - A 632 26249 0.25 Line 2 Level 3 Ln2, Lev3 - Both - - 1228 - - - - - - 13441 - Wall 2-2 1 Both 57.8 - 650 1.0 1.0 100 532 - A 632 7116 0.09 Wall 2-3 1 Both 57.8 - 578 1.0 1.0 100 532 - A 632 6325 0.09 Level 2 Ln2, Lev2 - Both - - 3723 - - - - - - 12385 - Wall 2-1 3 Both 299.1 - 2243 1.0 1.0 100 895 - A 995 7463 0.30 Wall 2-2 3 Both 269.0 - 1480 1.0 1.0 100 895 - A 895 4923 0.30 Line 3 Level 1 Ln3, Lev1 - Both - - 3724 - - - - - - 12018 - Wall 3-1 1 Both 196.0 - 1862 1.0 1.0 100 532 - A 632 6009 0.31 Wall 3-2 1 Both 196.0 - 1862 1.0 1.0 100 532 - A 632 6009 0.31 Line 4 Level 3 Ln4, Lev3 - Both - - 887 - - - - - - 15842 - Wall 4-1 1 Both - - 470 1.0 1.0 0 532 - A - 8387 - Seg. 1 - Both 53.7 17.9 134 1.0 1.0 0 532 - 532 1331 0.10 Open. 1 - Both - 44.7 224 - - 0 532 - 532 2663 0.08 Seg. 2 - Both 63.2 13.1 237 1.0 1.0 0 532 - 532 1997 0.12 Open. 2 - Both - 44.7 89 - - 0 532 - 532 1065 0.08 Seg. 3 - Both 39.4 25.1 98 1.0 1.0 0 532 - 532 1331 0.07 Wall 4-3 1 Both - - 418 1.0 1.0 0 532 - A - 7455 - Seg. 1 - Both 42.4 23.5 106 1.0 1.0 0 532 - 532 1331 0.08 Open. 1 - Both - 44.7 89 - - 0 532 - 532 1065 0.08 Seg. 2 - Both 75.5 7.0 170 1.0 1.0 0 532 - 532 1198 0.14 Open. 2 - Both - 44.7 224 - - 0 532 - 532 2663 0.08 Seg. 3 - Both 63.0 13.3 142 1.0 1.0 0 532 - 532 1198 0.12 Level 2 Ln4, Lev2 - Both - - 2776 - - - - - - 13358 - Wall 4-3 4 Both - - 2776 1.0 1.0 0 685 - A - 13358 - Seg. 1 - Both 168.8 129.1 844 1.0 1.0 0 685 - 685 3425 0.25 28 Page 179 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEAR RESULTS (flexible wind design, continued) Open. 1 - Both - 213.5 427 - - 0 685 - 685 1370 0.31 Seg. 2 - Both 195.9 115.5 1127 1.0 1.0 0 685 - 685 3939 0.29 Open. 2 - Both - 213.5 427 - - 0 685 - 685 1370 0.31 Seg. 3 - Both 169.4 128.8 805 1.0 1.0 0 685 - 685 3254 0.25 Level 1 Ln4, Lev1 - Both - - 3709 - - - - - - 15576 - Wall 4-1 1 Both - - 1268 1.0 1.0 0 532 - A - 5325 - Seg. 1 - Both 158.5 107.8 634 1.0 1.0 0 532 - 532 2130 0.30 Open. 1 - Both - 202.9 406 - - 0 532 - 532 1065 0.38 Seg. 2 - Both 158.5 107.8 634 1.0 1.0 0 532 - 532 2130 0.30 Wall 4-3 1 Both 126.8 - 602 1.0 1.0 100 532 - A 532 2529 0.24 Wall 4-5 1 Both 126.8 - 602 1.0 1.0 100 532 - A 532 2529 0.24 Wall 4-7 1 Both - - 1236 1.0 1.0 0 532 - A - 5192 - Seg. 1 - Both 159.5 107.2 638 1.0 1.0 0 532 - 532 2130 0.30 Open. 1 - Both - 202.9 406 - - 0 532 - 532 1065 0.38 Seg. 2 - Both 159.5 107.2 598 1.0 1.0 0 532 - 532 1997 0.30 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 1217 - - - - - - 15176 - Wall A-1 1 Both - - 566 1.0 1.0 0 532 - A - 7056 - Seg. 1 - Both 68.6 29.8 411 1.0 1.0 0 532 - 532 3195 0.13 Open. 1 - Both - 64.1 320 - - 0 532 - 532 2663 0.12 Seg. 2 - Both 68.6 29.8 154 1.0 1.0 0 532 - 532 1198 0.13 Wall A-2 1 Both - - 651 1.0 1.0 0 532 - A - 8121 - Seg. 1 - Both 63.5 32.3 492 1.0 1.0 0 532 - 532 4127 0.12 Open. 1 - Both - 64.1 320 - - 0 532 - 532 2663 0.12 Seg. 2 - Both 63.5 32.3 159 1.0 1.0 0 532 - 532 1331 0.12 Level 2 LnA, Lev2 - Both - - 3285 - - - - - - 17040 - Wall A-1 1 Both - - 3285 1.0 1.0 0 532 - A - 17040 - Seg. 1 - Both 120.1 93.9 1081 1.0 1.0 0 532 - 532 4793 0.23 Open. 1 - Both - 154.0 308 - - 0 532 - 532 1065 0.29 Seg. 2 - Both 199.1 54.4 547 1.0 1.0 0 532 - 532 1464 0.37 Open. 2 - Both - 154.0 770 - - 0 532 - 532 2663 0.29 Seg. 3 - Both 243.8 32.1 914 1.0 1.0 0 532 - 532 1997 0.46 Open. 3 - Both - 154.0 770 - - 0 532 - 532 2663 0.29 Seg. 4 - Both 164.8 71.5 742 1.0 1.0 0 532 - 532 2396 0.31 Level 1 LnA, Lev1 - Both - - 5252 - - - - - - 16774 - Wall A-1 1 Both - - 5252 1.0 1.0 0 532 - A - 16774 - Seg. 1 - Both 200.1 146.7 1351 1.0 1.0 0 532 - 532 3594 0.38 Open. 1 - Both - 266.8 1067 - - 0 532 - 532 2130 0.50 Seg. 2 - Both 239.9 122.8 3179 1.0 1.0 0 532 - 532 7056 0.45 Open. 2 - Both - 266.8 1067 - - 0 532 - 532 2130 0.50 Seg. 3 - Both 206.6 142.8 723 1.0 1.0 0 532 - 532 1864 0.39 Line C Level 3 LnC, Lev3 - Both - - 1860 - - - - - - 11385 - Wall C-2 1 Both 103.3 - 1860 1.0 1.0 100 532 - A 633 11385 0.16 Level 2 LnC, Lev2 - Both - - 5340 - - - - - - 20240 - Wall C-2 1 Both 166.9 - 5340 1.0 1.0 100 532 - A 632 20240 0.26 Level 1 LnC, Lev1 - Both - - 8441 - - - - - - 18659 - Wall C-1 1 Both 286.1 - 8441 1.0 1.0 100 532 - A 632 18659 0.45 Line F Level 3 LnF, Lev3 - Both - - 1153 - - - - - - 15176 - Wall F-1 1 Both - - 536 1.0 1.0 0 532 - A - 7056 - Seg. 1 - Both 65.0 28.2 390 1.0 1.0 0 532 - 532 3195 0.12 Open. 1 - Both - 60.7 303 - - 0 532 - 532 2663 0.11 Seg. 2 - Both 65.0 28.2 146 1.0 1.0 0 532 - 532 1198 0.12 Wall F-2 1 Both - - 617 1.0 1.0 0 532 - A - 8121 - Seg. 1 - Both 60.2 30.6 451 1.0 1.0 0 532 - 532 3994 0.11 Open. 1 - Both - 60.7 303 - - 0 532 - 532 2663 0.11 Seg. 2 - Both 60.2 30.6 166 1.0 1.0 0 532 - 532 1464 0.11 Level 2 LnF, Lev2 - Both - - 3123 - - - - - - 17040 - Wall F-1 1 Both - - 3123 1.0 1.0 0 532 - A - 17040 - Seg. 1 - Both 114.2 89.3 971 1.0 1.0 0 532 - 532 4526 0.21 29 Page 180 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEAR RESULTS (flexible wind design, continued) Open. 1 - Both - 146.4 293 - - 0 532 - 532 1065 0.27 Seg. 2 - Both 189.3 51.7 615 1.0 1.0 0 532 - 532 1731 0.36 Open. 2 - Both - 146.4 732 - - 0 532 - 532 2663 0.27 Seg. 3 - Both 231.8 30.5 753 1.0 1.0 0 532 - 532 1731 0.44 Open. 3 - Both - 146.4 732 - - 0 532 - 532 2663 0.27 Seg. 4 - Both 156.7 68.0 784 1.0 1.0 0 532 - 532 2663 0.29 Level 1 LnF, Lev1 - Both - - 5032 - - - - - - 16774 - Wall F-1 1 Both - - 5032 1.0 1.0 0 532 - A - 16774 - Seg. 1 - Both 193.4 139.6 870 1.0 1.0 0 532 - 532 2396 0.36 Open. 1 - Both - 255.6 1022 - - 0 532 - 532 2130 0.48 Seg. 2 - Both 227.0 119.4 3292 1.0 1.0 0 532 - 532 7721 0.43 Open. 2 - Both - 255.6 1022 - - 0 532 - 532 2130 0.48 Seg. 3 - Both 193.4 139.6 870 1.0 1.0 0 532 - 532 2396 0.36 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. 30 Page 181 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible wind design) Level 1 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 V Elem 0.00 -1.37 2 416 306 111 Refer to upper level V Elem 0.00 -1.37 2 -416 509 926 Compression V Elem 0.00 -0.37 2 306 263 42 Refer to upper level V Elem 0.00 -0.37 2 -305 439 744 Compression 1-1 L End 0.00 0.12 2 -1270 2490 3760 Compression 9844 0.38 V Elem 0.00 7.88 2 306 263 42 Refer to upper level V Elem 0.00 7.88 2 -305 439 744 Compression V Elem 0.00 8.13 1 0 473 472 Compression V Elem 0.00 9.38 2 416 261 155 Refer to upper level V Elem 0.00 9.38 2 -416 436 852 Compression V Elem 0.00 9.63 2 416 258 158 Refer to upper level V Elem 0.00 9.63 2 -416 429 845 Compression V Elem 0.00 14.88 1 0 473 472 Compression V Elem 0.00 15.13 2 -303 523 826 Compression V Elem 0.00 20.63 2 416 249 167 Refer to upper level V Elem 0.00 20.63 2 -416 414 830 Compression V Elem 0.00 20.88 2 -412 999 1411 Compression V Elem 0.00 26.63 2 -303 523 826 Compression V Elem 0.00 26.88 1 0 473 472 Compression V Elem 0.00 33.63 1 0 473 472 Compression V Elem 0.00 33.87 2 308 195 113 Refer to upper level V Elem 0.00 33.87 2 -308 326 634 Compression V Elem 0.00 40.38 2 308 189 119 Refer to upper level V Elem 0.00 40.38 2 -308 316 624 Compression 1-1 R End 0.00 41.37 2 -1682 3516 5198 Compression 9844 0.53 Line 2 V Elem 12.75 -0.37 1 0 186 186 Compression V Elem 12.75 0.12 1 532 417 115 Refer to upper level V Elem 12.75 0.12 1 -532 695 1227 Compression V Elem 12.75 1.38 1 0 219 219 Compression V Elem 12.75 11.13 1 532 312 220 Refer to upper level V Elem 12.75 11.13 1 -532 520 1052 Compression V Elem 12.75 13.13 1 2785 203 2582 Refer to upper level V Elem 12.75 13.13 1 -2785 338 3122 Compression V Elem 12.75 20.37 1 2785 203 2582 Refer to upper level V Elem 12.75 20.37 1 -2785 338 3122 Compression V Elem 12.75 21.63 1 2537 149 2388 Refer to upper level V Elem 12.75 21.63 1 -2537 248 2784 Compression V Elem 12.75 26.88 1 2537 149 2388 Refer to upper level V Elem 12.75 26.88 1 -2537 248 2784 Compression V Elem 12.75 30.13 1 533 279 254 Refer to upper level V Elem 12.75 30.13 1 -533 465 999 Compression V Elem 12.75 38.63 1 0 219 219 Compression V Elem 12.75 39.88 1 533 382 151 Refer to upper level V Elem 12.75 39.88 1 -533 637 1171 Compression V Elem 12.75 40.38 1 0 186 186 Compression Line 3 3-1 L End 20.50 0.63 2 1610 228 1382 HTT4 16d 4235 0.33 3-1 L End 20.50 0.63 2 -1610 380 1990 Compression 6562 0.30 3-1 R End 20.50 9.87 2 1610 228 1382 HTT4 16d 4235 0.33 3-1 R End 20.50 9.87 2 -1610 380 1990 Compression 6562 0.30 3-2 L End 20.50 31.63 2 1610 228 1382 HTT4 16d 4235 0.33 3-2 L End 20.50 31.63 2 -1610 380 1990 Compression 6562 0.30 3-2 R End 20.50 40.88 2 1610 228 1382 HTT4 16d 4235 0.33 3-2 R End 20.50 40.88 2 -1610 380 1990 Compression 6562 0.30 Line 4 V Elem 28.50 -1.37 1 0 236 236 Compression 4-1 L End 31.50 0.12 2 1041 288 753 HTT4 16d 4235 0.18 4-1 L End 31.50 0.12 2 -1040 480 1520 Compression 6562 0.23 V Elem 28.50 1.63 2 -273 542 815 Compression V Elem 28.50 1.88 1 0 236 236 Compression V Elem 28.50 2.13 1 0 608 607 Compression 4-1 R End 31.50 9.87 2 1041 288 753 HTT4 16d 4235 0.18 4-1 R End 31.50 9.87 2 -1040 480 1520 Compression 7383 0.21 V Elem 31.50 10.13 1 0 240 240 Compression V Elem 28.50 10.88 1 0 608 607 Compression V Elem 28.50 11.13 2 1298 630 668 Refer to upper level V Elem 28.50 11.13 2 -1298 1050 2347 Compression V Elem 31.50 13.88 1 0 240 240 Compression 4-3 L End 31.50 14.13 2 1071 171 900 HTT4 16d 4235 0.21 4-3 L End 31.50 14.13 2 -1071 285 1356 Compression 6562 0.21 31 Page 182 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible wind design, continued) V Elem 28.50 17.13 2 -273 639 912 Compression V Elem 28.50 17.38 1 0 489 489 Compression 4-3 R End 31.50 18.63 2 1071 171 900 HTT4 16d 4235 0.21 4-3 R End 31.50 18.63 2 -1071 285 1356 Compression 6562 0.21 V Elem 31.50 18.88 1 0 255 255 Compression V Elem 31.50 22.88 1 0 255 255 Compression 4-5 L End 31.50 23.13 2 1071 171 900 HTT4 16d 4235 0.21 4-5 L End 31.50 23.13 2 -1071 285 1356 Compression 6562 0.21 V Elem 28.50 24.38 1 0 489 489 Compression V Elem 28.50 24.63 2 -273 513 787 Compression 4-5 R End 31.50 27.63 2 1071 171 900 HTT4 16d 4235 0.21 4-5 R End 31.50 27.63 2 -1071 285 1356 Compression 6562 0.21 V Elem 31.50 27.88 1 0 240 240 Compression V Elem 28.50 30.38 2 1298 626 672 Refer to upper level V Elem 28.50 30.38 2 -1298 1043 2340 Compression V Elem 28.50 30.63 1 0 743 742 Compression V Elem 31.50 31.63 1 0 240 240 Compression 4-7 L End 31.50 31.88 2 1041 281 760 HTT4 16d 4235 0.18 4-7 L End 31.50 31.88 2 -1041 468 1509 Compression 6562 0.23 V Elem 28.50 38.38 2 273 259 14 Refer to upper level V Elem 28.50 38.38 2 -273 432 705 Compression 4-7 R End 31.50 41.37 2 1041 723 319 HTT4 16d 4235 0.08 4-7 R End 31.50 41.37 2 -1041 1204 2246 Compression 7383 0.30 Line A V Elem -1.37 -0.50 2 931 897 34 Refer to upper level V Elem -1.37 -0.50 2 -931 1494 2425 Compression A-1 L End 0.12 0.00 2 1736 1267 469 HTT4 16d 4235 0.11 A-1 L End 0.12 0.00 2 -1736 2112 3848 Compression 6562 0.59 V Elem 13.13 -0.50 2 392 277 115 Refer to upper level V Elem 13.13 -0.50 2 -392 461 853 Compression V Elem 13.38 -0.50 2 -391 808 1199 Compression V Elem 28.38 -0.50 2 391 345 45 Refer to upper level V Elem 28.38 -0.50 2 -391 576 966 Compression V Elem 30.38 -0.50 2 931 723 208 Refer to upper level V Elem 30.38 -0.50 2 -931 1206 2136 Compression A-1 R End 31.38 0.00 2 1345 816 528 HTT4 16d 4235 0.12 A-1 R End 31.38 0.00 2 -1344 1360 2705 Compression 7383 0.37 Line C V Elem -2.37 20.50 1 0 68 67 Compression V Elem -1.62 20.50 1 0 68 67 Compression V Elem -1.37 20.50 1 1514 864 650 Refer to upper level V Elem -1.37 20.50 1 -1514 1440 2954 Compression V Elem 0.12 20.50 1 0 135 135 Compression C-1 L End 0.63 20.50 1 2309 708 1601 HTT4 16d 4235 0.38 C-1 L End 0.63 20.50 1 -2309 1180 3489 Compression 6562 0.53 V Elem 1.88 20.50 1 0 135 135 Compression V Elem 8.62 20.50 1 943 486 457 Refer to upper level V Elem 8.62 20.50 1 -943 810 1753 Compression V Elem 26.38 20.50 1 943 486 457 Refer to upper level V Elem 26.38 20.50 1 -943 810 1753 Compression V Elem 27.13 20.50 1 0 101 101 Compression V Elem 28.38 20.50 1 0 101 101 Compression C-1 R End 29.88 20.50 1 2309 708 1601 HTT4 16d 4235 0.38 C-1 R End 29.88 20.50 1 -2309 1180 3489 Compression 6562 0.53 V Elem 30.38 20.50 1 1514 864 650 Refer to upper level V Elem 30.38 20.50 1 -1514 1440 2954 Compression Line F V Elem -1.37 38.50 2 -885 1480 2365 Compression F-1 L End 0.12 41.50 2 1659 1237 422 HTT4 16d 4235 0.10 F-1 L End 0.12 41.50 2 -1659 2062 3722 Compression 6562 0.57 V Elem 13.13 38.50 2 371 277 94 Refer to upper level V Elem 13.13 38.50 2 -371 461 832 Compression V Elem 13.38 38.50 2 -370 797 1167 Compression V Elem 28.38 38.50 2 370 352 18 Refer to upper level V Elem 28.38 38.50 2 -370 587 957 Compression V Elem 30.38 38.50 2 885 732 153 Refer to upper level V Elem 30.38 38.50 2 -885 1220 2105 Compression F-1 R End 31.38 41.50 2 1288 846 442 HTT4 16d 4235 0.10 F-1 R End 31.38 41.50 2 -1288 1410 2698 Compression 7383 0.37 Level 2 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End -1.50 -1.37 2 416 306 111 CS14 2490 0.04 1-1 L End -1.50 -1.37 2 -416 509 926 Compression 6562 0.14 32 Page 183 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible wind design, continued) V Elem 0.00 -0.37 2 306 263 42 Refer to upper level V Elem 0.00 -0.37 2 -305 439 744 Compression V Elem 0.00 7.88 2 306 263 42 Refer to upper level V Elem 0.00 7.88 2 -305 439 744 Compression V Elem 0.00 8.13 1 0 473 472 Compression 1-1 R End -1.50 9.38 2 416 261 155 CS14 2490 0.06 1-1 R End -1.50 9.38 2 -416 436 852 Compression 7383 0.12 1-2 L End -2.50 9.63 2 416 258 158 CS14 2490 0.06 1-2 L End -2.50 9.63 2 -416 429 845 Compression 6562 0.13 V Elem 0.00 14.88 1 0 473 472 Compression V Elem 0.00 15.13 2 -303 523 826 Compression 1-2 R End -2.50 20.63 2 416 249 167 CS14 2490 0.07 1-2 R End -2.50 20.63 2 -416 414 830 Compression 7383 0.11 1-3 L End -1.50 20.88 2 -412 999 1411 Compression 6562 0.22 V Elem 0.00 26.63 2 -303 523 826 Compression V Elem 0.00 26.88 1 0 473 472 Compression V Elem 0.00 33.63 1 0 473 472 Compression V Elem 0.00 33.87 2 308 195 113 Refer to upper level V Elem 0.00 33.87 2 -308 326 634 Compression V Elem 0.00 40.38 2 308 189 119 Refer to upper level V Elem 0.00 40.38 2 -308 316 624 Compression 1-3 R End -1.50 41.37 2 -412 1026 1438 Compression 7383 0.19 Line 2 V Elem 12.75 -0.37 1 0 186 186 Compression V Elem 12.75 0.12 1 532 417 115 Refer to upper level V Elem 12.75 0.12 1 -532 695 1227 Compression V Elem 12.75 1.38 1 0 219 219 Compression V Elem 12.75 11.13 1 532 312 220 Refer to upper level V Elem 12.75 11.13 1 -532 520 1052 Compression 2-1 L End 9.50 13.13 1 2785 203 2582 2CS14 4980 0.52 2-1 L End 9.50 13.13 1 -2785 338 3122 Compression 6562 0.48 2-1 R End 9.50 20.37 1 2785 203 2582 2CS14 4980 0.52 2-1 R End 9.50 20.37 1 -2785 338 3122 Compression 6562 0.48 2-2 L End 7.25 21.63 1 2537 149 2388 2CS14 4980 0.48 2-2 L End 7.25 21.63 1 -2537 248 2784 Compression 6562 0.42 2-2 R End 7.25 26.88 1 2537 149 2388 2CS14 4980 0.48 2-2 R End 7.25 26.88 1 -2537 248 2784 Compression 6562 0.42 V Elem 12.75 30.13 1 533 279 254 Refer to upper level V Elem 12.75 30.13 1 -533 465 999 Compression V Elem 12.75 38.63 1 0 219 219 Compression V Elem 12.75 39.88 1 533 382 151 Refer to upper level V Elem 12.75 39.88 1 -533 637 1171 Compression V Elem 12.75 40.38 1 0 186 186 Compression Line 4 V Elem 30.50 -1.37 1 0 236 236 Compression V Elem 28.50 1.63 2 -273 542 815 Compression V Elem 30.50 1.88 1 0 236 236 Compression 4-2 L End 30.50 2.13 1 0 608 607 Compression - 4-2 R End 30.50 10.88 1 0 608 607 Compression - 4-3 L End 30.50 11.13 2 1298 630 668 CS14 2490 0.27 4-3 L End 30.50 11.13 2 -1298 1050 2347 Compression 6562 0.36 V Elem 28.50 17.13 2 -273 639 912 Compression V Elem 28.50 17.38 1 0 489 489 Compression V Elem 28.50 24.38 1 0 489 489 Compression V Elem 28.50 24.63 2 -273 513 787 Compression 4-3 R End 30.50 30.38 2 1298 626 672 CS14 2490 0.27 4-3 R End 30.50 30.38 2 -1298 1043 2340 Compression 7383 0.32 4-4 L End 30.50 30.63 1 0 743 742 Compression - V Elem 28.50 38.38 2 273 259 14 Refer to upper level V Elem 28.50 38.38 2 -273 432 705 Compression 4-4 R End 30.50 41.37 1 0 743 742 Compression - Line A A-1 L End -1.37 -1.50 2 931 897 34 CS14 2490 0.01 A-1 L End -1.37 -1.50 2 -931 1494 2425 Compression 6562 0.37 V Elem 0.12 -0.50 2 -392 652 1044 Compression V Elem 13.13 -0.50 2 392 277 115 Refer to upper level V Elem 13.13 -0.50 2 -392 461 853 Compression V Elem 13.38 -0.50 2 -391 808 1199 Compression V Elem 28.38 -0.50 2 391 345 45 Refer to upper level V Elem 28.38 -0.50 2 -391 576 966 Compression A-1 R End 30.38 -1.50 2 931 723 208 CS14 2490 0.08 A-1 R End 30.38 -1.50 2 -931 1206 2136 Compression 7383 0.29 Line C V Elem -2.37 20.75 1 0 68 67 Compression V Elem -1.62 20.75 1 0 68 67 Compression C-2 L End -1.37 20.50 1 1514 864 650 CS14 2490 0.26 C-2 L End -1.37 20.50 1 -1514 1440 2954 Compression 6562 0.45 33 Page 184 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible wind design, continued) V Elem 0.12 20.50 1 0 135 135 Compression V Elem 1.88 20.50 1 0 135 135 Compression V Elem 8.62 20.50 1 943 486 457 Refer to upper level V Elem 8.62 20.50 1 -943 810 1753 Compression V Elem 26.38 20.50 1 943 486 457 Refer to upper level V Elem 26.38 20.50 1 -943 810 1753 Compression V Elem 27.13 20.50 1 0 101 101 Compression V Elem 28.38 20.50 1 0 101 101 Compression C-2 R End 30.38 20.50 1 1514 864 650 CS14 2490 0.26 C-2 R End 30.38 20.50 1 -1514 1440 2954 Compression 6562 0.45 Line F F-1 L End -1.37 41.50 2 -885 1480 2365 Compression 6562 0.36 V Elem 0.12 38.50 2 -371 652 1023 Compression V Elem 13.13 38.50 2 371 277 94 Refer to upper level V Elem 13.13 38.50 2 -371 461 832 Compression V Elem 13.38 38.50 2 -370 797 1167 Compression V Elem 28.38 38.50 2 370 352 18 Refer to upper level V Elem 28.38 38.50 2 -370 587 957 Compression F-1 R End 30.38 41.50 2 885 732 153 CS14 2490 0.06 F-1 R End 30.38 41.50 2 -885 1220 2105 Compression 7383 0.29 Level 3 Tensile Hold-down Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -0.37 2 306 263 42 CS14 2490 0.02 1-1 L End 0.00 -0.37 2 -305 439 744 Compression 6562 0.11 1-1 R End 0.00 7.88 2 306 263 42 CS14 2490 0.02 1-1 R End 0.00 7.88 2 -305 439 744 Compression 7383 0.10 1-2 L End 2.00 8.13 1 0 473 472 Compression - 1-2 R End 2.00 14.88 1 0 473 472 Compression - 1-3 L End 0.00 15.13 2 -303 523 826 Compression 6562 0.13 1-3 R End 0.00 26.63 2 -303 523 826 Compression 7383 0.11 1-4 L End 2.00 26.88 1 0 473 472 Compression - 1-4 R End 2.00 33.63 1 0 473 472 Compression - 1-5 L End 0.00 33.87 2 308 195 113 CS14 2490 0.05 1-5 L End 0.00 33.87 2 -308 326 634 Compression 6562 0.10 1-5 R End 0.00 40.38 2 308 189 119 CS14 2490 0.05 1-5 R End 0.00 40.38 2 -308 316 624 Compression 7383 0.08 Line 2 V Elem 13.25 -0.37 1 0 186 186 Compression 2-2 L End 12.75 0.12 1 532 417 115 CS14 2490 0.05 2-2 L End 12.75 0.12 1 -532 695 1227 Compression 6562 0.19 V Elem 13.25 1.38 1 0 219 219 Compression 2-2 R End 12.75 11.13 1 532 312 220 CS14 2490 0.09 2-2 R End 12.75 11.13 1 -532 520 1052 Compression 6562 0.16 2-3 L End 12.75 30.13 1 533 279 254 CS14 2490 0.10 2-3 L End 12.75 30.13 1 -533 465 999 Compression 6562 0.15 V Elem 13.25 38.63 1 0 219 219 Compression 2-3 R End 12.75 39.88 1 533 382 151 CS14 2490 0.06 2-3 R End 12.75 39.88 1 -533 637 1171 Compression 6562 0.18 V Elem 13.25 40.38 1 0 186 186 Compression Line 4 4-1 L End 28.50 1.63 2 -273 542 815 Compression 6562 0.12 4-1 R End 28.50 17.13 2 -273 639 912 Compression 7383 0.12 4-2 L End 27.00 17.38 1 0 489 489 Compression - 4-2 R End 27.00 24.38 1 0 489 489 Compression - 4-3 L End 28.50 24.63 2 -273 513 787 Compression 6562 0.12 4-3 R End 28.50 38.38 2 273 259 14 CS14 2490 0.01 4-3 R End 28.50 38.38 2 -273 432 705 Compression 7383 0.10 Line A A-1 L End 0.12 -0.50 2 -392 652 1044 Compression 6562 0.16 A-1 R End 13.13 -0.50 2 392 277 115 CS14 2490 0.05 A-1 R End 13.13 -0.50 2 -392 461 853 Compression 7383 0.12 A-2 L End 13.38 1.50 2 -391 808 1199 Compression 6562 0.18 A-2 R End 28.38 1.50 2 391 345 45 CS14 2490 0.02 A-2 R End 28.38 1.50 2 -391 576 966 Compression 7383 0.13 Line C V Elem 0.12 15.00 1 0 135 135 Compression V Elem 1.88 15.00 1 0 135 135 Compression C-2 L End 8.62 20.50 1 943 486 457 CS14 2490 0.18 C-2 L End 8.62 20.50 1 -943 810 1753 Compression 6562 0.27 C-2 R End 26.38 20.50 1 943 486 457 CS14 2490 0.18 C-2 R End 26.38 20.50 1 -943 810 1753 Compression 6562 0.27 34 Page 185 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible wind design, continued) V Elem 27.13 17.25 1 0 101 101 Compression V Elem 28.38 17.25 1 0 101 101 Compression Line F F-1 L End 0.12 40.50 2 -371 652 1023 Compression 6562 0.16 F-1 R End 13.13 40.50 2 371 277 94 CS14 2490 0.04 F-1 R End 13.13 40.50 2 -371 461 832 Compression 7383 0.11 F-2 L End 13.38 38.50 2 -370 797 1167 Compression 6562 0.18 F-2 R End 28.38 38.50 2 370 352 18 CS14 2490 0.01 F-2 R End 28.38 38.50 2 -370 587 957 Compression 7383 0.13 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element – Shearline Posit'n – Position of stud pack that hold-down is attached to or which is applying compression force: V Elem – Vertical element: column or strengthened studs required where not at wall end or opening L or R End – At left or right wall end L or R Op n – At left or right side of opening n t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location – Co-ordinates in Plan View Load Case – Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1 ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min" Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.60; h = wall height, beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Uplift – Uplift wind load component, factored for ASD by 0.60 Cmb'd – Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap – Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details Crit. Resp. – Critical Response = Combined ASD force / Allowable ASD tension load Notes: HTT4 (18-16d x 2.5) for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt. Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Most severe of wind load cases is used for overturning calculation. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 35 Page 186 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible wind design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 3 3-1 Left Wall End 20.50 0.50 -45 45 3-1 Right Wall End 20.50 10.00 965 -965 3-2 Left Wall End 20.50 31.50 -965 965 3-2 Right Wall End 20.50 41.00 45 -45 Line 4 4-1 Left Opening 1 31.50 4.00 74 -74 4-1 Right Opening 1 31.50 6.00 301 -301 4-1 Right Wall End 31.50 10.00 374 -374 4-3 Left Wall End 31.50 14.00 17 -17 4-3 Right Wall End 31.50 18.75 195 -195 4-5 Left Wall End 31.50 23.00 -185 185 4-5 Right Wall End 31.50 27.75 -7 7 4-7 Left Wall End 31.50 31.75 -365 365 4-7 Left Opening 1 31.50 35.75 -294 294 4-7 Right Opening 1 31.50 37.75 -67 67 4-1 Left Opening 1 31.50 4.00 203 203 4-1 Right Opening 1 31.50 6.00 203 203 4-7 Left Opening 1 31.50 35.75 209 209 4-7 Right Opening 1 31.50 37.75 196 196 Line A A-1 Left Opening 1 6.75 0.00 -135 135 A-1 Right Opening 1 10.75 0.00 265 -265 A-1 Left Opening 2 24.00 0.00 -317 317 A-1 Right Opening 2 28.00 0.00 84 -84 A-1 Left Opening 1 6.75 0.00 360 360 A-1 Right Opening 1 10.75 0.00 707 707 A-1 Left Opening 2 24.00 0.00 844 844 A-1 Right Opening 2 28.00 0.00 223 223 Line C C-1 Left Wall End 0.50 20.50 -134 134 C-1 Right Wall End 30.00 20.50 402 -402 Line F F-1 Left Opening 1 4.50 41.50 -91 91 F-1 Right Opening 1 8.50 41.50 293 -293 F-1 Left Opening 2 23.00 41.50 -293 293 F-1 Right Opening 2 27.00 41.50 91 -91 F-1 Left Opening 1 4.50 41.50 242 242 F-1 Right Opening 1 8.50 41.50 780 780 F-1 Left Opening 2 23.00 41.50 780 780 F-1 Right Opening 2 27.00 41.50 242 242 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 1 1-1 Left Opening 1 -1.50 2.75 -55 55 1-1 Right Opening 1 -1.50 6.75 36 -36 1-2 Left Opening 1 -2.50 12.75 -59 59 1-2 Right Opening 1 -2.50 17.75 54 -54 1-3 Left Opening 1 -1.50 23.00 -10 10 1-3 Right Opening 1 -1.50 25.00 35 -35 1-3 Left Opening 2 -1.50 32.50 -50 50 1-3 Right Opening 2 -1.50 36.25 35 -35 1-1 Left Opening 1 -1.50 2.75 165 165 1-1 Right Opening 1 -1.50 6.75 107 107 1-2 Left Opening 1 -2.50 12.75 176 176 1-2 Right Opening 1 -2.50 17.75 163 163 1-3 Left Opening 1 -1.50 23.00 31 31 1-3 Right Opening 1 -1.50 25.00 104 104 1-3 Left Opening 2 -1.50 32.50 150 150 1-3 Right Opening 2 -1.50 36.25 105 105 Line 2 2-1 Left Wall End 9.50 13.00 -1255 1255 2-1 Right Wall End 9.50 20.50 338 -338 2-2 Left Wall End 7.25 21.50 252 -252 2-2 Right Wall End 7.25 27.00 1255 -1255 Line 4 4-3 Left Wall End 30.50 11.00 -807 807 4-3 Left Opening 1 30.50 16.00 -484 484 4-3 Right Opening 1 30.50 18.00 -186 186 4-3 Left Opening 2 30.50 23.75 107 -107 36 Page 187 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible wind design, continued) 4-3 Right Opening 2 30.50 25.75 405 -405 4-3 Right Wall End 30.50 30.50 710 -710 4-3 Left Opening 1 30.50 16.00 199 199 4-3 Right Opening 1 30.50 18.00 228 228 4-3 Left Opening 2 30.50 23.75 234 234 4-3 Right Opening 2 30.50 25.75 193 193 Line A A-1 Left Opening 1 7.50 -1.50 -79 79 A-1 Right Opening 1 9.50 -1.50 24 -24 A-1 Left Opening 2 12.25 -1.50 -109 109 A-1 Right Opening 2 17.25 -1.50 148 -148 A-1 Left Opening 3 21.00 -1.50 -117 117 A-1 Right Opening 3 26.00 -1.50 140 -140 A-1 Left Opening 1 7.50 -1.50 236 236 A-1 Right Opening 1 9.50 -1.50 72 72 A-1 Left Opening 2 12.25 -1.50 326 326 A-1 Right Opening 2 17.25 -1.50 444 444 A-1 Left Opening 3 21.00 -1.50 350 350 A-1 Right Opening 3 26.00 -1.50 420 420 Line C C-2 Left Wall End -1.50 20.50 -162 162 Line F F-1 Left Opening 1 7.00 41.50 -71 71 F-1 Right Opening 1 9.00 41.50 27 -27 F-1 Left Opening 2 12.25 41.50 -122 122 F-1 Right Opening 2 17.25 41.50 122 -122 F-1 Left Opening 3 20.50 41.50 -96 96 F-1 Right Opening 3 25.50 41.50 148 -148 F-1 Left Opening 1 7.00 41.50 212 212 F-1 Right Opening 1 9.00 41.50 81 81 F-1 Left Opening 2 12.25 41.50 366 366 F-1 Right Opening 2 17.25 41.50 366 366 F-1 Left Opening 3 20.50 41.50 288 288 F-1 Right Opening 3 25.50 41.50 444 444 Level 3 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs] Wall or Opening X Y Case ---> <------> <--- Line 1 1-1 Left Opening 1 0.00 2.75 20 -20 1-1 Right Opening 1 0.00 4.75 76 -76 1-1 Right Wall End 0.00 8.00 96 -96 1-3 Left Wall End 0.00 15.00 -56 56 1-3 Left Opening 1 0.00 16.75 -46 46 1-3 Right Opening 1 0.00 18.75 9 -9 1-3 Left Opening 2 0.00 23.00 10 -10 1-3 Right Opening 2 0.00 25.00 66 -66 1-3 Right Wall End 0.00 26.75 76 -76 1-5 Left Wall End 0.00 33.75 -76 76 1-5 Left Opening 1 0.00 36.25 -65 65 1-5 Right Opening 1 0.00 38.25 -10 10 1-1 Left Opening 1 0.00 2.75 49 49 1-1 Right Opening 1 0.00 4.75 49 49 1-3 Left Opening 1 0.00 16.75 29 29 1-3 Right Opening 1 0.00 18.75 70 70 1-3 Left Opening 2 0.00 23.00 70 70 1-3 Right Opening 2 0.00 25.00 29 29 1-5 Left Opening 1 0.00 36.25 52 52 1-5 Right Opening 1 0.00 38.25 47 47 Line 2 2-2 Left Wall End 12.75 0.00 -15 15 2-2 Right Wall End 12.75 11.25 298 -298 2-3 Left Wall End 12.75 30.00 -263 263 2-3 Right Wall End 12.75 40.00 15 -15 Line 4 4-1 Left Opening 1 28.50 4.00 -15 15 4-1 Right Opening 1 28.50 9.00 89 -89 4-1 Left Opening 2 28.50 12.75 48 -48 4-1 Right Opening 2 28.50 14.75 89 -89 4-1 Right Wall End 28.50 17.25 92 -92 4-3 Left Wall End 28.50 24.50 -82 82 4-3 Left Opening 1 28.50 27.00 -83 83 4-3 Right Opening 1 28.50 29.00 -41 41 4-3 Left Opening 2 28.50 31.25 -80 80 4-3 Right Opening 2 28.50 36.25 24 -24 37 Page 188 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible wind design, continued) 4-1 Left Opening 1 28.50 4.00 89 89 4-1 Right Opening 1 28.50 9.00 134 134 4-1 Left Opening 2 28.50 12.75 54 54 4-1 Right Opening 2 28.50 14.75 36 36 4-3 Left Opening 1 28.50 27.00 47 47 4-3 Right Opening 1 28.50 29.00 42 42 4-3 Left Opening 2 28.50 31.25 112 112 4-3 Right Opening 2 28.50 36.25 112 112 Line A A-1 Left Opening 1 6.00 -0.50 -78 78 A-1 Right Opening 1 11.00 -0.50 29 -29 A-2 Left Opening 1 21.00 1.50 -81 81 A-2 Right Opening 1 26.00 1.50 26 -26 A-1 Left Opening 1 6.00 -0.50 233 233 A-1 Right Opening 1 11.00 -0.50 87 87 A-2 Left Opening 1 21.00 1.50 242 242 A-2 Right Opening 1 26.00 1.50 78 78 Line C C-2 Left Wall End 8.50 20.50 -585 585 C-2 Right Wall End 26.50 20.50 34 -34 Line F F-1 Left Opening 1 6.00 40.50 -74 74 F-1 Right Opening 1 11.00 40.50 28 -28 F-2 Left Opening 1 20.75 38.50 -74 74 F-2 Right Opening 1 25.75 38.50 27 -27 F-1 Left Opening 1 6.00 40.50 221 221 F-1 Right Opening 1 11.00 40.50 83 83 F-2 Left Opening 1 20.75 38.50 222 222 F-2 Right Opening 1 25.75 38.50 81 81 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 38 Page 189 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 1 Both ExtS 157.9 41.50 8.00 15.8 .001 19.1 178 .028 .066 0.00 0.07 Line 3 3-1 1 Both 1S 196.0 9.50 8.00 10.5 .006 19.1 178 .028 .082 0.16 0.25 3-2 1 Both 1S 196.0 9.50 8.00 10.5 .006 19.1 178 .028 .082 0.16 0.25 Line 4 4-1 1 Both - - - - - - 0.37 4-1,1 Both ExtS 158.5 4.00 6.75 10.5 .007 19.1 178 .028 .056 0.31 0.37 4-1,2 Both ExtS 158.5 4.00 6.75 10.5 .007 19.1 178 .028 .056 0.31 0.37 4-3 1 Both ExtS 126.8 4.75 8.00 10.5 .007 19.1 178 .028 .053 0.30 0.36 4-5 1 Both ExtS 126.8 4.75 8.00 10.5 .007 19.1 178 .028 .053 0.30 0.36 4-7 1 W->E - - 9.75 8.00 - - - - - - - 0.39 E->W - - 9.75 8.00 - - - - - - - 0.37 4-7,1 Both ExtS 159.5 4.00 6.75 10.5 .007 19.1 178 .028 .056 0.31 0.37 4-7,2 S->N ExtS 159.5 3.75 6.75 10.5 .008 19.1 178 .028 .056 0.34 0.40 N->S ExtS 159.5 3.75 6.75 10.5 .008 19.1 178 .028 .056 0.31 0.37 Line A A-1 1 Both - - - - - - 0.29 A-1,1 W->E ExtS 200.1 6.75 6.75 10.5 .005 19.1 178 .028 .071 0.19 0.26 E->W ExtS 200.1 6.75 6.75 10.5 .005 19.1 178 .028 .071 0.19 0.27 A-1,2 Both ExtS 239.9 13.25 5.50 10.5 .002 19.1 178 .028 .069 0.07 0.14 A-1,3 Both ExtS 206.6 3.50 6.75 10.5 .011 19.1 178 .028 .073 0.38 0.47 Line C C-1 1 Both 1S 286.1 29.50 8.00 10.5 .003 19.1 178 .028 .120 0.05 0.18 Line F F-1 1 W->E - - 31.50 8.00 - - - - - - - 0.28 E->W - - 31.50 8.00 - - - - - - - 0.29 F-1,1 W->E ExtS 193.4 4.50 6.75 10.5 .008 19.1 178 .028 .068 0.28 0.36 E->W ExtS 193.4 4.50 6.75 10.5 .008 19.1 178 .028 .068 0.29 0.37 F-1,2 Both ExtS 227.0 14.50 5.50 10.5 .001 19.1 178 .028 .065 0.06 0.13 F-1,3 Both ExtS 193.4 4.50 6.75 10.5 .008 19.1 178 .028 .068 0.29 0.36 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 1 Both - - - - - - 0.76 1-1,1 Both ExtS 71.0 4.25 7.75 10.5 .005 19.1 178 .028 .029 0.56 0.59 1-1,2 S->N ExtS 71.0 2.75 7.75 10.5 .007 19.1 178 .028 .029 0.89 0.93 N->S ExtS 71.0 2.75 7.75 10.5 .007 19.1 178 .028 .029 0.89 0.92 1-2 1 W->E - - 11.25 9.00 - - - - - - - 0.82 E->W - - 11.25 9.00 - - - - - - - 0.81 1-2,1 S->N ExtS 81.4 3.25 7.75 10.5 .007 19.1 178 .028 .033 0.75 0.79 N->S ExtS 81.4 3.25 7.75 10.5 .007 19.1 178 .028 .033 0.74 0.78 1-2,2 S->N ExtS 81.4 3.00 7.75 10.5 .007 19.1 178 .028 .033 0.81 0.86 N->S ExtS 81.4 3.00 7.75 10.5 .007 19.1 178 .028 .033 0.81 0.85 1-3 1 Both - - - - - - 0.63 1-3,1 S->N ExtS 54.5 2.25 7.75 10.5 .007 19.1 178 .028 .022 1.11 1.14 N->S ExtS 54.5 2.25 7.75 10.5 .007 19.1 178 .028 .022 1.10 1.13 1-3,2 Both ExtS 67.8 7.50 6.50 10.5 .001 19.1 178 .028 .023 0.26 0.28 1-3,3 Both ExtS 58.5 5.25 7.75 10.5 .003 19.1 178 .028 .024 0.44 0.47 Line 2 2-1 3 S->N 1S 299.1 7.50 9.00 10.5 .016 37.3 149 .017 .072 0.38 0.47 N->S 1S 299.1 7.50 9.00 10.5 .016 37.3 149 .017 .072 0.37 0.46 2-2 3 S->N 1S 269.0 5.50 9.00 10.5 .019 37.3 149 .017 .065 0.52 0.60 N->S 1S 269.0 5.50 9.00 10.5 .019 37.3 149 .017 .065 0.51 0.59 Line 4 4-3 4 W->E - - 19.50 9.00 - - - - - - - 0.51 E->W - - 19.50 9.00 - - - - - - - 0.50 4-3,1 S->N ExtS 168.8 5.00 7.75 10.5 .009 24.7 171 .025 .053 0.49 0.55 N->S ExtS 168.8 5.00 7.75 10.5 .009 24.7 171 .025 .053 0.48 0.54 4-3,2 S->N ExtS 195.9 5.75 6.50 10.5 .005 24.7 171 .025 .052 0.35 0.41 N->S ExtS 195.9 5.75 6.50 10.5 .005 24.7 171 .025 .052 0.35 0.40 4-3,3 S->N ExtS 169.4 4.75 7.75 10.5 .010 24.7 171 .025 .053 0.51 0.58 N->S ExtS 169.4 4.75 7.75 10.5 .010 24.7 171 .025 .053 0.50 0.57 Line A A-1 1 W->E - - 32.00 9.00 - - - - - - - 0.61 E->W - - 32.00 9.00 - - - - - - - 0.60 A-1,1 Both ExtS 120.1 9.00 7.75 10.5 .004 19.1 178 .028 .049 0.26 0.31 39 Page 190 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 MWFRS DEFLECTION (flexible wind design, continued) A-1,2 W->E ExtS 199.1 2.75 6.50 10.5 .011 19.1 178 .028 .068 0.77 0.85 E->W ExtS 199.1 2.75 6.50 10.5 .011 19.1 178 .028 .068 0.76 0.84 A-1,3 W->E ExtS 243.8 3.75 6.50 10.5 .010 19.1 178 .028 .083 0.56 0.65 E->W ExtS 243.8 3.75 6.50 10.5 .010 19.1 178 .028 .083 0.55 0.64 A-1,4 W->E ExtS 164.8 4.50 7.75 10.5 .010 19.1 178 .028 .067 0.54 0.62 E->W ExtS 164.8 4.50 7.75 10.5 .010 19.1 178 .028 .067 0.53 0.61 Line C C-2 1 W->E 1S 166.9 32.00 9.00 10.5 .002 19.1 178 .028 .079 0.08 0.17 E->W 1S 166.9 32.00 9.00 10.5 .002 19.1 178 .028 .079 0.08 0.16 Line F F-1 1 Both - - - - - - 0.58 F-1,1 Both ExtS 114.2 8.50 7.75 10.5 .004 19.1 178 .028 .046 0.27 0.32 F-1,2 W->E ExtS 189.3 3.25 6.50 10.5 .009 19.1 178 .028 .065 0.64 0.72 E->W ExtS 189.3 3.25 6.50 10.5 .009 19.1 178 .028 .065 0.63 0.71 F-1,3 W->E ExtS 231.8 3.25 6.50 10.5 .011 19.1 178 .028 .079 0.65 0.74 E->W ExtS 231.8 3.25 6.50 10.5 .011 19.1 178 .028 .079 0.64 0.73 F-1,4 W->E ExtS 156.7 5.00 7.75 10.5 .009 19.1 178 .028 .064 0.48 0.56 E->W ExtS 156.7 5.00 7.75 10.5 .009 19.1 178 .028 .064 0.48 0.55 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 3 Line 1 1-1 1 Both - - - - - - 0.76 1-1,1 Both ExtS 43.1 3.25 7.75 10.5 .004 19.1 178 .028 .018 0.74 0.76 1-1,2 Both ExtS 43.1 3.25 7.75 10.5 .004 19.1 178 .028 .018 0.74 0.76 1-3 1 Both - - - - - - 1.16 1-3,1 S->N ExtS 43.9 1.75 7.75 10.5 .007 19.1 178 .028 .018 1.48 1.50 N->S ExtS 43.9 1.75 7.75 10.5 .007 19.1 178 .028 .018 1.47 1.49 1-3,2 Both ExtS 54.9 4.25 6.50 10.5 .002 19.1 178 .028 .019 0.46 0.48 1-3,3 S->N ExtS 43.9 1.75 7.75 10.5 .007 19.1 178 .028 .018 1.48 1.50 N->S ExtS 43.9 1.75 7.75 10.5 .007 19.1 178 .028 .018 1.47 1.49 1-5 1 Both - - - - - - 1.07 1-5,1 S->N ExtS 46.8 2.50 7.75 10.5 .005 19.1 178 .028 .019 0.98 1.01 N->S ExtS 46.8 2.50 7.75 10.5 .005 19.1 178 .028 .019 0.98 1.00 1-5,2 Both ExtS 46.8 2.25 7.75 10.5 .006 19.1 178 .028 .019 1.11 1.13 Line 2 2-2 1 Both 1S 57.8 11.25 9.00 10.5 .002 19.1 178 .028 .027 0.23 0.26 2-3 1 S->N 1S 57.8 10.00 9.00 10.5 .002 19.1 178 .028 .027 0.27 0.30 N->S 1S 57.8 10.00 9.00 10.5 .002 19.1 178 .028 .027 0.26 0.29 Line 4 4-1 1 W->E - - 15.75 9.00 - - - - - - - 0.86 E->W - - 15.75 9.00 - - - - - - - 0.85 4-1,1 Both ExtS 53.7 2.50 7.75 10.5 .006 19.1 178 .028 .022 0.99 1.01 4-1,2 S->N ExtS 63.2 3.75 6.50 10.5 .003 19.1 178 .028 .022 0.53 0.56 N->S ExtS 63.2 3.75 6.50 10.5 .003 19.1 178 .028 .022 0.53 0.55 4-1,3 Both ExtS 39.4 2.50 7.75 10.5 .004 19.1 178 .028 .016 0.98 1.00 4-3 1 W->E - - 14.00 9.00 - - - - - - - 1.04 E->W - - 14.00 9.00 - - - - - - - 1.03 4-3,1 Both ExtS 42.4 2.50 7.75 10.5 .005 19.1 178 .028 .017 0.98 1.00 4-3,2 Both ExtS 75.5 2.25 6.50 10.5 .005 19.1 178 .028 .026 0.93 0.96 4-3,3 S->N ExtS 63.0 2.25 7.75 10.5 .008 19.1 178 .028 .026 1.11 1.15 N->S ExtS 63.0 2.25 7.75 10.5 .008 19.1 178 .028 .026 1.11 1.14 Line A A-1 1 W->E - - 13.25 9.00 - - - - - - - 0.79 E->W - - 13.25 9.00 - - - - - - - 0.78 A-1,1 Both ExtS 68.6 6.00 7.75 10.5 .003 19.1 178 .028 .028 0.39 0.42 A-1,2 W->E ExtS 68.6 2.25 7.75 10.5 .008 19.1 178 .028 .028 1.12 1.15 E->W ExtS 68.6 2.25 7.75 10.5 .008 19.1 178 .028 .028 1.11 1.14 A-2 1 Both - - - - - - 0.67 A-2,1 Both ExtS 63.5 7.75 7.75 10.5 .002 19.1 178 .028 .026 0.30 0.32 A-2,2 Both ExtS 63.5 2.50 7.75 10.5 .007 19.1 178 .028 .026 0.99 1.02 Line C C-2 1 Both 1S 103.3 18.00 9.00 10.5 .002 19.1 178 .028 .049 0.15 0.20 Line F F-1 1 Both - - - - - - 0.78 F-1,1 W->E ExtS 65.0 6.00 7.75 10.5 .003 19.1 178 .028 .026 0.39 0.42 E->W ExtS 65.0 6.00 7.75 10.5 .003 19.1 178 .028 .026 0.39 0.41 F-1,2 W->E ExtS 65.0 2.25 7.75 10.5 .008 19.1 178 .028 .026 1.11 1.15 E->W ExtS 65.0 2.25 7.75 10.5 .008 19.1 178 .028 .026 1.11 1.14 F-2 1 W->E - - 15.25 9.00 - - - - - - - 0.63 E->W - - 15.25 9.00 - - - - - - - 0.62 F-2,1 Both ExtS 60.2 7.50 7.75 10.5 .002 19.1 178 .028 .024 0.31 0.33 F-2,2 W->E ExtS 60.2 2.75 7.75 10.5 .006 19.1 178 .028 .024 0.89 0.92 40 Page 191 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 MWFRS DEFLECTION (flexible wind design, continued) E->W ExtS 60.2 2.75 7.75 10.5 .006 19.1 178 .028 .024 0.88 0.91 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp – Wall design group, refer to Sheathing and Framing Materials tables. Dir – Force direction. Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v – ASD shear force per unit distance on wall segment. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b – Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h – Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Defl – Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = vw / (vw / Gvtv + 0.75 en), from SDPWS Ex. C4.3.4-1. vw = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D of form aVn^b for WSP, constant for other materials. Vn = Shear force per nail along panel edge at ASD capacity vw. Hold – Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T555. 41 Page 192 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 1 Line 1 1-1 S->N HTT5 16d -223 .000 .000 0.000 - - .000 5198 0.01 0.01 0.00 N->S HTT5 16d -427 .000 .000 0.000 - - .000 3761 0.01 0.01 0.00 Line 3 3-1 Both HTT4 16d 1382 .040 .001 0.041 - - .137 1990 0.01 0.19 0.16 3-2 Both HTT4 16d 1382 .040 .001 0.041 - - .137 1990 0.01 0.19 0.16 Line 4 4-1,1 Both HTT4 16d 997 .029 .000 0.029 - - .137 1381 0.01 0.17 0.31 4-1,2 Both HTT4 16d 997 .029 .000 0.029 - - .137 1381 0.01 0.17 0.31 4-3 Both HTT4 16d 900 .026 .000 0.027 - - .137 1356 0.01 0.17 0.30 4-5 Both HTT4 16d 900 .026 .000 0.027 - - .137 1356 0.01 0.17 0.30 4-7,1 Both HTT4 16d 1005 .029 .000 0.030 - - .137 1389 0.01 0.17 0.31 4-7,2 S->N HTT4 16d 1019 .030 .000 0.030 - - .137 2121 0.01 0.18 0.34 N->S HTT4 16d 573 .017 .000 0.017 - - .137 1379 0.01 0.16 0.31 Line A A-1,1 W->E HTT4 16d 1160 .034 .001 0.034 - - .137 1807 0.01 0.18 0.19 E->W HTT4 16d 1159 .034 .001 0.034 - - .137 2852 0.01 0.18 0.19 A-1,2 Both HTT4 16d 868 .025 .000 0.026 - - .137 2140 0.01 0.17 0.07 A-1,3 Both HTT4 16d 1375 .040 .001 0.041 - - .137 1711 0.01 0.18 0.38 Line C C-1 Both HTT4 16d 1601 .046 .001 0.047 - - .137 3489 0.01 0.20 0.05 Line F F-1,1 W->E HTT4 16d 1200 .035 .001 0.035 - - .137 1652 0.01 0.18 0.28 E->W HTT4 16d 1220 .035 .001 0.036 - - .137 2676 0.01 0.18 0.29 F-1,2 Both HTT4 16d 748 .022 .000 0.022 - - .137 2140 0.01 0.17 0.06 F-1,3 Both HTT4 16d 1220 .035 .001 0.036 - - .137 1652 0.01 0.18 0.29 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 2 Line 1 1-1,1 S->N CS14 413 .003 .000 0.003 - - .281 872 0.00 0.29 0.56 N->S CS14 413 .002 .000 0.002 - - .281 872 0.00 0.29 0.55 1-1,2 S->N CS14 494 .004 .000 0.004 - - .281 791 0.00 0.29 0.89 N->S CS14 494 .002 .000 0.002 - - .281 791 0.00 0.29 0.89 1-2,1 S->N CS14 552 .004 .000 0.004 - - .281 903 0.00 0.29 0.75 N->S CS14 552 .002 .000 0.002 - - .281 903 0.00 0.29 0.74 1-2,2 S->N CS14 566 .005 .000 0.005 - - .281 890 0.00 0.29 0.81 N->S CS14 566 .002 .000 0.002 - - .281 890 0.00 0.29 0.81 1-3,1 S->N CS14 384 .003 .000 0.003 - - .281 627 0.00 0.29 1.11 N->S CS14 384 .002 .000 0.002 - - .281 627 0.00 0.28 1.10 1-3,2 Both CS14 152 .001 .000 0.001 - - .281 962 0.00 0.29 0.26 1-3,3 S->N CS14 263 .002 .000 0.002 - - .281 830 0.00 0.29 0.44 N->S CS14 263 .001 .000 0.001 - - .281 830 0.00 0.29 0.44 Line 2 2-1 S->N 2CS14 2582 .010 .000 0.010 - - .281 3122 0.01 0.30 0.38 N->S 2CS14 2582 .005 .000 0.005 - - .281 3122 0.01 0.30 0.37 2-2 S->N 2CS14 2388 .010 .000 0.010 - - .281 2784 0.01 0.30 0.52 N->S 2CS14 2388 .005 .000 0.005 - - .281 2784 0.01 0.30 0.51 Line 4 4-3,1 S->N CS14 1175 .009 .000 0.009 - - .281 1715 0.01 0.30 0.49 N->S CS14 1175 .005 .000 0.005 - - .281 1715 0.01 0.29 0.48 4-3,2 S->N CS14 1099 .009 .000 0.009 - - .281 1720 0.01 0.30 0.35 N->S CS14 1099 .004 .000 0.004 - - .281 1720 0.01 0.29 0.35 4-3,3 S->N CS14 1194 .010 .000 0.010 - - .281 1707 0.01 0.30 0.51 N->S CS14 1194 .005 .000 0.005 - - .281 1707 0.01 0.29 0.50 Line A A-1,1 W->E CS14 593 .005 .000 0.005 - - .281 1565 0.01 0.29 0.26 E->W CS14 593 .002 .000 0.002 - - .281 1565 0.01 0.29 0.26 A-1,2 W->E CS14 1312 .011 .000 0.011 - - .281 1609 0.01 0.30 0.77 E->W CS14 1312 .005 .000 0.005 - - .281 1609 0.01 0.29 0.76 A-1,3 W->E CS14 1546 .012 .000 0.012 - - .281 1951 0.01 0.30 0.56 E->W CS14 1546 .006 .000 0.006 - - .281 1951 0.01 0.30 0.55 A-1,4 W->E CS14 1170 .009 .000 0.009 - - .281 1656 0.01 0.30 0.54 E->W CS14 1170 .005 .000 0.005 - - .281 1656 0.01 0.29 0.53 Line C C-2 W->E CS14 650 .005 .000 0.005 - - .281 2954 0.01 0.30 0.08 42 Page 193 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design, continued) E->W CS14 650 .003 .000 0.003 - - .281 2954 0.01 0.30 0.08 Line F F-1,1 W->E CS14 568 .005 .000 0.005 - - .281 1486 0.01 0.29 0.27 E->W CS14 568 .002 .000 0.002 - - .281 1486 0.01 0.29 0.27 F-1,2 W->E CS14 1201 .010 .000 0.010 - - .281 1552 0.01 0.30 0.64 E->W CS14 1201 .005 .000 0.005 - - .281 1552 0.01 0.29 0.63 F-1,3 W->E CS14 1501 .012 .000 0.012 - - .281 1852 0.01 0.30 0.65 E->W CS14 1501 .006 .000 0.006 - - .281 1852 0.01 0.29 0.64 F-1,4 W->E CS14 1076 .009 .000 0.009 - - .281 1616 0.01 0.30 0.48 E->W CS14 1076 .004 .000 0.004 - - .281 1616 0.01 0.29 0.48 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 3 Line 1 1-1,1 S->N CS14 230 .002 .000 0.002 - - .281 581 0.00 0.29 0.74 N->S CS14 230 .001 .000 0.001 - - .281 581 0.00 0.28 0.73 1-1,2 S->N CS14 230 .002 .000 0.002 - - .281 581 0.00 0.29 0.74 N->S CS14 230 .001 .000 0.001 - - .281 581 0.00 0.28 0.73 1-3,1 S->N CS14 326 .003 .000 0.003 - - .281 515 0.00 0.29 1.48 N->S CS14 326 .001 .000 0.001 - - .281 515 0.00 0.28 1.47 1-3,2 S->N CS14 207 .002 .000 0.002 - - .281 666 0.00 0.29 0.46 N->S CS14 207 .001 .000 0.001 - - .281 666 0.00 0.28 0.46 1-3,3 S->N CS14 326 .003 .000 0.003 - - .281 515 0.00 0.29 1.48 N->S CS14 326 .001 .000 0.001 - - .281 515 0.00 0.28 1.47 1-5,1 S->N CS14 302 .002 .000 0.002 - - .281 572 0.00 0.29 0.98 N->S CS14 302 .001 .000 0.001 - - .281 572 0.00 0.28 0.98 1-5,2 S->N CS14 317 .003 .000 0.003 - - .281 560 0.00 0.29 1.11 N->S CS14 317 .001 .000 0.001 - - .281 560 0.00 0.28 1.10 Line 2 2-2 S->N CS14 115 .001 .000 0.001 - - .281 1052 0.00 0.29 0.23 N->S CS14 220 .001 .000 0.001 - - .281 1227 0.01 0.29 0.23 2-3 S->N CS14 254 .002 .000 0.002 - - .281 1171 0.00 0.29 0.27 N->S CS14 151 .001 .000 0.001 - - .281 999 0.00 0.29 0.26 Line 4 4-1,1 S->N CS14 361 .003 .000 0.003 - - .281 631 0.00 0.29 0.99 N->S CS14 361 .001 .000 0.001 - - .281 631 0.00 0.28 0.98 4-1,2 S->N CS14 288 .002 .000 0.002 - - .281 693 0.00 0.29 0.53 N->S CS14 288 .001 .000 0.001 - - .281 693 0.00 0.28 0.53 4-1,3 S->N CS14 238 .002 .000 0.002 - - .281 508 0.00 0.28 0.98 N->S CS14 238 .001 .000 0.001 - - .281 508 0.00 0.28 0.98 4-3,1 S->N CS14 264 .002 .000 0.002 - - .281 534 0.00 0.29 0.98 N->S CS14 264 .001 .000 0.001 - - .281 534 0.00 0.28 0.98 4-3,2 S->N CS14 461 .004 .000 0.004 - - .281 704 0.00 0.29 0.93 N->S CS14 461 .002 .000 0.002 - - .281 704 0.00 0.29 0.93 4-3,3 S->N CS14 458 .004 .000 0.004 - - .281 701 0.00 0.29 1.11 N->S CS14 458 .002 .000 0.002 - - .281 701 0.00 0.29 1.11 Line A A-1,1 W->E CS14 312 .003 .000 0.003 - - .281 960 0.00 0.29 0.39 E->W CS14 312 .001 .000 0.001 - - .281 960 0.00 0.29 0.39 A-1,2 W->E CS14 507 .004 .000 0.004 - - .281 750 0.00 0.29 1.12 E->W CS14 507 .002 .000 0.002 - - .281 750 0.00 0.29 1.11 A-2,1 W->E CS14 195 .002 .000 0.002 - - .281 1032 0.00 0.29 0.30 E->W CS14 195 .001 .000 0.001 - - .281 1032 0.00 0.29 0.30 A-2,2 W->E CS14 446 .004 .000 0.004 - - .281 716 0.00 0.29 0.99 E->W CS14 446 .002 .000 0.002 - - .281 716 0.00 0.29 0.98 Line C C-2 W->E CS14 457 .004 .000 0.004 - - .281 1753 0.01 0.29 0.15 E->W CS14 457 .002 .000 0.002 - - .281 1753 0.01 0.29 0.15 Line F F-1,1 W->E CS14 282 .002 .000 0.002 - - .281 930 0.00 0.29 0.39 E->W CS14 282 .001 .000 0.001 - - .281 930 0.00 0.29 0.39 F-1,2 W->E CS14 475 .004 .000 0.004 - - .281 718 0.00 0.29 1.11 E->W CS14 475 .002 .000 0.002 - - .281 718 0.00 0.29 1.11 F-2,1 Both CS14 179 .001 .000 0.001 - - .281 989 0.00 0.29 0.31 F-2,2 W->E CS14 402 .003 .000 0.003 - - .281 699 0.00 0.29 0.89 E->W CS14 402 .002 .000 0.002 - - .281 699 0.00 0.29 0.88 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir – Force direction Tens., Comp. force – Accumulated ASD hold-down tension force T and end stud compression force C from overturning, dead loads and wind uplift da – Vertical displacements due to the following components: 43 Page 194 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es ) Ab = bolt cross-sectional area Es = steel modulus = 29000000 psi L = Lb – Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush – Deformation of bottom plate at compression end of wall segment = 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1] r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table 44 Page 195 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs] [lbs] [sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 3 40602 1068.6 8679 8679 28527 29668 8679 8679 8679 8679 2 50534 1387.3 7330 7330 36514 34207 9122 9122 9122 9122 1 47823 1307.3 3286 3286 35183 34137 8632 8632 8632 25460 All 138959 - 27564 27564 - - - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12. Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8). Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Design force for drag struts are determined on a shearline-by-shearline basis, and can use Fx, Fpx, or “Design” depending on the location of transfer forces. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.29; Ev = 0.258 D unfactored; 0.181 D factored; total dead load factor: 0.6 - 0.181 = 0.419 tension, 1.0 + 0.181 = 1.181 compression. Weak Story (SDPWS 4.1.8) The lateral resistance Vr of story 1 is less than that of story 2. Vr1 / Vr2 = 0.998, but V1 / Vr1 = 0.096, so the weak story is permitted. 45 Page 196 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 2404 - - - - - - 10270 - Wall 1-1 1 Both - - 757 1.0 1.0 0 380 - S - 3233 - Seg. 1 - Both 116.4 75.3 378 1.0 1.0 0 380 - 380 1236 0.31 Open. 1 - Both - 133.5 267 - - 0 380 - 380 761 0.35 Seg. 2 - Both 116.4 75.3 378 1.0 1.0 0 380 - 380 1236 0.31 Wall 1-3 1 Both - - 1046 1.0 1.0 0 380 - S - 4469 - Seg. 1 - Both 118.7 74.2 208 1.0 1.0 0 380 - 380 666 0.31 Open. 1 - Both - 133.5 267 - - 0 380 - 380 761 0.35 Seg. 2 - Both 148.4 59.3 631 1.0 1.0 0 380 - 380 1617 0.39 Open. 2 - Both - 133.5 267 - - 0 380 - 380 761 0.35 Seg. 3 - Both 118.7 74.2 208 1.0 1.0 0 380 - 380 666 0.31 Wall 1-5 1 Both - - 601 1.0 1.0 0 380 - S - 2567 - Seg. 1 - Both 126.5 70.3 316 1.0 1.0 0 380 - 380 951 0.33 Open. 1 - Both - 133.5 267 - - 0 380 - 380 761 0.35 Seg. 2 - Both 126.5 70.3 285 1.0 1.0 0 380 - 380 856 0.33 Level 2 Ln1, Lev2 - Both - - 4013 - - - - - - 16355 - Wall 1-1 1 Both - - 1027 1.0 1.0 0 380 - S - 4184 - Seg. 1 - Both 146.6 66.7 623 1.0 1.0 0 380 - 380 1617 0.39 Open. 1 - Both - 140.0 560 - - 0 380 - 380 1521 0.37 Seg. 2 - Both 146.6 66.7 403 1.0 1.0 0 380 - 380 1046 0.39 Wall 1-2 1 Both - - 1050 1.0 1.0 0 380 - S - 4279 - Seg. 1 - Both 168.0 56.0 546 1.0 1.0 0 380 - 380 1236 0.44 Open. 1 - Both - 140.0 700 - - 0 380 - 380 1902 0.37 Seg. 2 - Both 168.0 56.0 504 1.0 1.0 0 380 - 380 1141 0.44 Wall 1-3 1 Both - - 1936 1.0 1.0 0 380 - S - 7892 - Seg. 1 - Both 112.5 83.7 253 1.0 1.0 0 380 - 380 856 0.30 Open. 1 - Both - 140.0 280 - - 0 380 - 380 761 0.37 Seg. 2 - Both 139.9 70.0 1049 1.0 1.0 0 380 - 380 2853 0.37 Open. 2 - Both - 140.0 525 - - 0 380 - 380 1426 0.37 Seg. 3 - Both 120.8 79.6 634 1.0 1.0 0 380 - 380 1997 0.32 Level 1 Ln1, Lev1 1 Both 230.8 - 9579 1.0 1.0 0 380 - S 380 15785 0.61 Line 2 Level 3 Ln2, Lev3 - Both - - 3631 - - - - - - 8083 - Wall 2-2 1 Both 170.9 - 1923 1.0 1.0 0 380 - S 380 4279 0.45 Wall 2-3 1 Both 170.9 - 1709 1.0 1.0 0 380 - S 380 3804 0.45 Level 2 Ln2, Lev2 - Both - - 6731 - - - - - - 8311 - Wall 2-1 3^Both 517.8 - 3883 1.0 1.0 0 639 - S 639 4795 0.81 Wall 2-2 3^Both 517.8 - 2848 1.0 1.0 0 639 - S 639 3516 0.81 Line 3 Level 1 Ln3, Lev1 - Both - - 3688 - - - - - - 7227 - Wall 3-1 1 Both 194.1 - 1844 1.0 1.0 0 380 - S 380 3613 0.51 Wall 3-2 1 Both 194.1 - 1844 1.0 1.0 0 380 - S 380 3613 0.51 Line 4 Level 3 Ln4, Lev3 - Both - - 2644 - - - - - - 11316 - Wall 4-1 1 Both - - 1400 1.0 1.0 0 380 - S - 5991 - Seg. 1 - Both 160.0 53.3 400 1.0 1.0 0 380 - 380 951 0.42 Open. 1 - Both - 133.3 667 - - 0 380 - 380 1902 0.35 Seg. 2 - Both 188.4 39.1 707 1.0 1.0 0 380 - 380 1426 0.50 Open. 2 - Both - 133.3 267 - - 0 380 - 380 761 0.35 Seg. 3 - Both 117.3 74.7 293 1.0 1.0 0 380 - 380 951 0.31 Wall 4-3 1 Both - - 1244 1.0 1.0 0 380 - S - 5325 - Seg. 1 - Both 126.3 70.2 316 1.0 1.0 0 380 - 380 951 0.33 Open. 1 - Both - 133.3 267 - - 0 380 - 380 761 0.35 Seg. 2 - Both 225.0 20.8 506 1.0 1.0 0 380 - 380 856 0.59 Open. 2 - Both - 133.3 667 - - 0 380 - 380 1902 0.35 Seg. 3 - Both 187.6 39.5 422 1.0 1.0 0 380 - 380 856 0.49 Level 2 Ln4, Lev2 - Both - - 5265 - - - - - - 9541 - Wall 4-3 4^Both - - 5265 1.0 1.0 0 489 - S - 9541 - Seg. 1 - Both 320.2 244.9 1601 1.0 1.0 0 489 - 489 2446 0.65 Open. 1 - Both - 405.0 810 - - 0 489 - 489 979 0.83 Seg. 2 - Both 371.7 219.2 2137 1.0 1.0 0 489 - 489 2813 0.76 Open. 2 - Both - 405.0 810 - - 0 489 - 489 979 0.83 Seg. 3 - Both 321.4 244.3 1527 1.0 1.0 0 489 - 489 2324 0.66 46 Page 197 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEAR RESULTS (flexible seismic design, continued) Level 1 Ln4, Lev1 - Both - - 6028 - - - - - - 11125 - Wall 4-1 1 Both - - 2061 1.0 1.0 0 380 - S - 3804 - Seg. 1 - Both 257.6 175.2 1030 1.0 1.0 0 380 - 380 1521 0.68 Open. 1 - Both - 329.7 659 - - 0 380 - 380 761 0.87 Seg. 2 - Both 257.6 175.2 1030 1.0 1.0 0 380 - 380 1521 0.68 Wall 4-3 1 Both 206.1 - 979 1.0 1.0 0 380 - S 380 1807 0.54 Wall 4-5 1 Both 206.1 - 979 1.0 1.0 0 380 - S 380 1807 0.54 Wall 4-7 1 Both - - 2009 1.0 1.0 0 380 - S - 3708 - Seg. 1 - Both 259.3 174.2 1037 1.0 1.0 0 380 - 380 1521 0.68 Open. 1 - Both - 329.7 659 - - 0 380 - 380 761 0.87 Seg. 2 - Both 259.3 174.2 972 1.0 1.0 0 380 - 380 1426 0.68 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 2588 - - - - - - 10840 - Wall A-1 1 Both - - 1203 1.0 1.0 0 380 - S - 5040 - Seg. 1 - Both 145.8 63.3 875 1.0 1.0 0 380 - 380 2282 0.38 Open. 1 - Both - 136.2 681 - - 0 380 - 380 1902 0.36 Seg. 2 - Both 145.8 63.3 328 1.0 1.0 0 380 - 380 856 0.38 Wall A-2 1 Both - - 1385 1.0 1.0 0 380 - S - 5800 - Seg. 1 - Both 135.1 68.7 1047 1.0 1.0 0 380 - 380 2948 0.36 Open. 1 - Both - 136.2 681 - - 0 380 - 380 1902 0.36 Seg. 2 - Both 135.1 68.7 338 1.0 1.0 0 380 - 380 951 0.36 Level 2 LnA, Lev2 - Both - - 4625 - - - - - - 12171 - Wall A-1 1 Both - - 4625 1.0 1.0 0 380 - S - 12171 - Seg. 1 - Both 169.1 132.2 1522 1.0 1.0 0 380 - 380 3423 0.44 Open. 1 - Both - 216.8 434 - - 0 380 - 380 761 0.57 Seg. 2 - Both 280.3 76.6 771 1.0 1.0 0 380 - 380 1046 0.74 Open. 2 - Both - 216.8 1084 - - 0 380 - 380 1902 0.57 Seg. 3 - Both 343.3 45.1 1287 1.0 1.0 0 380 - 380 1426 0.90 Open. 3 - Both - 216.8 1084 - - 0 380 - 380 1902 0.57 Seg. 4 - Both 232.1 100.7 1044 1.0 1.0 0 380 - 380 1712 0.61 Level 1 LnA, Lev1 - Both - - 5544 - - - - - - 11981 - Wall A-1 1 Both - - 5544 1.0 1.0 0 380 - S - 11981 - Seg. 1 - Both 211.2 154.9 1426 1.0 1.0 0 380 - 380 2567 0.56 Open. 1 - Both - 281.6 1126 - - 0 380 - 380 1521 0.74 Seg. 2 - Both 253.2 129.7 3355 1.0 1.0 0 380 - 380 5040 0.67 Open. 2 - Both - 281.6 1126 - - 0 380 - 380 1521 0.74 Seg. 3 - Both 218.0 150.8 763 1.0 1.0 0 380 - 380 1331 0.57 Line C Level 3 LnC, Lev3 - Both - - 3625 - - - - - - 6846 - Wall C-2 1 Both 201.4 - 3625 1.0 1.0 0 380 - S 380 6846 0.53 Level 2 LnC, Lev2 - Both - - 6963 - - - - - - 12171 - Wall C-2 1 Both 217.6 - 6963 1.0 1.0 0 380 - S 380 12171 0.57 Level 1 LnC, Lev1 - Both - - 8413 - - - - - - 11221 - Wall C-1 1^Both 285.2 - 8413 1.0 1.0 0 380 - S 380 11221 0.75 Line F Level 3 LnF, Lev3 - Both - - 2465 - - - - - - 10840 - Wall F-1 1 Both - - 1146 1.0 1.0 0 380 - S - 5040 - Seg. 1 - Both 138.9 60.3 834 1.0 1.0 0 380 - 380 2282 0.37 Open. 1 - Both - 129.8 649 - - 0 380 - 380 1902 0.34 Seg. 2 - Both 138.9 60.3 313 1.0 1.0 0 380 - 380 856 0.37 Wall F-2 1 Both - - 1319 1.0 1.0 0 380 - S - 5800 - Seg. 1 - Both 128.7 65.4 965 1.0 1.0 0 380 - 380 2853 0.34 Open. 1 - Both - 129.8 649 - - 0 380 - 380 1902 0.34 Seg. 2 - Both 128.7 65.4 354 1.0 1.0 0 380 - 380 1046 0.34 Level 2 LnF, Lev2 - Both - - 4421 - - - - - - 12171 - Wall F-1 1 Both - - 4421 1.0 1.0 0 380 - S - 12171 - Seg. 1 - Both 161.7 126.4 1374 1.0 1.0 0 380 - 380 3233 0.43 Open. 1 - Both - 207.2 414 - - 0 380 - 380 761 0.54 Seg. 2 - Both 267.9 73.3 871 1.0 1.0 0 380 - 380 1236 0.70 Open. 2 - Both - 207.2 1036 - - 0 380 - 380 1902 0.54 Seg. 3 - Both 328.2 43.2 1067 1.0 1.0 0 380 - 380 1236 0.86 47 Page 198 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 SHEAR RESULTS (flexible seismic design, continued) Open. 3 - Both - 207.2 1036 - - 0 380 - 380 1902 0.54 Seg. 4 - Both 221.9 96.3 1109 1.0 1.0 0 380 - 380 1902 0.58 Level 1 LnF, Lev1 - Both - - 5338 - - - - - - 11981 - Wall F-1 1 Both - - 5338 1.0 1.0 0 380 - S - 11981 - Seg. 1 - Both 205.1 148.0 923 1.0 1.0 0 380 - 380 1712 0.54 Open. 1 - Both - 271.1 1084 - - 0 380 - 380 1521 0.71 Seg. 2 - Both 240.8 126.6 3492 1.0 1.0 0 380 - 380 5515 0.63 Open. 2 - Both - 271.1 1084 - - 0 380 - 380 1521 0.71 Seg. 3 - Both 205.1 148.0 923 1.0 1.0 0 380 - 380 1712 0.54 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the Design setting for ignoring contribution was set. Refer to the Sheathing Materials table for the wall groups affected. 48 Page 199 Page 200 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible seismic design) Level 1 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 V Elem 0.00 -1.37 859 306 92 646 Refer to upper level V Elem 0.00 -1.37 -859 509 92 1461 Compression V Elem 0.00 -0.37 825 263 79 641 Refer to upper level V Elem 0.00 -0.37 -825 439 79 1343 Compression 1-1 L End 0.00 0.12 1858 1494 449 813 HTT5 16d 5090 0.16 1-1 L End 0.00 0.12 -1858 2490 449 4797 Compression 9844 0.49 V Elem 0.00 7.88 825 263 79 641 Refer to upper level V Elem 0.00 7.88 -825 439 79 1343 Compression V Elem 0.00 8.13 0 473 85 558 Compression V Elem 0.00 9.38 859 261 79 677 Refer to upper level V Elem 0.00 9.38 -859 436 79 1374 Compression V Elem 0.00 9.63 859 258 78 679 Refer to upper level V Elem 0.00 9.63 -859 429 78 1366 Compression V Elem 0.00 14.88 0 473 85 558 Compression V Elem 0.00 15.13 819 314 94 599 Refer to upper level V Elem 0.00 15.13 -819 523 94 1436 Compression V Elem 0.00 20.63 859 249 75 685 Refer to upper level V Elem 0.00 20.63 -859 414 75 1348 Compression V Elem 0.00 20.88 850 599 180 431 Refer to upper level V Elem 0.00 20.88 -850 999 180 2029 Compression V Elem 0.00 26.63 819 314 94 599 Refer to upper level V Elem 0.00 26.63 -819 523 94 1436 Compression V Elem 0.00 26.88 0 473 85 558 Compression V Elem 0.00 33.63 0 473 85 558 Compression V Elem 0.00 33.87 832 195 59 695 Refer to upper level V Elem 0.00 33.87 -832 326 59 1216 Compression V Elem 0.00 40.38 832 189 57 700 Refer to upper level V Elem 0.00 40.38 -832 316 57 1205 Compression 1-1 R End 0.00 41.37 2708 2110 635 1233 HTT5 16d 5090 0.24 1-1 R End 0.00 41.37 -2708 3516 635 6858 Compression 9844 0.70 Line 2 V Elem 12.75 -0.37 0 186 34 219 Compression V Elem 12.75 0.12 1573 417 125 1281 Refer to upper level V Elem 12.75 0.12 -1573 695 125 2394 Compression V Elem 12.75 1.38 0 219 40 259 Compression V Elem 12.75 11.13 1573 312 94 1355 Refer to upper level V Elem 12.75 11.13 -1573 520 94 2186 Compression V Elem 12.75 13.13 4821 203 61 4679 Refer to upper level V Elem 12.75 13.13 -4821 338 61 5219 Compression V Elem 12.75 20.37 4821 203 61 4679 Refer to upper level V Elem 12.75 20.37 -4821 338 61 5219 Compression V Elem 12.75 21.63 4882 149 45 4778 Refer to upper level V Elem 12.75 21.63 -4882 248 45 5174 Compression V Elem 12.75 26.88 4882 149 45 4778 Refer to upper level V Elem 12.75 26.88 -4882 248 45 5174 Compression V Elem 12.75 30.13 1577 279 84 1382 Refer to upper level V Elem 12.75 30.13 -1577 465 84 2126 Compression V Elem 12.75 38.63 0 219 40 259 Compression V Elem 12.75 39.88 1577 382 115 1310 Refer to upper level V Elem 12.75 39.88 -1577 637 115 2330 Compression V Elem 12.75 40.38 0 186 34 219 Compression Line 3 3-1 L End 20.50 0.63 1595 228 69 1435 HTT4 16d 4235 0.34 3-1 L End 20.50 0.63 -1595 380 69 2043 Compression 6562 0.31 3-1 R End 20.50 9.87 1595 228 69 1435 HTT4 16d 4235 0.34 3-1 R End 20.50 9.87 -1595 380 69 2043 Compression 6562 0.31 3-2 L End 20.50 31.63 1595 228 69 1435 HTT4 16d 4235 0.34 3-2 L End 20.50 31.63 -1595 380 69 2043 Compression 6562 0.31 3-2 R End 20.50 40.88 1595 228 69 1435 HTT4 16d 4235 0.34 3-2 R End 20.50 40.88 -1595 380 69 2043 Compression 6562 0.31 Line 4 V Elem 28.50 -1.37 0 236 43 279 Compression 4-1 L End 31.50 0.12 1691 288 87 1490 HTT4 16d 4235 0.35 4-1 L End 31.50 0.12 -1691 480 87 2258 Compression 6562 0.34 V Elem 28.50 1.63 813 325 98 585 Refer to upper level V Elem 28.50 1.63 -813 542 98 1453 Compression V Elem 28.50 1.88 0 236 43 279 Compression V Elem 28.50 2.13 0 608 110 717 Compression 4-1 R End 31.50 9.87 1691 288 87 1490 HTT4 16d 4235 0.35 4-1 R End 31.50 9.87 -1691 480 87 2258 Compression 7383 0.31 4-2 L End 31.50 10.13 0 240 43 283 Compression - 49 Page 201 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 28.50 10.88 0 608 110 717 Compression V Elem 28.50 11.13 2461 630 189 2021 Refer to upper level V Elem 28.50 11.13 -2461 1050 189 3701 Compression 4-2 R End 31.50 13.88 0 240 43 283 Compression - 4-3 L End 31.50 14.13 1740 171 51 1621 HTT4 16d 4235 0.38 4-3 L End 31.50 14.13 -1740 285 51 2077 Compression 6562 0.32 V Elem 28.50 17.13 813 383 115 545 Refer to upper level V Elem 28.50 17.13 -813 639 115 1567 Compression V Elem 28.50 17.38 0 489 88 578 Compression 4-3 R End 31.50 18.63 1740 171 51 1621 HTT4 16d 4235 0.38 4-3 R End 31.50 18.63 -1740 285 51 2077 Compression 6562 0.32 4-4 L End 31.50 18.88 0 255 46 301 Compression - 4-4 R End 31.50 22.88 0 255 46 301 Compression - 4-5 L End 31.50 23.13 1740 171 51 1621 HTT4 16d 4235 0.38 4-5 L End 31.50 23.13 -1740 285 51 2077 Compression 6562 0.32 V Elem 28.50 24.38 0 489 88 578 Compression V Elem 28.50 24.63 814 308 93 599 Refer to upper level V Elem 28.50 24.63 -814 513 93 1420 Compression 4-5 R End 31.50 27.63 1740 171 51 1621 HTT4 16d 4235 0.38 4-5 R End 31.50 27.63 -1740 285 51 2077 Compression 6562 0.32 4-6 L End 31.50 27.88 0 240 43 283 Compression - V Elem 28.50 30.38 2461 626 188 2024 Refer to upper level V Elem 28.50 30.38 -2461 1043 188 3692 Compression V Elem 28.50 30.63 0 743 134 876 Compression 4-6 R End 31.50 31.63 0 240 43 283 Compression - 4-7 L End 31.50 31.88 1692 281 84 1496 HTT4 16d 4235 0.35 4-7 L End 31.50 31.88 -1692 468 84 2245 Compression 6562 0.34 V Elem 28.50 38.38 814 259 78 633 Refer to upper level V Elem 28.50 38.38 -814 432 78 1324 Compression 4-7 R End 31.50 41.37 1692 723 217 1187 HTT4 16d 4235 0.28 4-7 R End 31.50 41.37 -1692 1204 217 3114 Compression 7383 0.42 Line A V Elem -1.37 -0.50 1311 897 270 684 Refer to upper level V Elem -1.37 -0.50 -1311 1494 270 3075 Compression A-1 L End 0.12 0.00 2252 1267 381 1366 HTT4 16d 4235 0.32 A-1 L End 0.12 0.00 -2252 2112 381 4745 Compression 6562 0.72 V Elem 13.13 -0.50 833 277 83 639 Refer to upper level V Elem 13.13 -0.50 -833 461 83 1378 Compression V Elem 13.38 -0.50 831 485 146 492 Refer to upper level V Elem 13.38 -0.50 -831 808 146 1785 Compression V Elem 28.38 -0.50 831 345 104 589 Refer to upper level V Elem 28.38 -0.50 -831 576 104 1510 Compression V Elem 30.38 -0.50 1311 723 218 805 Refer to upper level V Elem 30.38 -0.50 -1311 1206 218 2734 Compression A-1 R End 31.38 0.00 1419 816 246 849 HTT4 16d 4235 0.20 A-1 R End 31.38 0.00 -1419 1360 246 3025 Compression 7383 0.41 Line C V Elem -2.37 20.50 0 68 12 80 Compression V Elem -1.62 20.50 0 68 12 80 Compression V Elem -1.37 20.50 1974 864 260 1370 Refer to upper level V Elem -1.37 20.50 -1974 1440 260 3674 Compression V Elem 0.12 20.50 0 135 24 159 Compression C-1 L End 0.63 20.50 2301 708 213 1806 HTT4 16d 4235 0.43 C-1 L End 0.63 20.50 -2301 1180 213 3694 Compression 6562 0.56 V Elem 1.88 20.50 0 135 24 159 Compression V Elem 8.62 20.50 1838 486 146 1498 Refer to upper level V Elem 8.62 20.50 -1838 810 146 2794 Compression V Elem 26.38 20.50 1838 486 146 1498 Refer to upper level V Elem 26.38 20.50 -1838 810 146 2794 Compression V Elem 27.13 20.50 0 101 18 119 Compression V Elem 28.38 20.50 0 101 18 119 Compression C-1 R End 29.88 20.50 2301 708 213 1806 HTT4 16d 4235 0.43 C-1 R End 29.88 20.50 -2301 1180 213 3694 Compression 6562 0.56 V Elem 30.38 20.50 1974 864 260 1370 Refer to upper level V Elem 30.38 20.50 -1974 1440 260 3674 Compression Line F V Elem -1.37 38.50 1253 888 267 632 Refer to upper level V Elem -1.37 38.50 -1253 1480 267 3000 Compression F-1 L End 0.12 41.50 2160 1237 372 1295 HTT4 16d 4235 0.31 F-1 L End 0.12 41.50 -2160 2062 372 4595 Compression 6562 0.70 V Elem 13.13 38.50 794 277 83 600 Refer to upper level V Elem 13.13 38.50 -793 461 83 1338 Compression V Elem 13.38 38.50 792 478 144 457 Refer to upper level V Elem 13.38 38.50 -791 797 144 1732 Compression V Elem 28.38 38.50 792 352 106 545 Refer to upper level V Elem 28.38 38.50 -791 587 106 1484 Compression V Elem 30.38 38.50 1253 732 220 741 Refer to upper level 50 Page 202 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 30.38 38.50 -1253 1220 220 2694 Compression F-1 R End 31.38 41.50 1366 846 255 775 HTT4 16d 4235 0.18 F-1 R End 31.38 41.50 -1366 1410 255 3031 Compression 7383 0.41 Level 2 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End -1.50 -1.37 859 306 92 646 CS14 2490 0.26 1-1 L End -1.50 -1.37 -859 509 92 1461 Compression 6562 0.22 V Elem 0.00 -0.37 825 263 79 641 Refer to upper level V Elem 0.00 -0.37 -825 439 79 1343 Compression V Elem 0.00 7.88 825 263 79 641 Refer to upper level V Elem 0.00 7.88 -825 439 79 1343 Compression V Elem 0.00 8.13 0 473 85 558 Compression 1-1 R End -1.50 9.38 859 261 79 677 CS14 2490 0.27 1-1 R End -1.50 9.38 -859 436 79 1374 Compression 7383 0.19 1-2 L End -2.50 9.63 859 258 78 679 CS14 2490 0.27 1-2 L End -2.50 9.63 -859 429 78 1366 Compression 6562 0.21 V Elem 0.00 14.88 0 473 85 558 Compression V Elem 0.00 15.13 819 314 94 599 Refer to upper level V Elem 0.00 15.13 -819 523 94 1436 Compression 1-2 R End -2.50 20.63 859 249 75 685 CS14 2490 0.28 1-2 R End -2.50 20.63 -859 414 75 1348 Compression 7383 0.18 1-3 L End -1.50 20.88 850 599 180 431 CS14 2490 0.17 1-3 L End -1.50 20.88 -850 999 180 2029 Compression 6562 0.31 V Elem 0.00 26.63 819 314 94 599 Refer to upper level V Elem 0.00 26.63 -819 523 94 1436 Compression V Elem 0.00 26.88 0 473 85 558 Compression V Elem 0.00 33.63 0 473 85 558 Compression V Elem 0.00 33.87 832 195 59 695 Refer to upper level V Elem 0.00 33.87 -832 326 59 1216 Compression V Elem 0.00 40.38 832 189 57 700 Refer to upper level V Elem 0.00 40.38 -832 316 57 1205 Compression 1-3 R End -1.50 41.37 850 616 185 420 CS14 2490 0.17 1-3 R End -1.50 41.37 -850 1026 185 2061 Compression 7383 0.28 Line 2 V Elem 12.75 -0.37 0 186 34 219 Compression V Elem 12.75 0.12 1573 417 125 1281 Refer to upper level V Elem 12.75 0.12 -1573 695 125 2394 Compression V Elem 12.75 1.38 0 219 40 259 Compression V Elem 12.75 11.13 1573 312 94 1355 Refer to upper level V Elem 12.75 11.13 -1573 520 94 2186 Compression 2-1 L End 9.50 13.13 4821 203 61 4679 2CS14 4980 0.94 2-1 L End 9.50 13.13 -4821 338 61 5219 Compression 6562 0.80 2-1 R End 9.50 20.37 4821 203 61 4679 2CS14 4980 0.94 2-1 R End 9.50 20.37 -4821 338 61 5219 Compression 6562 0.80 2-2 L End 7.25 21.63 4882 149 45 4778 2CS14 4980 0.96 2-2 L End 7.25 21.63 -4882 248 45 5174 Compression 6562 0.79 2-2 R End 7.25 26.88 4882 149 45 4778 2CS14 4980 0.96 2-2 R End 7.25 26.88 -4882 248 45 5174 Compression 6562 0.79 V Elem 12.75 30.13 1577 279 84 1382 Refer to upper level V Elem 12.75 30.13 -1577 465 84 2126 Compression V Elem 12.75 38.63 0 219 40 259 Compression V Elem 12.75 39.88 1577 382 115 1310 Refer to upper level V Elem 12.75 39.88 -1577 637 115 2330 Compression V Elem 12.75 40.38 0 186 34 219 Compression Line 4 4-1 L End 30.50 -1.37 0 236 43 279 Compression - V Elem 28.50 1.63 813 325 98 585 Refer to upper level V Elem 28.50 1.63 -813 542 98 1453 Compression 4-1 R End 30.50 1.88 0 236 43 279 Compression - 4-2 L End 30.50 2.13 0 608 110 717 Compression - 4-2 R End 30.50 10.88 0 608 110 717 Compression - 4-3 L End 30.50 11.13 2461 630 189 2021 CS14 2490 0.81 4-3 L End 30.50 11.13 -2461 1050 189 3701 Compression 6562 0.56 V Elem 28.50 17.13 813 383 115 545 Refer to upper level V Elem 28.50 17.13 -813 639 115 1567 Compression V Elem 28.50 17.38 0 489 88 578 Compression V Elem 28.50 24.38 0 489 88 578 Compression V Elem 28.50 24.63 814 308 93 599 Refer to upper level V Elem 28.50 24.63 -814 513 93 1420 Compression 4-3 R End 30.50 30.38 2461 626 188 2024 CS14 2490 0.81 4-3 R End 30.50 30.38 -2461 1043 188 3692 Compression 7383 0.50 4-4 L End 30.50 30.63 0 743 134 876 Compression - V Elem 28.50 38.38 814 259 78 633 Refer to upper level V Elem 28.50 38.38 -814 432 78 1324 Compression 51 Page 203 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible seismic design, continued) 4-4 R End 30.50 41.37 0 743 134 876 Compression - Line A A-1 L End -1.37 -1.50 1311 897 270 684 CS14 2490 0.27 A-1 L End -1.37 -1.50 -1311 1494 270 3075 Compression 6562 0.47 V Elem 0.12 -0.50 833 391 118 559 Refer to upper level V Elem 0.12 -0.50 -833 652 118 1603 Compression V Elem 13.13 -0.50 833 277 83 639 Refer to upper level V Elem 13.13 -0.50 -833 461 83 1378 Compression V Elem 13.38 -0.50 831 485 146 492 Refer to upper level V Elem 13.38 -0.50 -831 808 146 1785 Compression V Elem 28.38 -0.50 831 345 104 589 Refer to upper level V Elem 28.38 -0.50 -831 576 104 1510 Compression A-1 R End 30.38 -1.50 1311 723 218 805 CS14 2490 0.32 A-1 R End 30.38 -1.50 -1311 1206 218 2734 Compression 7383 0.37 Line C V Elem -2.37 20.75 0 68 12 80 Compression V Elem -1.62 20.75 0 68 12 80 Compression C-2 L End -1.37 20.50 1974 864 260 1370 CS14 2490 0.55 C-2 L End -1.37 20.50 -1974 1440 260 3674 Compression 6562 0.56 V Elem 0.12 20.50 0 135 24 159 Compression V Elem 1.88 20.50 0 135 24 159 Compression V Elem 8.62 20.50 1838 486 146 1498 Refer to upper level V Elem 8.62 20.50 -1838 810 146 2794 Compression V Elem 26.38 20.50 1838 486 146 1498 Refer to upper level V Elem 26.38 20.50 -1838 810 146 2794 Compression V Elem 27.13 20.50 0 101 18 119 Compression V Elem 28.38 20.50 0 101 18 119 Compression C-2 R End 30.38 20.50 1974 864 260 1370 CS14 2490 0.55 C-2 R End 30.38 20.50 -1974 1440 260 3674 Compression 6562 0.56 Line F F-1 L End -1.37 41.50 1253 888 267 632 CS14 2490 0.25 F-1 L End -1.37 41.50 -1253 1480 267 3000 Compression 6562 0.46 V Elem 0.12 38.50 794 391 118 520 Refer to upper level V Elem 0.12 38.50 -793 652 118 1564 Compression V Elem 13.13 38.50 794 277 83 600 Refer to upper level V Elem 13.13 38.50 -793 461 83 1338 Compression V Elem 13.38 38.50 792 478 144 457 Refer to upper level V Elem 13.38 38.50 -791 797 144 1732 Compression V Elem 28.38 38.50 792 352 106 545 Refer to upper level V Elem 28.38 38.50 -791 587 106 1484 Compression F-1 R End 30.38 41.50 1253 732 220 741 CS14 2490 0.30 F-1 R End 30.38 41.50 -1253 1220 220 2694 Compression 7383 0.36 Level 3 Tensile Hold-down Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -0.37 825 263 79 641 CS14 2490 0.26 1-1 L End 0.00 -0.37 -825 439 79 1343 Compression 6562 0.20 1-1 R End 0.00 7.88 825 263 79 641 CS14 2490 0.26 1-1 R End 0.00 7.88 -825 439 79 1343 Compression 7383 0.18 1-2 L End 2.00 8.13 0 473 85 558 Compression - 1-2 R End 2.00 14.88 0 473 85 558 Compression - 1-3 L End 0.00 15.13 819 314 94 599 CS14 2490 0.24 1-3 L End 0.00 15.13 -819 523 94 1436 Compression 6562 0.22 1-3 R End 0.00 26.63 819 314 94 599 CS14 2490 0.24 1-3 R End 0.00 26.63 -819 523 94 1436 Compression 7383 0.19 1-4 L End 2.00 26.88 0 473 85 558 Compression - 1-4 R End 2.00 33.63 0 473 85 558 Compression - 1-5 L End 0.00 33.87 832 195 59 695 CS14 2490 0.28 1-5 L End 0.00 33.87 -832 326 59 1216 Compression 6562 0.19 1-5 R End 0.00 40.38 832 189 57 700 CS14 2490 0.28 1-5 R End 0.00 40.38 -832 316 57 1205 Compression 7383 0.16 Line 2 V Elem 13.25 -0.37 0 186 34 219 Compression 2-2 L End 12.75 0.12 1573 417 125 1281 CS14 2490 0.51 2-2 L End 12.75 0.12 -1573 695 125 2394 Compression 6562 0.36 V Elem 13.25 1.38 0 219 40 259 Compression 2-2 R End 12.75 11.13 1573 312 94 1355 CS14 2490 0.54 2-2 R End 12.75 11.13 -1573 520 94 2186 Compression 6562 0.33 2-3 L End 12.75 30.13 1577 279 84 1382 CS14 2490 0.56 2-3 L End 12.75 30.13 -1577 465 84 2126 Compression 6562 0.32 V Elem 13.25 38.63 0 219 40 259 Compression 2-3 R End 12.75 39.88 1577 382 115 1310 CS14 2490 0.53 2-3 R End 12.75 39.88 -1577 637 115 2330 Compression 6562 0.36 52 Page 204 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 Hold-Down and Compression Design (flexible seismic design, continued) V Elem 13.25 40.38 0 186 34 219 Compression Line 4 4-1 L End 28.50 1.63 813 325 98 585 CS14 2490 0.23 4-1 L End 28.50 1.63 -813 542 98 1453 Compression 6562 0.22 4-1 R End 28.50 17.13 813 383 115 545 CS14 2490 0.22 4-1 R End 28.50 17.13 -813 639 115 1567 Compression 7383 0.21 4-2 L End 27.00 17.38 0 489 88 578 Compression - 4-2 R End 27.00 24.38 0 489 88 578 Compression - 4-3 L End 28.50 24.63 814 308 93 599 CS14 2490 0.24 4-3 L End 28.50 24.63 -814 513 93 1420 Compression 6562 0.22 4-3 R End 28.50 38.38 814 259 78 633 CS14 2490 0.25 4-3 R End 28.50 38.38 -814 432 78 1324 Compression 7383 0.18 Line A A-1 L End 0.12 -0.50 833 391 118 559 CS14 2490 0.22 A-1 L End 0.12 -0.50 -833 652 118 1603 Compression 6562 0.24 A-1 R End 13.13 -0.50 833 277 83 639 CS14 2490 0.26 A-1 R End 13.13 -0.50 -833 461 83 1378 Compression 7383 0.19 A-2 L End 13.38 1.50 831 485 146 492 CS14 2490 0.20 A-2 L End 13.38 1.50 -831 808 146 1785 Compression 6562 0.27 A-2 R End 28.38 1.50 831 345 104 589 CS14 2490 0.24 A-2 R End 28.38 1.50 -831 576 104 1510 Compression 7383 0.20 Line C V Elem 0.12 15.00 0 135 24 159 Compression V Elem 1.88 15.00 0 135 24 159 Compression C-2 L End 8.62 20.50 1838 486 146 1498 CS14 2490 0.60 C-2 L End 8.62 20.50 -1838 810 146 2794 Compression 6562 0.43 C-2 R End 26.38 20.50 1838 486 146 1498 CS14 2490 0.60 C-2 R End 26.38 20.50 -1838 810 146 2794 Compression 6562 0.43 V Elem 27.13 17.25 0 101 18 119 Compression V Elem 28.38 17.25 0 101 18 119 Compression Line F F-1 L End 0.12 40.50 794 391 118 520 CS14 2490 0.21 F-1 L End 0.12 40.50 -793 652 118 1564 Compression 6562 0.24 F-1 R End 13.13 40.50 794 277 83 600 CS14 2490 0.24 F-1 R End 13.13 40.50 -793 461 83 1338 Compression 7383 0.18 F-2 L End 13.38 38.50 792 478 144 457 CS14 2490 0.18 F-2 L End 13.38 38.50 -791 797 144 1732 Compression 6562 0.26 F-2 R End 28.38 38.50 792 352 106 545 CS14 2490 0.22 F-2 R End 28.38 38.50 -791 587 106 1484 Compression 7383 0.20 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element – Shearline Posit'n – Position of stud pack that hold-down is attached to: V Elem – Vertical element: column or strengthened studs required where not at wall end or opening L or R End – At left or right wall end L or R Op n – At left or right side of opening n t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location – Co-ordinates in Plan View Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.70; h = wall height , beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2 Sds x ASD factor x unfactored D = 0.301 SDS x factored D. Refer to Seismic Information table for more details. Cmb'd – Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap – Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details. Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load Notes: HTT5 (26-16d x 2.5) for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 26 0.162 x 2.5" screws; 5/8" anchor bolt. HTT4 (18-16d x 2.5) for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt. Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 53 Page 205 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible seismic design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 3 Shearline force 11733 11733 3-1 Left Wall End 20.50 0.50 -141 141 3-1 Right Wall End 20.50 10.00 3039 -3039 3-2 Left Wall End 20.50 31.50 -3039 3039 3-2 Right Wall End 20.50 41.00 141 -141 Line 4 Shearline force 9087 9087 4-1 Left Opening 1 31.50 4.00 180 -180 4-1 Right Opening 1 31.50 6.00 402 -402 4-1 Right Wall End 31.50 10.00 582 -582 4-3 Left Wall End 31.50 14.00 -294 294 4-3 Right Wall End 31.50 18.75 142 -142 4-5 Left Wall End 31.50 23.00 -789 789 4-5 Right Wall End 31.50 27.75 -353 353 4-7 Left Wall End 31.50 31.75 -1229 1229 4-7 Left Opening 1 31.50 35.75 -1054 1054 4-7 Right Opening 1 31.50 37.75 -833 833 4-1 Left Opening 1 31.50 4.00 330 330 4-1 Right Opening 1 31.50 6.00 330 330 4-7 Left Opening 1 31.50 35.75 340 340 4-7 Right Opening 1 31.50 37.75 319 319 Line A Shearline force 8800 8800 A-1 Left Opening 1 6.75 0.00 -226 226 A-1 Right Opening 1 10.75 0.00 -217 217 A-1 Left Opening 2 24.00 0.00 -1192 1192 A-1 Right Opening 2 28.00 0.00 -1183 1183 A-1 Left Opening 1 6.75 0.00 380 380 A-1 Right Opening 1 10.75 0.00 746 746 A-1 Left Opening 2 24.00 0.00 891 891 A-1 Right Opening 2 28.00 0.00 235 235 Line C Shearline force 13465 13465 C-1 Left Wall End 0.50 20.50 -214 214 C-1 Right Wall End 30.00 20.50 641 -641 Line F Shearline force 8537 8537 F-1 Left Opening 1 4.50 41.50 -154 154 F-1 Right Opening 1 8.50 41.50 -154 154 F-1 Left Opening 2 23.00 41.50 -1146 1146 F-1 Right Opening 2 27.00 41.50 -1146 1146 F-1 Left Opening 1 4.50 41.50 257 257 F-1 Right Opening 1 8.50 41.50 828 828 F-1 Left Opening 2 23.00 41.50 828 828 F-1 Right Opening 2 27.00 41.50 257 257 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 1 Shearline force 5508 5508 1-1 Left Opening 1 -1.50 2.75 -156 156 1-1 Right Opening 1 -1.50 6.75 -108 108 1-2 Left Opening 1 -2.50 12.75 -375 375 1-2 Right Opening 1 -2.50 17.75 -316 316 1-3 Left Opening 1 -1.50 23.00 -499 499 1-3 Right Opening 1 -1.50 25.00 -475 475 1-3 Left Opening 2 -1.50 32.50 -715 715 1-3 Right Opening 2 -1.50 36.25 -670 670 1-1 Left Opening 1 -1.50 2.75 340 340 1-1 Right Opening 1 -1.50 6.75 220 220 1-2 Left Opening 1 -2.50 12.75 364 364 1-2 Right Opening 1 -2.50 17.75 336 336 1-3 Left Opening 1 -1.50 23.00 65 65 1-3 Right Opening 1 -1.50 25.00 215 215 1-3 Left Opening 2 -1.50 32.50 309 309 1-3 Right Opening 2 -1.50 36.25 216 216 Line 2 Shearline force 9361 9361 2-1 Left Wall End 9.50 13.00 -3157 3157 2-1 Right Wall End 9.50 20.50 611 -611 55 Page 206 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible seismic design, continued) 2-2 Left Wall End 7.25 21.50 394 -394 2-2 Right Wall End 7.25 27.00 3157 -3157 Line 4 Shearline force 7382 7382 4-3 Left Wall End 30.50 11.00 -2146 2146 4-3 Left Opening 1 30.50 16.00 -1288 1288 4-3 Right Opening 1 30.50 18.00 -821 821 4-3 Left Opening 2 30.50 23.75 -41 41 4-3 Right Opening 2 30.50 25.75 426 -426 4-3 Right Wall End 30.50 30.50 1237 -1237 4-3 Left Opening 1 30.50 16.00 377 377 4-3 Right Opening 1 30.50 18.00 433 433 4-3 Left Opening 2 30.50 23.75 444 444 4-3 Right Opening 2 30.50 25.75 366 366 Line A Shearline force 6403 6403 A-1 Left Opening 1 7.50 -1.50 -153 153 A-1 Right Opening 1 9.50 -1.50 -120 120 A-1 Left Opening 2 12.25 -1.50 -378 378 A-1 Right Opening 2 17.25 -1.50 -295 295 A-1 Left Opening 3 21.00 -1.50 -811 811 A-1 Right Opening 3 26.00 -1.50 -728 728 A-1 Left Opening 1 7.50 -1.50 332 332 A-1 Right Opening 1 9.50 -1.50 101 101 A-1 Left Opening 2 12.25 -1.50 459 459 A-1 Right Opening 2 17.25 -1.50 625 625 A-1 Left Opening 3 21.00 -1.50 493 493 A-1 Right Opening 3 26.00 -1.50 591 591 Line C Shearline force 9724 9724 C-2 Left Wall End -1.50 20.50 -295 295 Line F Shearline force 6124 6124 F-1 Left Opening 1 7.00 41.50 -138 138 F-1 Right Opening 1 9.00 41.50 -107 107 F-1 Left Opening 2 12.25 41.50 -399 399 F-1 Right Opening 2 17.25 41.50 -320 320 F-1 Left Opening 3 20.50 41.50 -747 747 F-1 Right Opening 3 25.50 41.50 -668 668 F-1 Left Opening 1 7.00 41.50 300 300 F-1 Right Opening 1 9.00 41.50 115 115 F-1 Left Opening 2 12.25 41.50 518 518 F-1 Right Opening 2 17.25 41.50 518 518 F-1 Left Opening 3 20.50 41.50 408 408 F-1 Right Opening 3 25.50 41.50 628 628 Level 3 Drag Strut Strap/Blocking Line- Position on Wall Location [ft]Force [lbs]Force [lbs] Wall or Opening X Y ---> <------> <--- Line 1 Shearline force 3004 3004 1-1 Left Opening 1 0.00 2.75 68 -68 1-1 Right Opening 1 0.00 4.75 188 -188 1-1 Right Wall End 0.00 8.00 256 -256 1-3 Left Wall End 0.00 15.00 -257 257 1-3 Left Opening 1 0.00 16.75 -223 223 1-3 Right Opening 1 0.00 18.75 -102 102 1-3 Left Opening 2 0.00 23.00 -98 98 1-3 Right Opening 2 0.00 25.00 22 -22 1-3 Right Wall End 0.00 26.75 56 -56 1-5 Left Wall End 0.00 33.75 -457 457 1-5 Left Opening 1 0.00 36.25 -420 420 1-5 Right Opening 1 0.00 38.25 -300 300 1-1 Left Opening 1 0.00 2.75 134 134 1-1 Right Opening 1 0.00 4.75 134 134 1-3 Left Opening 1 0.00 16.75 78 78 1-3 Right Opening 1 0.00 18.75 189 189 1-3 Left Opening 2 0.00 23.00 189 189 1-3 Right Opening 2 0.00 25.00 78 78 1-5 Left Opening 1 0.00 36.25 141 141 1-5 Right Opening 1 0.00 38.25 127 127 Line 2 Shearline force 4539 4539 2-2 Left Wall End 12.75 0.00 -55 55 2-2 Right Wall End 12.75 11.25 1102 -1102 56 Page 207 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 COLLECTOR FORCES (flexible seismic design, continued) 2-3 Left Wall End 12.75 30.00 -974 974 2-3 Right Wall End 12.75 40.00 55 -55 Line 4 Shearline force 3305 3305 4-1 Left Opening 1 28.50 4.00 -57 57 4-1 Right Opening 1 28.50 9.00 163 -163 4-1 Left Opening 2 28.50 12.75 12 -12 4-1 Right Opening 2 28.50 14.75 100 -100 4-1 Right Wall End 28.50 17.25 110 -110 4-3 Left Wall End 28.50 24.50 -538 538 4-3 Left Opening 1 28.50 27.00 -542 542 4-3 Right Opening 1 28.50 29.00 -454 454 4-3 Left Opening 2 28.50 31.25 -597 597 4-3 Right Opening 2 28.50 36.25 -377 377 4-1 Left Opening 1 28.50 4.00 267 267 4-1 Right Opening 1 28.50 9.00 400 400 4-1 Left Opening 2 28.50 12.75 160 160 4-1 Right Opening 2 28.50 14.75 107 107 4-3 Left Opening 1 28.50 27.00 140 140 4-3 Right Opening 1 28.50 29.00 126 126 4-3 Left Opening 2 28.50 31.25 333 333 4-3 Right Opening 2 28.50 36.25 333 333 Line A Shearline force 3235 3235 A-1 Left Opening 1 6.00 -0.50 -206 206 A-1 Right Opening 1 11.00 -0.50 -93 93 A-2 Left Opening 1 21.00 1.50 -385 385 A-2 Right Opening 1 26.00 1.50 -271 271 A-1 Left Opening 1 6.00 -0.50 495 495 A-1 Right Opening 1 11.00 -0.50 186 186 A-2 Left Opening 1 21.00 1.50 515 515 A-2 Right Opening 1 26.00 1.50 166 166 Line C Shearline force 4532 4532 C-2 Left Wall End 8.50 20.50 -1427 1427 C-2 Right Wall End 26.50 20.50 84 -84 Line F Shearline force 3082 3082 F-1 Left Opening 1 6.00 40.50 -197 197 F-1 Right Opening 1 11.00 40.50 -88 88 F-2 Left Opening 1 20.75 38.50 -360 360 F-2 Right Opening 1 25.75 38.50 -252 252 F-1 Left Opening 1 6.00 40.50 472 472 F-1 Right Opening 1 11.00 40.50 177 177 F-2 Left Opening 1 20.75 38.50 475 475 F-2 Right Opening 1 25.75 38.50 174 174 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied. For perforated walls, this force is converted to vmax using 4.3.6.4.1.1. Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 57 Page 208 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 DEFLECTION (flexible seismic design) Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 1 Both ExtS 329.7 41.50 8.00 15.8 .001 19.1 178 .028 .138 0.04 0.18 Line 3 3-1 1 Both 1S 277.3 9.50 8.00 10.5 .008 19.1 178 .028 .116 0.19 0.31 3-2 1 Both 1S 277.3 9.50 8.00 10.5 .008 19.1 178 .028 .116 0.19 0.31 Line 4 4-1 1 Both - - - - - - 0.57 4-1,1 Both ExtS 368.0 4.00 6.75 10.5 .017 19.1 178 .028 .130 0.42 0.57 4-1,2 Both ExtS 368.0 4.00 6.75 10.5 .017 19.1 178 .028 .130 0.42 0.57 4-3 1 Both ExtS 294.4 4.75 8.00 10.5 .017 19.1 178 .028 .124 0.40 0.54 4-5 1 Both ExtS 294.4 4.75 8.00 10.5 .017 19.1 178 .028 .124 0.40 0.54 4-7 1 W->E - - 9.75 8.00 - - - - - - - 0.59 E->W - - 9.75 8.00 - - - - - - - 0.57 4-7,1 Both ExtS 370.4 4.00 6.75 10.5 .017 19.1 178 .028 .131 0.42 0.57 4-7,2 S->N ExtS 370.4 3.75 6.75 10.5 .018 19.1 178 .028 .131 0.46 0.61 N->S ExtS 370.4 3.75 6.75 10.5 .018 19.1 178 .028 .131 0.42 0.57 Line A A-1 1 W->E - - 31.50 8.00 - - - - - - - 0.38 E->W - - 31.50 8.00 - - - - - - - 0.37 A-1,1 W->E ExtS 301.7 6.75 6.75 10.5 .008 19.1 178 .028 .107 0.25 0.36 E->W ExtS 301.7 6.75 6.75 10.5 .008 19.1 178 .028 .107 0.23 0.35 A-1,2 Both ExtS 361.8 13.25 5.50 10.5 .002 19.1 178 .028 .104 0.09 0.19 A-1,3 Both ExtS 311.5 3.50 6.75 10.5 .016 19.1 178 .028 .110 0.46 0.58 Line C C-1 1 Both 1S 407.4 29.50 8.00 10.5 .004 19.1 178 .028 .171 0.07 0.24 Line F F-1 1 Both - - - - - - 0.37 F-1,1 W->E ExtS 293.0 4.50 6.75 10.5 .012 19.1 178 .028 .104 0.38 0.49 E->W ExtS 293.0 4.50 6.75 10.5 .012 19.1 178 .028 .104 0.35 0.47 F-1,2 Both ExtS 344.0 14.50 5.50 10.5 .002 19.1 178 .028 .099 0.08 0.18 F-1,3 Both ExtS 293.0 4.50 6.75 10.5 .012 19.1 178 .028 .104 0.34 0.45 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 1 W->E - - 11.00 9.00 - - - - - - - 0.86 E->W - - 11.00 9.00 - - - - - - - 0.84 1-1,1 S->N ExtS 209.5 4.25 7.75 10.5 .013 19.1 178 .028 .085 0.58 0.68 N->S ExtS 209.5 4.25 7.75 10.5 .013 19.1 178 .028 .085 0.57 0.67 1-1,2 S->N ExtS 209.5 2.75 7.75 10.5 .021 19.1 178 .028 .085 0.93 1.03 N->S ExtS 209.5 2.75 7.75 10.5 .021 19.1 178 .028 .085 0.91 1.02 1-2 1 W->E - - 11.25 9.00 - - - - - - - 0.93 E->W - - 11.25 9.00 - - - - - - - 0.92 1-2,1 S->N ExtS 240.0 3.25 7.75 10.5 .020 19.1 178 .028 .098 0.78 0.90 N->S ExtS 240.0 3.25 7.75 10.5 .020 19.1 178 .028 .098 0.76 0.88 1-2,2 S->N ExtS 240.0 3.00 7.75 10.5 .022 19.1 178 .028 .098 0.85 0.97 N->S ExtS 240.0 3.00 7.75 10.5 .022 19.1 178 .028 .098 0.83 0.95 1-3 1 W->E - - 20.75 9.00 - - - - - - - 0.70 E->W - - 20.75 9.00 - - - - - - - 0.69 1-3,1 S->N ExtS 160.7 2.25 7.75 10.5 .020 19.1 178 .028 .065 1.14 1.23 N->S ExtS 160.7 2.25 7.75 10.5 .020 19.1 178 .028 .065 1.13 1.21 1-3,2 S->N ExtS 199.9 7.50 6.50 10.5 .004 19.1 178 .028 .068 0.27 0.34 N->S ExtS 199.9 7.50 6.50 10.5 .004 19.1 178 .028 .068 0.26 0.33 1-3,3 S->N ExtS 172.5 5.25 7.75 10.5 .009 19.1 178 .028 .070 0.46 0.54 N->S ExtS 172.5 5.25 7.75 10.5 .009 19.1 178 .028 .070 0.45 0.53 Line 2 2-1 3 S->N 1S 739.7 7.50 9.00 10.5 .039 37.3 149 .017 .179 0.44 0.66 N->S 1S 739.7 7.50 9.00 10.5 .039 37.3 149 .017 .179 0.43 0.65 2-2 3 S->N 1S 739.7 5.50 9.00 10.5 .053 37.3 149 .017 .179 0.61 0.84 N->S 1S 739.7 5.50 9.00 10.5 .053 37.3 149 .017 .179 0.60 0.83 Line 4 4-3 4 W->E - - 19.50 9.00 - - - - - - - 0.65 E->W - - 19.50 9.00 - - - - - - - 0.63 4-3,1 S->N ExtS 457.5 5.00 7.75 10.5 .025 24.7 171 .025 .144 0.52 0.69 N->S ExtS 457.5 5.00 7.75 10.5 .025 24.7 171 .025 .144 0.50 0.67 4-3,2 S->N ExtS 530.9 5.75 6.50 10.5 .014 24.7 171 .025 .140 0.38 0.53 N->S ExtS 530.9 5.75 6.50 10.5 .014 24.7 171 .025 .140 0.36 0.52 4-3,3 S->N ExtS 459.2 4.75 7.75 10.5 .026 24.7 171 .025 .144 0.55 0.72 N->S ExtS 459.2 4.75 7.75 10.5 .026 24.7 171 .025 .144 0.53 0.70 58 Page 209 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 DEFLECTION (flexible seismic design, continued) Line A A-1 1 W->E - - 32.00 9.00 - - - - - - - 0.71 E->W - - 32.00 9.00 - - - - - - - 0.69 A-1,1 Both ExtS 241.6 9.00 7.75 10.5 .007 19.1 178 .028 .098 0.27 0.37 A-1,2 W->E ExtS 400.4 2.75 6.50 10.5 .022 19.1 178 .028 .136 0.80 0.96 E->W ExtS 400.4 2.75 6.50 10.5 .022 19.1 178 .028 .136 0.78 0.94 A-1,3 W->E ExtS 490.4 3.75 6.50 10.5 .020 19.1 178 .028 .167 0.59 0.77 E->W ExtS 490.4 3.75 6.50 10.5 .020 19.1 178 .028 .167 0.57 0.75 A-1,4 W->E ExtS 331.6 4.50 7.75 10.5 .020 19.1 178 .028 .135 0.56 0.72 E->W ExtS 331.6 4.50 7.75 10.5 .020 19.1 178 .028 .135 0.55 0.70 Line C C-2 1 Both 1S 310.9 32.00 9.00 10.5 .004 19.1 178 .028 .147 0.09 0.24 Line F F-1 1 W->E - - 32.00 9.00 - - - - - - - 0.68 E->W - - 32.00 9.00 - - - - - - - 0.66 F-1,1 Both ExtS 231.0 8.50 7.75 10.5 .007 19.1 178 .028 .094 0.28 0.38 F-1,2 W->E ExtS 382.8 3.25 6.50 10.5 .018 19.1 178 .028 .130 0.67 0.82 E->W ExtS 382.8 3.25 6.50 10.5 .018 19.1 178 .028 .130 0.65 0.80 F-1,3 W->E ExtS 468.8 3.25 6.50 10.5 .022 19.1 178 .028 .160 0.68 0.86 E->W ExtS 468.8 3.25 6.50 10.5 .022 19.1 178 .028 .160 0.66 0.84 F-1,4 W->E ExtS 317.0 5.00 7.75 10.5 .017 19.1 178 .028 .129 0.50 0.65 E->W ExtS 317.0 5.00 7.75 10.5 .017 19.1 178 .028 .129 0.49 0.64 Wall,W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 3 Line 1 1-1 1 Both - - - - - - 0.84 1-1,1 Both ExtS 166.3 3.25 7.75 10.5 .014 19.1 178 .028 .068 0.76 0.84 1-1,2 Both ExtS 166.3 3.25 7.75 10.5 .014 19.1 178 .028 .068 0.76 0.84 1-3 1 W->E - - 11.75 9.00 - - - - - - - 1.27 E->W - - 11.75 9.00 - - - - - - - 1.25 1-3,1 S->N ExtS 169.6 1.75 7.75 10.5 .026 19.1 178 .028 .069 1.53 1.63 N->S ExtS 169.6 1.75 7.75 10.5 .026 19.1 178 .028 .069 1.51 1.60 1-3,2 Both ExtS 212.0 4.25 6.50 10.5 .007 19.1 178 .028 .072 0.48 0.56 1-3,3 S->N ExtS 169.6 1.75 7.75 10.5 .026 19.1 178 .028 .069 1.53 1.63 N->S ExtS 169.6 1.75 7.75 10.5 .026 19.1 178 .028 .069 1.51 1.60 1-5 1 W->E - - 6.75 9.00 - - - - - - - 1.18 E->W - - 6.75 9.00 - - - - - - - 1.17 1-5,1 S->N ExtS 180.7 2.50 7.75 10.5 .020 19.1 178 .028 .073 1.02 1.11 N->S ExtS 180.7 2.50 7.75 10.5 .020 19.1 178 .028 .073 1.01 1.10 1-5,2 S->N ExtS 180.7 2.25 7.75 10.5 .022 19.1 178 .028 .073 1.15 1.25 N->S ExtS 180.7 2.25 7.75 10.5 .022 19.1 178 .028 .073 1.13 1.23 Line 2 2-2 1 Both 1S 244.1 11.25 9.00 10.5 .009 19.1 178 .028 .115 0.25 0.37 2-3 1 S->N 1S 244.1 10.00 9.00 10.5 .010 19.1 178 .028 .115 0.28 0.41 N->S 1S 244.1 10.00 9.00 10.5 .010 19.1 178 .028 .115 0.28 0.40 Line 4 4-1 1 W->E - - 15.75 9.00 - - - - - - - 0.97 E->W - - 15.75 9.00 - - - - - - - 0.96 4-1,1 S->N ExtS 228.5 2.50 7.75 10.5 .025 19.1 178 .028 .093 1.04 1.15 N->S ExtS 228.5 2.50 7.75 10.5 .025 19.1 178 .028 .093 1.02 1.14 4-1,2 S->N ExtS 269.2 3.75 6.50 10.5 .011 19.1 178 .028 .092 0.56 0.66 N->S ExtS 269.2 3.75 6.50 10.5 .011 19.1 178 .028 .092 0.55 0.65 4-1,3 S->N ExtS 167.6 2.50 7.75 10.5 .018 19.1 178 .028 .068 1.02 1.10 N->S ExtS 167.6 2.50 7.75 10.5 .018 19.1 178 .028 .068 1.00 1.09 4-3 1 W->E - - 14.00 9.00 - - - - - - - 1.19 E->W - - 14.00 9.00 - - - - - - - 1.17 4-3,1 S->N ExtS 180.4 2.50 7.75 10.5 .020 19.1 178 .028 .073 1.02 1.11 N->S ExtS 180.4 2.50 7.75 10.5 .020 19.1 178 .028 .073 1.01 1.10 4-3,2 S->N ExtS 321.5 2.25 6.50 10.5 .021 19.1 178 .028 .110 0.99 1.12 N->S ExtS 321.5 2.25 6.50 10.5 .021 19.1 178 .028 .110 0.97 1.10 4-3,3 S->N ExtS 268.0 2.25 7.75 10.5 .033 19.1 178 .028 .109 1.18 1.32 N->S ExtS 268.0 2.25 7.75 10.5 .033 19.1 178 .028 .109 1.15 1.30 Line A A-1 1 W->E - - 13.25 9.00 - - - - - - - 0.88 E->W - - 13.25 9.00 - - - - - - - 0.87 A-1,1 W->E ExtS 208.3 6.00 7.75 10.5 .009 19.1 178 .028 .085 0.40 0.50 E->W ExtS 208.3 6.00 7.75 10.5 .009 19.1 178 .028 .085 0.40 0.49 A-1,2 W->E ExtS 208.3 2.25 7.75 10.5 .025 19.1 178 .028 .085 1.16 1.27 E->W ExtS 208.3 2.25 7.75 10.5 .025 19.1 178 .028 .085 1.14 1.25 A-2 1 W->E - - 15.25 9.00 - - - - - - - 0.76 E->W - - 15.25 9.00 - - - - - - - 0.75 A-2,1 Both ExtS 193.0 7.75 7.75 10.5 .007 19.1 178 .028 .078 0.31 0.39 59 Page 210 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 DEFLECTION (flexible seismic design, continued) A-2,2 W->E ExtS 193.0 2.50 7.75 10.5 .021 19.1 178 .028 .078 1.03 1.12 E->W ExtS 193.0 2.50 7.75 10.5 .021 19.1 178 .028 .078 1.01 1.11 Line C C-2 1 Both 1S 287.7 18.00 9.00 10.5 .006 19.1 178 .028 .136 0.16 0.30 Line F F-1 1 W->E - - 13.25 9.00 - - - - - - - 0.88 E->W - - 13.25 9.00 - - - - - - - 0.86 F-1,1 Both ExtS 198.5 6.00 7.75 10.5 .009 19.1 178 .028 .081 0.40 0.49 F-1,2 W->E ExtS 198.5 2.25 7.75 10.5 .024 19.1 178 .028 .081 1.16 1.26 E->W ExtS 198.5 2.25 7.75 10.5 .024 19.1 178 .028 .081 1.14 1.24 F-2 1 W->E - - 15.25 9.00 - - - - - - - 0.71 E->W - - 15.25 9.00 - - - - - - - 0.70 F-2,1 Both ExtS 183.9 7.50 7.75 10.5 .007 19.1 178 .028 .075 0.32 0.40 F-2,2 W->E ExtS 183.9 2.75 7.75 10.5 .018 19.1 178 .028 .075 0.92 1.01 E->W ExtS 183.9 2.75 7.75 10.5 .018 19.1 178 .028 .075 0.91 1.00 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp – Wall design group, refer to Sheathing and Framing Materials tables. Dir – Force direction. Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v – Unfactored (strength-level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b – Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h – Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Defl – Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvtv + 0.75 en) from SDPWS Eqn. C4.2.3-3. vs = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, constant for other materials. Vn = Strength-level shear force per nail along panel edge at ASD capacity = 1.4 vs. Hold – Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T555. 60 Page 211 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 1 Line 1 1-1 S->N HTT5 16d 1055 .040 .000 0.040 - - .137 9697 0.04 0.22 0.04 N->S HTT5 16d 1611 .061 .001 0.061 - - .137 6782 0.02 0.22 0.04 Line 3 3-1 Both HTT4 16d 2034 .068 .001 0.069 - - .137 2908 0.01 0.22 0.19 3-2 Both HTT4 16d 2034 .068 .001 0.069 - - .137 2908 0.01 0.22 0.19 Line 4 4-1,1 Both HTT4 16d 2496 .083 .001 0.084 - - .137 3048 0.01 0.23 0.42 4-1,2 Both HTT4 16d 2496 .083 .001 0.084 - - .137 3048 0.01 0.23 0.42 4-3 Both HTT4 16d 2303 .077 .001 0.078 - - .137 2959 0.01 0.23 0.40 4-5 Both HTT4 16d 2303 .077 .001 0.078 - - .137 2959 0.01 0.23 0.40 4-7,1 Both HTT4 16d 2513 .084 .001 0.085 - - .137 3065 0.01 0.23 0.42 4-7,2 S->N HTT4 16d 2534 .085 .001 0.086 - - .137 4283 0.02 0.24 0.46 N->S HTT4 16d 2057 .070 .001 0.071 - - .137 3052 0.01 0.22 0.42 Line A A-1,1 W->E HTT4 16d 2626 .089 .001 0.090 - - .137 2786 0.01 0.24 0.25 E->W HTT4 16d 1855 .062 .001 0.063 - - .137 5058 0.02 0.22 0.23 A-1,2 Both HTT4 16d 1517 .052 .001 0.052 - - .137 3346 0.01 0.20 0.09 A-1,3 Both HTT4 16d 2129 .071 .001 0.072 - - .137 2612 0.01 0.22 0.46 Line C C-1 Both HTT4 16d 2529 .086 .001 0.087 - - .137 5243 0.03 0.25 0.07 Line F F-1,1 W->E HTT4 16d 2636 .089 .001 0.090 - - .137 2542 0.01 0.24 0.38 E->W HTT4 16d 1921 .064 .001 0.065 - - .137 4757 0.02 0.22 0.35 F-1,2 Both HTT4 16d 1367 .047 .001 0.047 - - .137 3368 0.01 0.20 0.08 F-1,3 Both HTT4 16d 1921 .064 .001 0.065 - - .137 2542 0.01 0.21 0.34 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 2 Line 1 1-1,1 S->N CS14 1541 .009 .000 0.009 - - .281 2201 0.01 0.30 0.58 N->S CS14 1541 .004 .000 0.004 - - .281 2201 0.01 0.29 0.57 1-1,2 S->N CS14 1667 .009 .000 0.009 - - .281 2094 0.01 0.30 0.93 N->S CS14 1667 .005 .000 0.005 - - .281 2094 0.01 0.29 0.91 1-2,1 S->N CS14 1874 .011 .000 0.011 - - .281 2378 0.01 0.30 0.78 N->S CS14 1874 .005 .000 0.005 - - .281 2378 0.01 0.30 0.76 1-2,2 S->N CS14 1899 .011 .000 0.011 - - .281 2365 0.01 0.30 0.85 N->S CS14 1899 .005 .000 0.005 - - .281 2365 0.01 0.30 0.83 1-3,1 S->N CS14 1303 .007 .000 0.007 - - .281 1653 0.01 0.30 1.14 N->S CS14 1303 .004 .000 0.004 - - .281 1653 0.01 0.29 1.13 1-3,2 S->N CS14 1019 .006 .000 0.006 - - .281 2183 0.01 0.30 0.27 N->S CS14 1019 .003 .000 0.003 - - .281 2183 0.01 0.29 0.26 1-3,3 S->N CS14 1176 .007 .000 0.007 - - .281 1991 0.01 0.30 0.46 N->S CS14 1176 .003 .000 0.003 - - .281 1991 0.01 0.29 0.45 Line 2 2-1 S->N 2CS14 6670 .019 .000 0.019 - - .281 7446 0.06 0.36 0.44 N->S 2CS14 6670 .009 .000 0.009 - - .281 7446 0.06 0.35 0.43 2-2 S->N 2CS14 6815 .019 .000 0.019 - - .281 7385 0.06 0.36 0.61 N->S 2CS14 6815 .010 .000 0.010 - - .281 7385 0.06 0.35 0.60 Line 4 4-3,1 S->N CS14 3515 .020 .000 0.020 - - .281 4291 0.02 0.32 0.52 N->S CS14 3515 .010 .000 0.010 - - .281 4291 0.02 0.31 0.50 4-3,2 S->N CS14 3359 .019 .000 0.019 - - .281 4251 0.02 0.32 0.38 N->S CS14 3359 .009 .000 0.009 - - .281 4251 0.02 0.31 0.36 4-3,3 S->N CS14 3550 .020 .000 0.020 - - .281 4288 0.02 0.32 0.55 N->S CS14 3550 .010 .000 0.010 - - .281 4288 0.02 0.31 0.53 Line A A-1,1 W->E CS14 1536 .009 .000 0.009 - - .281 2933 0.01 0.30 0.27 E->W CS14 1536 .004 .000 0.004 - - .281 2933 0.01 0.30 0.26 A-1,2 W->E CS14 2744 .015 .000 0.015 - - .281 3171 0.01 0.31 0.80 E->W CS14 2744 .008 .000 0.008 - - .281 3171 0.01 0.30 0.78 A-1,3 W->E CS14 3253 .018 .000 0.018 - - .281 3835 0.02 0.32 0.59 E->W CS14 3253 .009 .000 0.009 - - .281 3835 0.02 0.31 0.57 A-1,4 W->E CS14 2526 .014 .000 0.014 - - .281 3224 0.01 0.31 0.56 E->W CS14 2526 .007 .000 0.007 - - .281 3224 0.01 0.30 0.55 Line C C-2 W->E CS14 1895 .011 .000 0.011 - - .281 5207 0.02 0.32 0.09 61 Page 212 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 HOLD-DOWN DISPLACEMENT (flexible seismic design, continued) E->W CS14 1895 .006 .000 0.006 - - .281 5207 0.02 0.31 0.09 Line F F-1,1 W->E CS14 1476 .008 .000 0.008 - - .281 2795 0.01 0.30 0.28 E->W CS14 1476 .004 .000 0.004 - - .281 2795 0.01 0.30 0.28 F-1,2 W->E CS14 2555 .014 .000 0.014 - - .281 3059 0.01 0.31 0.67 E->W CS14 2555 .007 .000 0.007 - - .281 3059 0.01 0.30 0.65 F-1,3 W->E CS14 3160 .018 .000 0.018 - - .281 3665 0.02 0.31 0.68 E->W CS14 3160 .009 .000 0.009 - - .281 3665 0.02 0.31 0.66 F-1,4 W->E CS14 2369 .013 .000 0.013 - - .281 3145 0.01 0.31 0.50 E->W CS14 2369 .007 .000 0.007 - - .281 3145 0.01 0.30 0.49 Wall,Hold-Tensio n Vert. Displacement Slippage Shrink Comp.Crush Total Horz segment Dir down force Manuf Add da Vf da +Extra force da da Defl lbs in in in lbs in in lbs in in in Level 3 Line 1 1-1,1 S->N CS14 1255 .007 .000 0.007 - - .281 1760 0.01 0.30 0.76 N->S CS14 1255 .004 .000 0.004 - - .281 1760 0.01 0.29 0.75 1-1,2 S->N CS14 1255 .007 .000 0.007 - - .281 1760 0.01 0.30 0.76 N->S CS14 1255 .004 .000 0.004 - - .281 1760 0.01 0.29 0.75 1-3,1 S->N CS14 1457 .008 .000 0.008 - - .281 1729 0.01 0.30 1.53 N->S CS14 1457 .004 .000 0.004 - - .281 1729 0.01 0.29 1.51 1-3,2 S->N CS14 1280 .007 .000 0.007 - - .281 1939 0.01 0.30 0.48 N->S CS14 1280 .004 .000 0.004 - - .281 1939 0.01 0.29 0.48 1-3,3 S->N CS14 1457 .008 .000 0.008 - - .281 1729 0.01 0.30 1.53 N->S CS14 1457 .004 .000 0.004 - - .281 1729 0.01 0.29 1.51 1-5,1 S->N CS14 1448 .008 .000 0.008 - - .281 1836 0.01 0.30 1.02 N->S CS14 1448 .004 .000 0.004 - - .281 1836 0.01 0.29 1.01 1-5,2 S->N CS14 1478 .008 .000 0.008 - - .281 1827 0.01 0.30 1.15 N->S CS14 1478 .004 .000 0.004 - - .281 1827 0.01 0.29 1.13 Line 2 2-2 S->N CS14 1801 .010 .000 0.010 - - .281 3109 0.01 0.30 0.25 N->S CS14 1913 .005 .000 0.005 - - .281 3400 0.01 0.30 0.25 2-3 S->N CS14 1955 .011 .000 0.011 - - .281 3310 0.01 0.31 0.28 N->S CS14 1844 .005 .000 0.005 - - .281 3025 0.01 0.30 0.28 Line 4 4-1,1 S->N CS14 1860 .010 .000 0.010 - - .281 2248 0.01 0.30 1.04 N->S CS14 1860 .005 .000 0.005 - - .281 2248 0.01 0.30 1.02 4-1,2 S->N CS14 1712 .010 .000 0.010 - - .281 2294 0.01 0.30 0.56 N->S CS14 1712 .005 .000 0.005 - - .281 2294 0.01 0.30 0.55 4-1,3 S->N CS14 1335 .008 .000 0.008 - - .281 1723 0.01 0.30 1.02 N->S CS14 1335 .004 .000 0.004 - - .281 1723 0.01 0.29 1.00 4-3,1 S->N CS14 1445 .008 .000 0.008 - - .281 1833 0.01 0.30 1.02 N->S CS14 1445 .004 .000 0.004 - - .281 1833 0.01 0.29 1.01 4-3,2 S->N CS14 2253 .013 .000 0.013 - - .281 2603 0.01 0.30 0.99 N->S CS14 2253 .006 .000 0.006 - - .281 2603 0.01 0.30 0.97 4-3,3 S->N CS14 2239 .013 .000 0.013 - - .281 2589 0.01 0.30 1.18 N->S CS14 2239 .006 .000 0.006 - - .281 2589 0.01 0.30 1.15 Line A A-1,1 W->E CS14 1425 .008 .000 0.008 - - .281 2356 0.01 0.30 0.40 E->W CS14 1425 .004 .000 0.004 - - .281 2356 0.01 0.29 0.40 A-1,2 W->E CS14 1719 .010 .000 0.010 - - .281 2068 0.01 0.30 1.16 E->W CS14 1719 .005 .000 0.005 - - .281 2068 0.01 0.29 1.14 A-2,1 W->E CS14 1210 .007 .000 0.007 - - .281 2413 0.01 0.30 0.31 E->W CS14 1210 .003 .000 0.003 - - .281 2413 0.01 0.29 0.30 A-2,2 W->E CS14 1554 .009 .000 0.009 - - .281 1942 0.01 0.30 1.03 E->W CS14 1554 .004 .000 0.004 - - .281 1942 0.01 0.29 1.01 Line C C-2 W->E CS14 2106 .012 .000 0.012 - - .281 3969 0.02 0.31 0.16 E->W CS14 2106 .006 .000 0.006 - - .281 3969 0.02 0.30 0.15 Line F F-1,1 W->E CS14 1345 .008 .000 0.008 - - .281 2277 0.01 0.30 0.40 E->W CS14 1345 .004 .000 0.004 - - .281 2277 0.01 0.29 0.40 F-1,2 W->E CS14 1633 .009 .000 0.009 - - .281 1982 0.01 0.30 1.16 E->W CS14 1633 .005 .000 0.005 - - .281 1982 0.01 0.29 1.14 F-2,1 W->E CS14 1149 .007 .000 0.007 - - .281 2313 0.01 0.30 0.32 E->W CS14 1149 .003 .000 0.003 - - .281 2313 0.01 0.29 0.31 F-2,2 W->E CS14 1448 .008 .000 0.008 - - .281 1875 0.01 0.30 0.92 E->W CS14 1448 .004 .000 0.004 - - .281 1875 0.01 0.29 0.91 Legend: Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir – Force direction Tens., Comp. force – Accumulated strength-level hold-down tension force T and end compression force C from overturning, dead loads and vertical 62 Page 213 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 earthquake loads da – Vertical displacements due to the following components: Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength-level elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es ) Ab = bolt cross-sectional area Es = steel modulus = 29000000 psi L = Lb – Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush – Deformation of bottom plate at compression end of wall segment = 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1] r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table 63 Page 214 WoodWorks® Shearwalls 22103 SW B v.1.wsw Apr. 22, 2023 02:54:00 STORY DRIFT (flexible seismic design) Wall Actual Story Drift (in)Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 8.00 9.00 2.70 N<->S 0.54 4 1.49 15.36 0.28 0.85 0.55 0.31 E<->W 0.58 A 1.54 20.55 0.24 0.86 0.57 0.32 2 9.00 10.00 3.00 N<->S 1.21 1 1.95 16.62 0.67 1.54 0.65 0.51 E<->W 0.94 A 1.78 21.49 0.26 0.74 0.59 0.25 3 9.00 9.00 2.70 N<->S 1.60 1 2.69 14.01 0.69 1.30 1.00 0.48 E<->W 1.24 F 2.07 20.42 0.32 0.79 0.77 0.29 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / Ie Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor Ie = 1.00 Legend: Max dxe – Largest deflection for any shearline on level in this direction; refer to Deflections table Line – Shearline with largest deflection on level in this direction hsx – Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx – Largest amplified deflection on level in this direction using ASCE 7 Eq’n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 64 Page 215 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW B v.1.wsw Apr. 22, 2023 02:05:57 -65'-60'-55'-50'-45'-40'-35'-30'-25'-20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' F-1 4- 1 A-1 1- 1 3- 1 3- 2 4- 7 4- 6 4- 5 4- 4 4- 3 4- 2 C-1 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 1 of 3 Page 216 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW B v.1.wsw Apr. 22, 2023 02:05:57 -65'-60'-55'-50'-45'-40'-35'-30'-25'-20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' F-1 4- 1 A-1 1- 1 1- 3 1- 2 B-1 C-1 4- 4 4- 3 4- 2 C-2 2- 1 2- 2 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 2 of 3 Page 217 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 202322103 SW B v.1.wsw Apr. 22, 2023 02:05:57 -65'-60'-55'-50'-45'-40'-35'-30'-25'-20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' F-2 4- 1 A-2 1- 1 F-1 2- 4 A-1 2- 1 4- 3 4- 2 C-3 D-2 1- 5 1- 4 D-1 E-1 1- 3 1- 2 B-1 C-1 C-2 2- 2 2- 3 Segmented Perforated FTAO Non-shearwall Orange = Selected wall(s) Level 3 of 3 Page 218