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Home My WebLink About1117 W Duarte Rd - 2023 - Voluntary Seismic Upgrade for Parking GarageDEPARTMENT OF BUILDING AND SAFETY CITY OF ARCADIA PROPERTY OWNERWORK DESCRIPTION LEGEND: GENERAL AREA OF WORK SIGNATURE individual is designated by me to be responsible for the Structural Observation. I, the Architect or Engineer of record for the project, declare that the above listed firm or DECLARATION BY ARCHITECT OR ENGINEER OF RECORD SIGNATURE Structural Observer. I, the Owner of the project, declare that the above listed firm or individual is hired to be the DECLARATION BY OWNER: NAME: SOFT STORY RETROFIT LICENSE NO. DATE DATE by me STRUCTURAL OBSERVATION STRUCTURAL OBSERVER AND DESIGNATION OF THE STRUCTURAL OBSERVATION PROGRAM Stepping/Retaining Foundation Grade Beams Footing, Stem, Walls, Piers Hillside Special Anchors Others: Mat Foundation FOUNDATION Wood Others PHONE: Concrete Masonry WALL CA REGISTRATION: Concrete Moment Frame Masonry Wall Frame Others: Steel Braced Frame Special Cantilever Column FRAME Wood Others Steel Deck Concrete DIAPHRAGM PERMIT APPL. NO.: A.B.EPOXY, H.D., T. RODS P/W., NAILING P/W., SH.W, NAILING ROOF/FLOOR DIAPH. A35, MST STRAPS HD'S HARDWARE SCC. WELDING STIFF., MST STRAPS (323) 605 0000 CA 86314 PRE-CONSTRUCTION MEETING - UPON EXCAVATION AND EXPOSURE OF EXISTING STRUCTURAL ELEMENTS AND CONNECTIONS AND PRIOR TO INSTALLATION OF ANY STRUCTURAL ELEMENTS OR MEMBERS, THE OWNER OF OWNER'S REPRESENTATIVE SHALL ARRANGE A PRE-CONSTRUCTION MEETING TO BE ATTENDED BY THE ENGINEER OR ARCHITECT RESPONSIBLE OF THE STRUCTURAL DESIGN, CONTRACTOR & THE BUILDING INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS, CONNECTIONS AND EXISTING CONDITIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. FOUNDATION/GROUNDWORK - CALL FOR INSPECTION AFTER REINFORCEMENT STEEL, ANCHORS, AND FORMS HAVE BEEN COMPLETED BUT BEFORE CONCRETE IS POURED. FRAMING/STEEL FRAMES - CALL FOR INSPECTION AFTER FRAMING(INCLUDING PLATES, CUPS, AND STRAPS)HAVE BEEN INSTALLED AND COMPLETED, BUT BEFORE SHEATHING OR ANY COVER HAS BEEN INSTALLED. PLYWOOD SHEATHING/FIRE PROOFING - CALL FOR INSPECTION AFTER SHEATHING OR ANY COVER HAS BEEN INSTALLED. FINAL CALL FOR INSPECTION AFTER ALL WORK HAS BEEN COMPLETED. FOR BUILDINGS WHICH HAVE BEEN PREVIOUSLY BEEN RETROFITTED OR DO NOT REQUIRE ANY RETROFIT - CALL FOR "FINAL INSPECTION" TO VERIFY THAT THE EXISTING BUILDING MATCHES THE APPROVED SET OF PLANS. EXTRA NOTES: 1.THERE IS NO CHANGE TO ALL PARKING STALLS IN THE BUILDING. 2.THE PARKING STALLS AROUND THE WORK AREA WILL BE ALTERED SLIGHTLY ONLY AT BOTH SIDE END. (PARKING SPACE SHALL MAINTAIN MINIMUM CLEARANCE OF 7'-6'' OR MORE). 3.MINIMUM HEIGHT CLEARANCE IS 7'-0'' OR NO SMALLER THAN EXITING HEIGHT CLEARANCE. 4.RETROFIT CONDITION TO MAINTAIN A 7'-0'' MINIMUM CLEAR HEIGHT IN PARKING AREA. (LABC 406.4.1) 5.NOTIFY OPTIMUM SEISMIC OF ANY DISCREPANCIES PRIOR TO RETROFIT WORK. 6.ALL CONSTRUCTION SHALL COMPLY WITH THE 2017 EDITION OF CBC, CRC, CMC, CPC, AND CEC AS ADAPTED AND AMENDED BY THE STATE OF CALIFORNIA IN TITLE 245 CCR AND THIS JURISDICTION. 7.SEPARATE PERMITS MAY BE REQUIRED FOR MECHANICAL, ELECTRICAL, PLUMBING, SHORING, GRADING AND DEMOLITION. 8.A SECURITY FENCE SHALL BE PROVIDED AROUND THE CONSTRUCTION AREA THAT SHALL BE INSTALLED PRIOR TO EXCAVATION AND/OR FOUNDATION TRENCHING. (BMC 9-1-1-3302.3) 9.WATER SHALL BE PROVIDED ON THE SITE AND USED TO CONTROL DUST. 10.NO CONCRETE TOPPING ASSUMED FOR ROOF AND FLOOR DEAD LOAD. CONTRACTOR TO VERIFY IN FIELD. CODE USED: CBC 2022 ADDRESS: OWNER: SEISMIC DATA DESIGN LOADS ROOF DEAD LOAD FIRST FLOOR DEAD LOAD ROOF LIVE LOAD OTHER FLOORS LIVE LOAD EXTERIOR WALL DEAD LOAD PARTITIONS 20 PSF 23 PSF 20 PSF 40 PSF 15 PSF 10 PSF Stokes , Edward A E / Stokes , Jeffrey M VOLUNTEER SEISMIC UPGRADE WHICH DO NOT COMPLY FULLY WITH CURRENT CBC SEISMIC DESIGN PROVISIONS @ PARKING GARAGE WITH (1-SCC & GB) PER LAMC DIV. 93 1.STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE WITH CITY OF LOS ANGELES REQUIREMENTS. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR. 2.THE OWNER SHALL EMPLOY A CIVIL OR STRUCTURAL ENGINEER TO PERFORM THE STRUCTURAL OBSERVATION. THE ENGINEER OR ARCHITECT BE REGISTERED OR LICENSE IN THE STATE OF CALIFORNIA. THE DEPARTMENT OF BUILDING AND SAFETY RECOMMENDS THE USE OF THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN WHEN THEY ARE INDEPENDENT OF THE CONTRACTOR. 3.THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER. A LETTER FROM THE OWNER OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE BUILDING INSPECTOR BEFORE THE FIRST SITE VISIT. THE STRUCTURAL OBSERVER SHALL ALSO SEND THE OWNER OF THE REQUIREMENTS FOR A PRE-CONSTRUCTION MEETING AND SHALL PRESIDE OVER THIS MEETING. 4.THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN THE ENGINEER OR ARCHITECTS RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST OBSERVATION REPORT SUBMITTED TO THE BUILDING INSPECTOR. 5.THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT THE MINIMUM, THE FOLLOWING SIGNIFICANT CONSTRUCTION REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER: FOOTING REBARS, CONCRETE CANTILEVERD COL STEEL CONNECTIONS (E) STEEL CONNECTIONS FIELD WELD ELEMENTS/ CONNECTIONS TO BE OBSERVED CONSTRUCTION STAGES 6.THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT ON THE DEPARTMENT B&S 261 FOR EACH SIGNIFICANT STAGE OF CONSTRUCTION OBSERVED. THE ORIGINAL OF THE OBSERVATION REPORT SHALL BE SENT TO THE BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE PLANS NEED NOT BE SEALED BUT SHALL BE SIGNED BY THE RESPONSIBLE STRUCTURAL OBSERVER OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE OWNER, CONTRACTOR, AND DEPUTY INSPECTOR. 7.A FINAL OBSERVATION REPORT MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED DEFICIENCIES WERE RESOLVED AND THE STRUCTURAL SYSTEM GENERALLY CONFORMS WITH THE APPROVED PLANS AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING AND SAFETY WILL NOT ACCEPT THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION REPORT AND THE CORRECTION OF SPECIFIC DEFICIENCIES NOTED DURING NORMAL BUILDING AND DEPUTY INSPECTION. 8.THE STRUCTURAL OBSERVER SHALL SEND THE ORIGINAL OBSERVATION REPORT TO THE FOLLOWING INSPECTION OFFICE: INSPECTION GROUP NAME ____________________________________ STREET ADDRESS ____________________________________________ COMMUNITY OF CITY OF LOS ANGELES, CA, ZIP CODE ____________ 9.WHEN THE OWNER ELECTS TO CHANGE THE STRUCTURAL OBSERVER OF RECORD THE OWNER SHALL: a)NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION, b)CALL AN ADDITIONAL PRE-CONSTRUCTION MEETING, AND. c)FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS OBSERVATION REPORTS. THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE ORIGINAL OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK SUPERVISION. THE POLICY OF THE DEPARTMENT SHALL BE TO ANY PROPERLY NOTED DEFICIENCIES WITHOUT CONSIDERATION OF THEIR SOURCE. 10.THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO STRUCTURAL SYSTEMS. THE BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED PLANS AND SPECIFICATIONS. 11.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSEPCTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. 12.THE OWNER OR THE REGISTERED DESIGNED PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOY ONE OR MORE DEPUTY INSPECTORS TO PERFORM INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK THAT REQUIRE SPECIAL INSPECTIONS. I am responsible for designing this building's seismic strengthening in compliance with the minimum regulations of the Mandatory Earthquake Hazard Reduction. In Existing Wood-Frame Buildings with Soft, Weak, or Open-Front Walls (LAMC Division 93). ENGINEER'S STATEMENT: STRUCTURAL OBSERVATION NOTES:PROJECT ADDRESS: OWNER: DESCRIPTION OF WORK: ARCHITECT:ENGINEER: WITH 2023 CITY OF LOS ANGELES AMENDMENT AS REFERENCE (ONLY CHECKED ITEMS ARE REQUIRED) (REQUIRED IF STRUCTURAL OBSERVER IS DIFFERENT FROM THE ARCHITECT OR ENGINEER OF RECORD) FIRM OR INDIVIDUAL TO BE RESPONSIBLE FOR THE STRUCTURAL OBSERVATION: BUILDING SUMMARY CONTRACTOR/ENGINEER R Rho Omega Cd NO CONCRETE TOPPING ASSUMES ON LOADS CALCULATIONS OF FLOORS. V.I.F OPTIMUM SEISMIC 2417 E 57TH ST HUNTINGTON PARK, CA 90058 (323) 605-0000 LICENSE #1007528 KENAN PARK CA REGISTRATION 86314 A-0 2.5 1.3 1.25 2.5 Po Box 1444, La Canada Flintridge, CA 91012 SEISMIC DESIGN FACTOR (SDC D) OCCUPANCY CATEGORY IMPORT FACTOR SITE CLASS SS SDS S1 LAT.= LONG.= D 1 D 2.022 1.618 0.712 34.1251355 -118.0652159 Property Information APN:: 5379-022-026 Property Address: 1117 W Duarte Rd, Arcadia, CA 91007 Legal: Tract # 2731 E 70 Ft Measured On N Line Ex Of St Of Lot/Sec 143 Zoning:ARR3YY Sq. Ft. :16352 of Units: 20 Year Built / Eff. :1960 Occupancy: Residential Group R-2 Use: Apartment Construction type: Type V-B Sprinklered: No PLOT PLAN SEISMIC DESIGN FACTOR (SDC D) SC C 1 NEIGHBOR NORTH (E ) P O O L Up Up (E ) L a u n d r y (E ) E n t r a n c e (O p e n A b o v e ) (E ) A p a r t m e n t B u i l d i n g Up (E ) 2 n d F l r . L i n e A b o v e (E ) 2 n d F l r . L i n e A b o v e (E ) U t i l i t i e s (E ) U t i l i t i e s (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y (E ) D r i v e w a y 2 31 4 5 6 NE I G H B O R NE I G H B O R W. DUARTE AVENUE 84' Ex i t En t r a n c e (E) 4X13Beam (E) 4X13 Beam (E) 8X12 Beam (E) 8X12 Beam (E) 8X12 Beam (E) 8X12 Beam (E) Sidewalk (E) 4X13 Beam (E) 4X13 Beam (E) 4X13 Beam (E) 4X13Beam (E) 4X13Beam (E) 4X13Beam Up Up Up Up (E ) U t i l i t i e s (E ) U t i l i t i e s Ad j a c e n t B u i l d i n g PR O P E R T Y L I N E 3 9 6 . 5 9 ' PR O P E R T Y L I N E 4 0 9 . 2 5 ' PROPERTY LINE 140' PROPERTY LINE 147.57' 7 8 2 31 4 5 6 7 2 31 4 5 7 (E ) D r i v e w a y (N)SCC (N O T I N S C O P E O F W O R K ) JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 CA 86314 04/04/2023 NOTES: 1.THERE IS NO CHANGE TO ALL PARKING STALLS INSIDE THE BUILDING. 2.THE PARKING STALLS AROUND THE WORK AREA WILL BE ALTERED SLIGHTLY ONLY AT BOTH END WHERE REQUIRED PER PLAN. MINIMUM PARKING WIDTH SHALL BE NO LESS THAN 7'-6". 3.THE NEW ELEMENTS SHALL MAINTAIN A MINIMUM HEIGHT CLEARANCE OF 7'-0" OR EXISTING CLEARANCE HEIGHT WHICHEVER SMALLER. 4.SEE DETAIL SHEETS FOR CONNECTIONS. 5.ALL NEW STEEL BEAMS, COLUMNS AND DRAG MEMBERS SHALL BE COVERED WITH STUCCO TO MATCH WITH EXISTING. ANY COVERING REMOVED DURING CONSTRUCTION SHALL BE REPLACED TO MATCH WITH EXISTING. 6.NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTINGS. SAWCUT COMPLETELY BEFORE DEMOLISHING AND HAUL AWAY OF EXISTING FOOTING. A-1 NORTH Plot Plan (E) Entrance (Open Above) (E) Driveway (E) Driveway (E) Driveway (E) Driveway (E) Driveway(E) Driveway (E) POOL OPEN COURT YARD (Open Above) OPEN COURT YARD (Open Above) (E) Apartment Building (E) Roof Line (E) Driveway Adjacent Building PROPERTY LINE 396.59' PROPERTY LINE 409.25' PR O P E R T Y L I N E 1 4 0 ' PR O P E R T Y L I N E 1 4 7 . 5 7 ' NE I G H B O R NEIGHBOR NEIGHBOR W. D U A R T E A V E N U E 8 4 ' (E) Walkway (Open Above) 1/8"=1'-0" (NOT IN SCOPE OF WORK) JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 NOTES: 1.THERE IS NO CHANGE TO ALL PARKING STALLS INSIDE THE BUILDING. 2.THE PARKING STALLS AROUND THE WORK AREA WILL BE ALTERED SLIGHTLY ONLY AT BOTH END WHERE REQUIRED PER PLAN. MINIMUM PARKING WIDTH SHALL BE NO LESS THAN 7'-6". 3.THE NEW ELEMENTS SHALL MAINTAIN A MINIMUM HEIGHT CLEARANCE OF 7'-0" OR EXISTING CLEARANCE HEIGHT WHICHEVER SMALLER. 4.SEE DETAIL SHEETS FOR CONNECTIONS. 5.ALL NEW STEEL BEAMS, COLUMNS AND DRAG MEMBERS SHALL BE COVERED WITH STUCCO TO MATCH WITH EXISTING. ANY COVERING REMOVED DURING CONSTRUCTION SHALL BE REPLACED TO MATCH WITH EXISTING. 6.NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTINGS. SAWCUT COMPLETELY BEFORE DEMOLISHING AND HAUL AWAY OF EXISTING FOOTING. A-2 NE I G H B O R NORTH (E) POOL OPEN COURT YARD (Open Above) Up Up (E)Laundry OPEN COURT YARD (Open Above) (E) Entrance (Open Above) (E) Apartment Building Up (E)2nd Flr. Line Above (E)2nd Flr. Line Above (E) Utilities(E) Utilities (E) Driveway(E) Driveway (E) Driveway (E) Driveway (E) Driveway (E) Driveway (E) Driveway(E) Driveway Ground Floor Plan and Parking Level 2 3 1 4 5 6 4 22 1133 A-4 A-4 A-4A-4 NEIGHBOR NEIGHBOR Level 1 1/8"=1'-0" W. D U A R T E A V E N U E 8 4 ' Exit Entrance (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m (E ) 8 X 1 2 B e a m (E ) 8 X 1 2 B e a m (E ) 8 X 1 2 B e a m (E ) 8 X 1 2 B e a m (E ) S i d e w a l k (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m Up Up Up Up (E) Utilities(E) Utilities 5 A-4 6 A-4 PROPERTY LINE 396.59' PROPERTY LINE 409.25' PR O P E R T Y L I N E 1 4 0 ' PR O P E R T Y L I N E 1 4 7 . 5 7 ' 7 8 2 3 1 4 5 6 7 2 3 1 4 5 7 (E) Driveway Adjacent Building (NOT IN SCOPE OF WORK) JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 1/8"=1'-0" NOTES: 1.THERE IS NO CHANGE TO ALL PARKING STALLS INSIDE THE BUILDING. 2.THE PARKING STALLS AROUND THE WORK AREA WILL BE ALTERED SLIGHTLY ONLY AT BOTH END WHERE REQUIRED PER PLAN. MINIMUM PARKING WIDTH SHALL BE NO LESS THAN 7'-6". 3.THE NEW ELEMENTS SHALL MAINTAIN A MINIMUM HEIGHT CLEARANCE OF 7'-0" OR EXISTING CLEARANCE HEIGHT WHICHEVER SMALLER. 4.SEE DETAIL SHEETS FOR CONNECTIONS. 5.ALL NEW STEEL BEAMS, COLUMNS AND DRAG MEMBERS SHALL BE COVERED WITH STUCCO TO MATCH WITH EXISTING. ANY COVERING REMOVED DURING CONSTRUCTION SHALL BE REPLACED TO MATCH WITH EXISTING. 6.NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTINGS. SAWCUT COMPLETELY BEFORE DEMOLISHING AND HAUL AWAY OF EXISTING FOOTING. A-3 NORTH Second Floor Plan (E) Entrance (Open Above) (E) Driveway (E) Driveway (E) Driveway (E) Driveway (E) Driveway(E) Driveway (E) POOL OPEN COURT YARD (Open Above) OPEN COURT YARD (Open Above) (E) Apartment Building (E) Roof Line Level 2 1/8"=1'-0" 4 A-4 NEIGHBOR (E) Driveway (E) Driveway(E) Driveway Adjacent Building dn dn dn dn (E ) C a r p o r t (E ) C a r p o r t NE I G H B O R 1133 A-4A-4 W. D U A R T E A V E N U E 8 4 ' 22 A-4 NEIGHBOR 5 A-4 6 A-4 (NOT IN SCOPE OF WORK) JOB: SCALE: DRAWN: CT 04/20213 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 NOTES: 1.THERE IS NO CHANGE TO ALL PARKING STALLS INSIDE THE BUILDING. 2.THE PARKING STALLS AROUND THE WORK AREA WILL BE ALTERED SLIGHTLY ONLY AT BOTH END WHERE REQUIRED PER PLAN. MINIMUM PARKING WIDTH SHALL BE NO LESS THAN 7'-6". 3.THE NEW ELEMENTS SHALL MAINTAIN A MINIMUM HEIGHT CLEARANCE OF 7'-0" OR EXISTING CLEARANCE HEIGHT WHICHEVER SMALLER. 4.SEE DETAIL SHEETS FOR CONNECTIONS. 5.ALL NEW STEEL BEAMS, COLUMNS AND DRAG MEMBERS SHALL BE COVERED WITH STUCCO TO MATCH WITH EXISTING. ANY COVERING REMOVED DURING CONSTRUCTION SHALL BE REPLACED TO MATCH WITH EXISTING. 6.NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTINGS. SAWCUT COMPLETELY BEFORE DEMOLISHING AND HAUL AWAY OF EXISTING FOOTING. A-4 PR O P E R T Y L I N E PR O P E R T Y L I N E Westside Elevation LeftsideA-4 2 Eastside Elevation A-4 4 Rightside PR O P E R T Y L I N E PR O P E R T Y L I N E (E) Utilities North Elevation A-4 6 Courtyard South Elevation A-4 5 Courtyard PR O P E R T Y L I N E PR O P E R T Y L I N E South Elevation FrontA-4 1 North Elevation RearA-4 3 PR O P E R T Y L I N E PR O P E R T Y L I N E NO RETROFIT REQUIRED NO RETROFIT REQUIRED NO RETROFIT REQUIRED NO RETROFIT REQUIRED NO RETROFIT REQUIRED wall ratio=(6'-0")+(5'-6")+(5'-6")+(4'-6")+(6'-0")+(6'-5")+(4'-6")+(8'-9")+(7'-0")+(7-0")+(6'-0") (6'-0")+(5'-6")+(5'-6")+(4'-6")+(6'-0")+(6'-5")+(4'-6")+(4'-2")+(19'-9")~9 (NOT IN SCOPE OF WORK) JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 S-0 CEILING JOIST SCHEDULE CONCRETE FOUNDATION FRAMING LUMBER REINFORCING STEEL ABBREVIATIONS: GENERAL SPECIAL DEPUTY INSPECTION MINIMUM BEARING HEADERS STRUCTURAL STEEL NOTES: LOADS: NAILING SCHEDULE CONCRETE BLOCK MASONRY JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 INDICATES (E) 4'-0"x 4'-0"x 12" DEEP PAD FOOTING (V.I.F.) w/ #6 @ 12" O.C. EACH WAY INDICATES (N) 24" x 48" x 12" DEEP PAD FOOTING NOTES: 1.THE LATERAL LOAD RESISTING SYSTEM IS OMF. 2.SOIL BEARING CAPACITY IS CONSIDERED AS 1.5 KSF. 3.NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTING. 4.SEE ARCHITECTURAL PLAN FOR FULL DIMENSIONS. STRUCTURAL LEGENDS: INDICATES (E) CONTINUOUS FOOTING (V.I.F.) FOUNDATION PLAN & DETAILS ARE GENERATED BASED ON VISUAL INSPECTION & MEASUREMENT OF BUILDING CONTRACTOR MUST FIELD VERIFY ALL EXISTING FOOTINGS & OTHER STRUCTURAL MEMBERS & DETAILS SHOWN ON PLANS: A)IF SITE CONDITION DIFFERS FROM THE PROPOSED FRAMING AS SHOWN, SUCH CONDITION SHALL BROUGHT UP TO THE STRUCTURAL ENGINEER'S ATTENTION TO ADDRESS THE ACTUAL SITE CONDITION. B)CONTRACTOR TO FIELD VERIFY ALL FRAMING CONDITIONS PRIOR TO ORDERING MATERIALS & INSTALLING FRAMING MEMBERS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. C)IF ANY WALL WITH PLYWOOD ARE DISCOVERED DURING DEMOLITION, CONTRACTOR IS TO CONTACT THE STRUCTURAL ENGINEER IMMEDIATELY FOR RECOMMENDATIONS. D)CONTRACTOR TO FIELD VERIFY SITE CONDITIONS & DIMENSIONS PRIOR INSTALLATION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. E)FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURAL STEEL) (REINFORCING STEEL) (LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. F)LADBS LICENSED FABRICATOR IS REQUIRED FOR (TRUSSES) (STRUCTURAL STEEL). G)CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SeC. 1709.1. H)CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 psi. HIGH STRENGTH BOLTING, SPRAYED ON FIREPROOFING, ENGINEERED MASONRY, HIGH LIFT GROUTING, PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. I)IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BE REQUIRED. J)A COPY OF LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF LISTINGS SHALL BE MADE AVAILABLE AT THE JOB SITE. K)NO CONCRETE TOPPING ASSUMES ON LOADS CALCULATIONS OF FLOORS. V.I.F L)NO JACKHAMMERING FOR DEMOLITION OF EXISTING FOOTINGS. SAWCUT COMPLETELY BEFORE DEMOLISHING AND HAUL AWAY OF EXISTING FOOTING. M)NO IMPACT TOOLS SHALL BE PERMITTED WHEN REMOVING EXISTING FOOTING. SAW CUTTING THE EXISTING FOOTING ONLY IS ALLOWED. N)GAS PIPES NOT ALLOWED IN GRADE BEAM UNLESS APPROVAL IS OBTAINED FROM GAS COMPANY. COLUMNLABEL SCC-1 W10X112 MF/ SCC SCHEDULE BEAM S-1 STRUCTURAL LEGENDS: GB1 Indicates (N) 30"Wide x 30"Deep Grade Beam w/ (5)-#7 Cont. bars (T) & (B) and #4 Ties @ 4" o.c., 60" from column, #4 @ 8" remainder (f'c=3000 psi, fy=60000 psi, w/ special inspection) INDICATES (E) 2x FLOOR JOISTS (V.I.F.) INDICATES (E) WOOD STUD WALLS INDICATES (E) WOOD /STEEL BEAM TO REMAIN (V.I.F) NE I G H B O R NORTH NEIGHBOR Up PROPERTY LINE 396.59' PROPERTY LINE 409.25' PR O P E R T Y L I N E 1 4 0 ' NE I G H B O R NORTH NEIGHBOR Up PROPERTY LINE 396.59' PROPERTY LINE 409.25' PR O P E R T Y L I N E 1 4 0 ' PARTIAL SECOND FLOOR FRAMING PLAN PARTIAL FOUNDATION PLAN GB 1 (N O T I N S C O P E O F W O R K ) (N O T I N S C O P E O F W O R K ) SECOND FLOOR FRAMING PLAN GB 1 PARTIAL FOUNDATION PLAN JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 1 SD-1 #5 EPOXY DOWELS W/ 8" EMBED MIN. (LARR# 25744, ESR 2308) w/ SPECIAL INSPECTION REQUIRED (N) PAD FOOTING OR GRADE BEAM (E) SLAB (V.I.F.) VA R Y . ( V . I . F . ) MIN 15" (E) FOUNDATION ROUGHEN SURFACE TO 1/4" AMPLITUDE THICKNESS OF (N) PAD FOOTING OR GRADE BEAM PER PLAN 3" 8" M I N . 3" M I N . 3" M I N . 32 BENT END REBARS A- A - SECTION END OF GB DETAIL B - SECTION DE P T H P E R P L A N PE R P L A N PE R P L A N PER PLANPER PLAN PER PLAN PAD FOOTING AND REINFORCEMENT PER PLAN (NO. OF BARS IN THE DETAIL IS SCHEMATIC) 3" 2"2" 3" 3" 24" PROTECTED LENGTH GB AND REINFORCEMENT PER PLAN, NOTE:WHEN COLUMN LOCATED AT THE SIDE OF THE GB, AT LEAST ONE BAR BETWEEN COLUMN AND EDGE OF GB #4 (2D) FROM COLUMN PER PLAN #4 REMAINDER LENGTH PER PLAN 2" T Y P . H 3" 3" B 1.5"1.5" 3 8 B- 2 SD-1 (E) WALL OR COLUMN WHERE OCCURS (N) STEEL COLUMN W/ 24" PROTECTED LENGTH (N) STEEL COLUMN W/ 1-1/2" NON SHRINKAGE GROUT (FOR TWO POUR ONLY) TYP. 3" 3" 3" 3" C- C - SECTION PE R P L A N 3" 3" 3" MAX 6",TYP. FIT AS MANY AS GRADE BEAM DEPTH ALLOWS VERTICALLY SPACED@ 4" O.C. 1 2" DIA WELDED STUDX4" LONG AT EACH COLUMN FACE 5 16 4" 3" 3" MIN ONE BAR BETWEEN (N) COLUMN AND EDGE OF GB 3" TYP.(E) FOUNDATION WHERE OCCURS 3 4" THICK BASE PLATE W/ 3 4" A36 THREADED BOLT AND 3" SQ. x 3/8" WASHER PLATE&NUTS LENGTH OF BOLT=12" 12" 2 SD-1 (E) FOUNDATION WHERE OCCURS 65" MIN BETWEEN COLUMN AND END OF GB IS LESS THAN 2D ADDITIONAL (N) 2 #7 U BARS TOP&BOT (WHERE DISTANCE 12" MIN 3" 3" 3" MIN MAX 14",TYP. (N) JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 SEAL / SIGNATURE: 6 SD-2 5"5" 1"MAX 3" Typical detail for splice plate54 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 1 2 356 4 S-0 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 7 W . D u a r t e R d , A r c a d i a , C a l i f o r n i a 55 0 8 S A N T A F E A V E N U E , V E R N O N , C A 9 0 0 5 8 T E L : (3 2 3 ) 6 0 5 - 0 0 0 0 | F A X : ( 3 2 3 ) 6 0 5 - 0 3 0 9 SHEET DATE: REVISIONS: SE I S M I C R E T R O F I T P E R L A B C C H A P T E R 9 3 Frame Name: SOFT STORY RETROFIT Copyright © 2017-2018, Optimum Seismic Inc. All Rights Reserved. Office: 5508 S. Santa Fe Ave, Vernon, CA 90058 T: 323.605.0000 F: 323.605.0309 www.optimumseismic.com Contractor License # 1012702 Project Address: 14045 Ramona Pkwy, Baldwin Park, CA 91706 KENAN PARK P.E. Summary of Analysis and Design Note: -L1 is direction parallel to the earthquake. -L2 is direction perpendicular to the earthquake. -SCC(M) means SCC located at the middle of grade beam. -SCC(C) means SCC located at the corner of grade beam. -The green numbers in this page are the only input data. All the other information in this page, cover page and report generated automatically. Analysis, design and optimization performed automatically based on related codes. -D/C=Demand/Capacity Last updated date and time Max one side length of drag (ft)52 Address Drag element profile PL4X1/2 Name of Earthquake Resisting System Min length for 1/4" weld (in)6 Max dist. for A35 (in)8 ρ 1.3 Max dist. for LTP5 (in)34 nailer capacity considered, F1st story ignored. SDS 1.618 Max dist. for SDS 1/4x1-1/2(in)9 No. of Frames or SCC 1 Lag screws dia (in)3/8 No. of stories above parking 1 Penetration length (in)1.5 Wall height (ft)9 Max dist. for Lag Screws (in)6 Tributary area (all stories),L1 dir. (ft)52 Bolt Diameter (in)5/8 Tributary area (1st story),L2 dir. (ft)15.2 Main Member (in)3 1/2 Tributary area (other stories),L2 dir. (ft)15.2 Min No. of bolts 5 (N) column works with (E) pad yes Plywood sheathing Tributary area of one col,L1 dir. (ft)8 Tributary area of one col,L2 dir. (ft)11.5 Length of Pad in L1 dir. (ft)4.00 D/C SCC->N/A Length of Pad in L2 dir. (ft)2.00 Earthquake Resisting System Depth of pad (in)12 D/C 0.42 Grade Beam length(ft)17.5 Bars of pad in L1 dir.4 #6 D/C SCC->N/A Column height(ft)9.0 Bars of pad in L2 dir.4 #6 D/C SCC->N/A Column section N/A Width of grade beam(ft)2.50 Lightest W section Depth of grade beam(in)30 Top&Bot longitudinal bars 5 #7 D/C 0.81 Tie bars #4 @ 6" (2D from column) D/C(deflection)1.08 @ 13" (remainder) D/C(sliding)1.63 D/C(uplift)0.89 Forces LRFD level (ρ=1,Ω0=1) D/C(overturning)0.87 QE (kips)25.13 Support axial force (kips)12.92 Support shear force (kips)25.13 Support moment (kips-ft)226.18 N/A W12X96 3/23/2022 13:00 SCC(C) W10X112 N/A 1117 W Duarte Rd, Arcadia, CA 91007 SCC1 Page 2 Table of Contents Title Page No. General Information ………………………………………………………………………………………4 Frame Type and Geometry ………………………………………………………………………………………4 Seismic Parameters ………………………………………………………………………………………4 Gravity Loads Per Unit Area ………………………………………………………………………………………4 Total Gravity Load for Tributary Area ………………………………………………………………………………………4 Seismic Lateral Loads ………………………………………………………………………………………5 Column and Beam Section ………………………………………………………………………………………5 Analysis Results Based on QE,LRFD (ρ=1, Ω0=1)………………………………………………………………………………………5 Support Reactions Based on QE,LRFD (ρ=1, Ω0=1)………………………………………………………………………………………5 Lateral Deflection Based on QE,LRFD (ρ=1, Ω0=1) ………………………………………………………………………………………5 Section Slenderness Check ………………………………………………………………………………………6 ...………………………………………………………………………………………6 Column Flextural Strength Check ………………………………………………………………………………………6 ...………………………………………………………………………………………7 Moderately Ductile Bracing(only for SCC)………………………………………………7 Lateral Load Per Unit Length for Connections ………………………………………………………………………………………7 SIMPSON A35 ………………………………………………………………………………………7 SIMPSON LTP ………………………………………………………………………………………8 Lag Screws ………………………………………………………………………………………8 SDS Connector Screw ………………………………………………8 Bolts ………………………………………………9 Floor Sheathing ………………………………………………………………………………………9 Drag Element Size ………………………………………………………………………………………9 Drag Element Splice ………………………………………………………………………………………10 Required Length of Weld to Transfer Load ………………………………………………………………………………………10 Load Combination for Foundation Design ………………………………………………………………………………………10 Pad Footing Design ………………………………………………………………………………………12 Controlling Sliding ………………………………………………………………………………………13 Controlling Uplift ………………………………………………………………………………………14 Controlling Overturning ………………………………………………………………………………………14 Design of Grade Beam ………………………………………………………………………………………15 Reinforcement Welded to Column Web ………………………………………………………………………………………16 ……………………………………… ……………………………………… ……………………………………… Page 3 Last updated date and time 3/23/22 1:00 PM Project Address 1117 W Duarte Rd, Arcadia, CA 91007 Name of Earthquake Resisting System SCC1 Earthquake Resisting System SCC(C)Special Cantilever Column Column Height=H 9.00 ft Grade Beam length(ft)17.50 ft No. of frames or SCC 1 1=1 frame or SCC,2=2 frames or SCC, … ρ 1.3 SDS 1.618 See the attached Design Maps Summary Report I 1 R 2.5 frame=3.5, SCC=2.5 Cd 2.5 frame=3,SCC=2.5 Ω0 1.25 frame=3,SCC=1.25, reduced by 0.5 for flexible diaphragm according to ASCE7-16 (Table 12.2-1) when Ω0>=2.5 Cs 0.49 Seismic Response Coefficient= 0.75SDS/(R/I) roof DL 20 psf no third floor 0 psf no second floor 0 psf first floor DL 23 psf roof LL 20 psf other floors LL 40 psf exterior wall DL 15 psf partition DL 10 psf length in L1 dir. for tributary area (all floors)52 ft L1=direction parallel to the earthquake excitation length in L2 dir. for tributary area (1st floor)15.2 ft L2=direction perpendicular to the earthquake excitation length in L2 dir. for tributary area (other floors)15.2 ft L2'=direction perpendicular to the earthquake excitation Frame Type and Geometry Seismic Parameters Gravity Loads Per Unit Area Total Gravity Load for Tributary Area General Information Page 4 No. of stories above parking=n1 1 wall height=wh 9 ft tributary area (1st story)=A1 790 ft2 tributary area (other stories)=AO 790 ft2 total tributary area 1581 ft2 1st floor+No. of stories above parking*other floors total floors dead load 33.99 kips =A1X1st floor DL+AO*2nd floor DL+AO*3rd floor DL+… total partitions dead load 7.90 kips =partition DL(A1+AO(N1-1)) total exterior walls dead load 9.88 kips =ext. wall DL*wh*0.75*(L1*n1+L2*2+L2'*2*(n1-1)),0.75 is for openings total seismic dead load 51.77 kips QE 25.13 kips =(0.75*SDS*I*Total DL/R)/(No. of frames or SCC) ρQE 32.67 kips strength design 0.7ρQE 22.87 kips allowable stress design Ω0QE 31.41 kips strength design 0.7Ω0QE 21.99 kips allowable stress design column section W10X112 beam section N/A max moment in column 226.18 kip-ft =QE*H max axial force in column 0.00 kips =0 max shear force in column 25.13 kips =QE max moment in beam kip-ft max axial force in beam kips max shear force in beam kips Axial Force at base 12.92 kips Shear Force at base 25.13 kips Flextural Moment at base 226.18 kip-ft Column Height=H 9 ft Grade Beam length(ft)17.5 ft I column 716 in4 Seismic Lateral Loads Column and Beam Section Analysis Results Based on QE,LRFD (ρ=1, Ω0=1) Support Reactions Based on QE,LRFD (ρ=1, Ω0=1) Lateral Deflection Based on QE,LRFD (ρ=1, Ω0=1) Page 5 I beam 0.001 in4 for SCC assumed I beam ~= 0.0 0.35*I grade beam 23625 in4 E concrete 3604997 lb-in ... ... ... Deflection for one SCC with fixed support 0.75 in =QEH3/(3EIcol)+tg(Rotation at base)*H SCC(C)->Deflection=0.75 in based on the support condition Deflection with reduced stiffness 0.94 in AISC360-10, 0.80 applied to all stiffnesses for stability of the structure Allowable deformation 0.86 in =0.02H/Cd D/C ratio for lateral deflection 1.08 ... ... ... ... ... column section W10X112 bf column section 10.40 in flange width of column section tf column section 1.25 in flange thickness of column section dw column section 11.40 in outside height of column section tw column section 0.76 in web thickness of column section column:flange section ratio=0.5bf/tf 4.16 should be <0.56(E/Fy)^0.5=13.49 column:web section ratio=dw/tw 15.10 should be <1.49(E/Fy)^0.5=35.88 ... ... ... ... ... ... ... ... ... ... ... Section Slenderness Check Page 6 Z column section 147 in3 Mu column 3528.35 kip-in flextural moment from ρQE Mr=RyFyZ 8085 kip-in Ry= 1.1 for Grade 50 steel, Fy=50 ksi D/C ratio for flextural force (column)0.44 Mu/Mr ... ... ... ... ... ... ... ... ... ... ry 2.68 in Lb 22.02 ft =0.17ryE/Fy (E=29000000 psi, Fy=50000 psi) Column Height 9.00 ft D/C ratio 0.41 QE 25.13 kips =(0.75*SDS*I*Total DL/R)/(No. of frames or SCC) Capacity of (E ) floor sheathing 300.00 lb/ft Ldrag/(No. of frames or SCC)52 ft other option:min(Ltrib,QE/Capacity of (E ) floor sheathing) QE/Ldrag 483.28 lb/f ρQE/Ldrag 628.27 lb/f strength design 0.7ρQE/Ldrag 439.79 lb/f allowable stress design Ω0QE/Ldrag 604.10 lb/f strength design 0.7Ω0QE/Ldrag 422.87 lb/f allowable stress design Model No: A35, Type of Connection: 5, Fasteners: #5 - 3/4" long Capacity of A35 320 lb 1.6 increase for CD 1.00 lb load duration factor (ASD only). Cd was not considered here. Lateral Load Per Unit Length for Connections SIMPSON A35 Moderately Ductile Bracing(only for SCC) Column Flextural Strength Check ... Page 7 0.75 decrease for L.A. reduce factor 1.00 it was not considered. final capacity of A35 320 lb assumed distance between A35 8 in capacity of A35 with the assumed distance 480 lb/f (E ) nailer strength 0 lb/f possible 170 lb/ft for capacity of nailer total capacity 480.00 lb/f capacity of A35 + (E ) nailer Demand=0.7ρQE/Ldrag 439.79 lb/f D/C ratio for SIMPSON A35 0.92 Model No: LTP5, Type of Connection: 7H, Fasteners: (12) 8dx1-1/2" LTP type LTP5 capacity of LTP4=580, LTP5=545 Capacity of LTP5 545 lb 1.6 increase for CD 1.00 lb load duration factor (ASD only). Cd was not considered here. 0.75 decrease for L.A. reduce factor 1.00 it was not considered. final capacity of LTP5 545.00 lb assumed distance between LTP5 34 in capacity of LTP5 with the assumed distance 192.35 lb/f (E ) nailer strength 170 lb/f possible 170 lb/ft for capacity of nailer total capacity with nailer 362.35 lb/f capacity of LTP5 + (E ) nailer 0.7ρQE/Ldrag 439.79 lb/f bsed on (QE=total base shear) Demand=sum of shears from top levels 293.19 D/C ratio for SIMPSON LTP5 0.81 if Demand<170 lb/ft, then "No Need" G=0.5 Douglas Fir-Larch,4D<penetration<8D,ZII,side member thick=1/4 Lag Screws diameter 3/8 in NDS table 12K assumed penetration length 1.5 in should be between 4D and 8D pmax=8D 3.0 in max penetration length pmin=4D 1.5 in min penetration length ZII 280 lb NDS table 12K adjust based on penetration length(p/8D)0.50 based on NDS TABLE 12K subtitle 0.75 decrease for L.A. reduce factor 1.00 it was not considered. 1.6 increase for CD 1.60 load duration factor (ASD only). 1.2 increase for CI 1.20 AISC 12.4.3.3,increase of 1.2 in allowable stress design for load combo with Ω0 final capacity of lag screw 268.80 lb assumed distance between lag screw 6 in SIMPSON LTP Lag Screws Page 8 provided capacity with the assumed distance 537.60 lb/f Demand=0.7Ω0QE/Ldrag 422.87 lb/f D/C ratio for single lag bolt 0.79 Douglas Fir-Larch,DF/SP Allowable Loads, Steel Side Plate=16 ga. Capcity of SDS (Size 1/4x1-1/2)250.00 lb 1.6 increase for CD 1.00 = 1.6 forload duration factor (ASD only). Here assume 1 1.2 increase for CI 1.20 AISC 12.4.3.3,increase of 1.2 in allowable stress design for load combo with Ω0 final capacity of SDS (Size 1/4x1 1/2)300.00 lb Demand=0.7Ω0QE/Ldrag 422.87 lb/f Max dist. for Lag Screws 9 in According to Table 12G, ts (side member=1/4"), G=0.50 Douglas Fir-Larch NDS 2015 Edition Bolt Diameter 5/8 in Main Member 3 1/2 in capacity of bolt 2410 lb 0.75 decrease for L.A. reduce factor 1.00 it was not considered. 1.6 increase for CD 1.60 load duration factor (ASD only). 1.2 increase for CI 1.20 AISC 12.4.3.3,increase of 1.2 in allowable stress design for load combo with Ω0 final capacity of bolts 4627 Demand=0.7Ω0QE 21989 lb Min required numbers of bolts 5 round up 0.7Ω0QE/final capacity of bolts provided capacity with the number of bolts 23136.00 lb/f D/C ratio bolts 0.95 Capacity of (E) floor sheathing 450.00 lb/ft Selected plywood sheathing N/A Capcity of selected plywood sheathing 0.00 lb/ft ASD level: capacity/2, assumed blocked Total capacity of plywood sheathing 450.00 Demand=0.7ρQE/Ltrib 439.79 lb/ft D/C ratio for floor sheating 0.98 Assumed section for Drag Element PL4X1/2 thickness of leg 0 in =t Floor Sheathing Drag Element Size SDS Connector Screw Bolts Page 9 Ag of section 2.00 in2 Lag Screws diameter 0.375 in =db Max one side length of drag 52.00 ft length of shear accum. at critical cross section Fy 36000 psi Fu 58000 psi Ae=0.8 An = 0.8(Ag-dbxt)1.60 in2 0.9AgFy 64800.00 lb 0.75AeFu 69600.00 lb Pn = min(0.9AgFy, 0.75AeFu)64800.00 lb Capacity Demand=Ω0QE/Ldrag*Max one side length 31413.39 lb max shear at critical section D/C ratio for drag Element size 0.48 length of plate 10.0 in width of the plate 3.0 in thickness of the plate 0.38 in Ag of plate 1.125 in2 Capacity=0.9AgFy 36450.00 lb Capacity Demand=Ω0QE/Ldrag*Max one side length 31413.39 lb max shear at critical section D/C for splice plate section area 0.86 two plate was used weld size=(weld size)/16 4.00 in for example 4 means 4/16=0.25" length of weld 13.00 in two times half of the plate+width of the plate φRn=φ*0.6Fexx*0.707*D/16*L=1.392DL 54.29 kips Demand=Ω0QE/Ldrag*Max one side length 31413.39 lb max shear at critical section D/C ratio for drag element weld 0.58 two plate was used weld size 1/4 in φRn=φ*0.6Fexx*0.707*(weld size), for 1"5.57 kips 0.75x0.6x70x0.707x(weld size) Ω0QE 31.41 kips strength design required length to transfer load 6 in Ω0QE/φRn (N) column works with (E) pad yes yes or no tributary area of one column,L1 dir.8 ft tributary area of one column,L2 dir.11.5 ft average dead load per square feet 32.75 psf axial DL above foundation 6.03 kips depends on (N) column works with (E ) foundation or not Drag Element Splice Load Combination for Foundation Design Required Length of Weld to Transfer Load Page 10 axial LL above foundation 5.52 kips depends on (N) column works with (E ) foundation or not axial QE of (N) column 0.00 kips SDS 1.618 - ρ 1.3 - Ω0 1.25 - load comb (allowable stress design)- D=6.03 kips D+L=11.55 kips D+0.75L=10.17 kips D+0.7QE=6.03 kips D-0.7QE=6.03 kips D+0.75L+0.75(0.7QE)=10.17 kips D+0.75L-0.75(0.7QE)=1.89 kips 0.6D+0.7QE=3.62 kips 0.6D-0.7QE=3.62 kips (1.0+0.14SDS)D+0.7ρQE=7.39 kips (1.0+0.14SDS)D-0.7ρQE=7.39 kips (1.0+0.10SDS)D+0.525ρQE+0.75L=11.14 kips (1.0+0.10SDS)D-0.525ρQE+0.75L=11.14 kips (0.6-0.14SDS)D+0.7ρQE=2.25 kips (0.6-0.14SDS)D-0.7ρQE=2.25 kips max=11.55 kips min=1.89 kips load comb (allowable stress design) with Ω0 - (1.0+0.14SDS)D+0.7Ω0QE=7.39 kips (1.0+0.14SDS)D-0.7Ω0QE=7.39 kips (1.0+0.105SDS)D+0.525Ω0QE+0.75L=11.19 kips (1.0+0.105SDS)D-0.525Ω0QE+0.75L=11.19 kips (0.6-0.14SDS)D+0.7Ω0QE=2.25 kips (0.6-0.14SDS)D-0.7Ω0QE=2.25 kips max=11.19 kips min=2.25 kips load comb (strength design)- 1.4D=8.44 kips 1.2D+1.6L=16.06 kips 1.2D+L=12.75 kips Page 11 (1.2+0.2SDS)D+ρQE+L=14.70 kips (1.2+0.2SDS)D-ρQE+L=14.70 kips (0.9-0.2SDS)D+ρQE=3.47 kips (0.9-0.2SDS)D-ρQE=3.47 kips max=16.06 kips min=3.47 kips load comb (strength design) with Ω0 - (1.2+0.2SDS)D+Ω0 QE=9.18 kips (1.2+0.2SDS)D-Ω0 QE=9.18 kips (0.9-0.2SDS)D+Ω0 QE=3.47 kips (0.9-0.2SDS)D-Ω0 QE=3.47 kips max=9.18 kips min=3.47 kips Axial force (ASD)11.19 kips Axial force (Strength Design)9.18 kips base plate dimension 17.4 in approximately web depth+6 qallow 1500 psf approximate dimension of (E ) footing 2.8 assumed square footing, therefore=((DL+LL)/qallow)^0.5 area required 7.46 ft2 Pad footing length L1 dir.4.00 ft Pad footing length L2 dir.2.00 ft L1*L2 8 ft2 D/C ratio for area of foundation SCC->N/A h assumed 12 in assumed cover 3 in d assumed 9 in qu 7.97 psi f'c 1500 psi (N) footing->f'c=2500 , (E) footing->f'c=1500 grade 60 bars 60000 psi strength-reduction factors (for flexure)0.9 strength-reduction factors (for shear)0.75 Vu (1way shear)2898 lb Vu (2way shear)3627 lb d caculated (1way shear)2.08 in Pad Footing Design Page 12 d caculated (2way shear)0.45 in d calculated 2.08 in h calculated 5.08 in h assumed 12 in D/C ratio for depth of foundation 0.42 Mu(L1)1.87 kip-ft Mu(L2)0.17 kip-ft As(L1) required SCC->N/A in2 As(L2) required SCC->N/A in2 min As(L1)0.39 in2 min As(L2)0.78 in2 As(L1)0.39 in2 As(L2)0.78 in2 Maximum spacing of bars=2h or 18 in 18 in no. of bars in L1 dir.4 size of bar in L1 dir.#6 area of bars in L1 dir. 1.76 in2 based on assumed No.&size no. of bars in L2 dir.4 size of bar in L2 dir.#6 area of bars in L2 dir.1.76 in2 based on assumed No.&size D/C ratio of bars in L1 dir.SCC->N/A D/C ratio of bars in L2 dir.SCC->N/A footing size(L1 L2 h)4ft 2ft 12in bars in L1 direction 4#6 bars in L2 direction 4#6 --------lateral bearing capacity-------- lateral bearing pressure 100 psf/ft table 1806.2 in CBC L2(foundation1)2.00 ft L2=direction perpendicular to the earthquake excitation h(foundation1)1 ft maximum pressure 100 psf average pressure 50 psf load-bearing capacity 0.1 kips =average pressurexL2xh 1.33 load-bearing capacity 0.13 kips SECTION 1806 2014 CITY OF LA BUILDING CODE --------lateral sliding capacity-------- Controlling Sliding Page 13 cohesion 130 psf table 1806.2 in CBC L1(pad footing 1)4.00 ft L1=direction parallel to the earthquake excitation L2(pad footing 1)2.00 ft L2=direction perpendicular to the earthquake excitation h(pad footing 1)1 ft L1(pad footing 2)0 ft L1=direction parallel to the earthquake excitation L2(pad footing 2)0 ft L2=direction perpendicular to the earthquake excitation h(pad footing 2)0 ft L1(tie beam or grade beam),for side area 27.5 ft HF=Frame length-pad footing length,FF=Frame length+4(GB height) L1(tie beam or grade beam),for bottom area 23.5 ft HF=Frame length-pad footing length,FF=Frame length+4(GB height)-2xpad footing length L2(tie beam or grade beam)2.5 ft L2=direction perpendicular to the earthquake excitation h(tie beam or grade beam)2.5 ft total active area 106.75 ft2 Just contact area at the bottom was cosidered. lateral sliding capacity 13.88 kips =cohesion*total active area axial DL above foundation 6.03 kips frame 2x(DL of one column), SCC (DL of one column) foundation self weight 26.98 kips total dead load 33.01 kips 50% total dead load 16.50 kips min(50% dead load,lateral sliding capacity)13.88 kips final lateral sliding capacity 13.88 kips total capacity(bearing+sliding) 14.01 kips Demand=0.7ρQE 22.87 kips D/C ratio for sliding 1.63 if D/C>1,to avoid sliding use #4 dowels@12" with epoxy anchor into (E)foundation, 12 dowels was used 3x4x2x2.5kip=60 kip (N) column works with (E) pad yes if yes consider the axial DL of one column axial DL above foundation 6.03 kips one-half of foundation self weight 13.49 kips axial DL of one column of foundation 19.52 kips axial DL above foundation+one-half foundation self-weight additional considered dead load kips total dead load to resist uplift 19.52 kips Capacity=(0.9-0.14SDS)D 13.14 kips alternative load combination (1605.3.2) instead of (0.6-0.14SDS)D uplift force 12.92 kips Axial tensile force at end support based on QE Demand=0.7ρ(uplift force)11.76 kips Demand 11.76 kips D/C ratio for uplift 0.89 Controlling Uplift Page 14 (N) column works with (E) pad yes axial DL above foundation 6.03 kips weight of one foundation 1.2 kips weight of tie beam/grade beam 25.78125 kips resisting arm for near column 2 ft half of footing length in L1 dir. resisting arm for far column 19.5 ft half of footing length in L1 dir.+frame span length resisting arm for tie beam/grade beam 10.75 ft half of footing length in L1 dir.+frame span length/2 additional considered resisting moment kipft resisting moment 432.51 kipft Capacity=(0.9-0.14SDS)D 291.29 kips alternative load combination (1605.3.2) instead of (0.6-0.14SDS)D uplift force 12.92 kips Axial tensile force at end support based on QE base shear 25.13 kips shear force based on QE depth of foundation 12 in overturning moment (axial force of far column)252.03 kipft uplift forcexresisting arm for far column overturning moment (base shear)25.13 kip-ft base shearxdepth of foundation total overturning moment 277.16 kipft based on QE Demand=0.7ρQE 252.21 kipft 1*Demand 252.21 kipft 1 for alternative load combination instead of 0.75 inASCE 7-10: 12.13.4 Reduction for overturning (EXCEPT SCC) D/C ratio for overturning moment 0.87 ... ... ... ... ... ... ... ... … … … … … Controlling Overturning … Page 15 … … … grade beam width 30 in grade beam height 30 in f'c 3000 psi fy 60000 psi Es 29000000 psi cover 3 in d'3 in d 27 in No. of bars at top and bot of grade beam 5 size of bars at top and bot of grade beam #7 As=A's 3 in2 assumed a symmetric section Asmin 2.7 in2 As>max(3(f'c)^0.5/fy*bd,200/fy*bd) Asmax 32.4 in2 As<0.04*bd Asmin<As<Asmax yes in2 strength-reduction factors (for flexure)0.9 a 2.35 in depth of compression block φMn 348.6 kip-ft Moment at column support 226.18 kip-ft Mu= ρxM(QE)294.03 kip-ft for fixed support frame Mu= Ω0xM(QE)282.72 kip-ft for fixed support SCC Demand=Mu 282.72 kip-ft ff=>Mu=ρxM(QE) ,SCC=>Mu=Ω0xM(QE) D/C ratio for moment 0.81 =Mu for design/φMn strength-reduction factors (for shear)0.75 φVc 66.55 kip =2(f'c)^0.5*bd dist. Between shear bars(2d from col)=s 6 in dist. Should not exceed d/4 or 6"for2dfromcolumn dist. Between shear bars(reminder)13 in dist. Should not exceed more than d/2 for reminder distance size of bars for shear #4 Av with 2 legs 0.4 in2 Av/s 0.07 in min Av/s 0.03 in Av/s>max(0.75(f'c)^0.5/fy*b,50/fy*b) φAv/s fyd 81 kip Design of Grade Beam Page 16 Capacity=φVc+φAv/s fyd 147.55 kip Vu ρQE 8.40 kip Mu ρQE/(2*span length) Vu Ω0QE 8.08 kip Mu Ω0QE/(2*span length) Demand=Vu 8.08 kip D/C ratio for shear 0.05 - shear bars (2d from col)@ 6" (2D from column) shear bars (remainder)@ 13" (remainder) Required Atb 0.3744 in2 Atb=Required Transfer Reinforcement=0.03f'cLebf/(Fysr=60) assuming two #7 1.203 in2 Reinforcement Welded to Column Web Page 17 Company Designer Job Number Model Name : : : : Optimum Seismic SCC1 Checked By : __________ 3/23/2022 12:38:47 PM RISA-3D Version 19 [ SCC1(C).r3d ] Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N2 17 9 0 2 N3 0 0 0 3 N4 17 0 0 4 N5 8.5 0 0 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M3 N4 N2 COLUMN Column Wide Flange A992 Typical 2 M4 N3 N4 Grade Beam Beam None gen_Conc3NW DR1_8 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] 1 N3 Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction 3 N2 Fixed 4 N5 Reaction Reaction Reaction Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴]J [in⁴] 1 COLUMN W10X112 Column Wide Flange A992 Typical 32.9 236 716 15.1 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Grade Beam GBD30W30 Beam gen_Conc3NW 900 67500 23625 99900 Company Designer Job Number Model Name : : : : Optimum Seismic SCC1 Checked By : __________ 3/23/2022 12:38:47 PM RISA-3D Version 19 [ SCC1(C).r3d ] Page 2 Node Loads and Enforced Displacements (BLC 1 : EX) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N2 L X 25.13 Load Combinations Description Solve P-Delta BLC Factor 1 QE Yes Y EL 1 2 Ro QE Yes Y EL 1.3 Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N3 max 0 1 8.127 2 0 2 0 2 0 2 0 2 2 min 0 2 6.251 1 0 1 0 1 0 1 0 1 3 N4 max -25.13 1 42.718 2 0 2 0 2 0 2 0 2 4 min -32.669 2 32.86 1 0 1 0 1 0 1 0 1 5 N5 max 0 1 -39.111 1 0 2 0 2 0 2 0 2 6 min 0 2 -50.844 2 0 1 0 1 0 1 0 1 7 Totals:max -25.13 1 0 2 0 2 8 min -32.669 2 0 1 0 1 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft]LCz Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft]Loc[ft]LCz-z Moment[k-ft]Loc[ft]LC 1 M3 max 0 9 2 32.669 9 2 0 9 2 0 9 2 0 9 2 294.021 0 2 2 min 0 0 1 25.13 0 1 0 0 1 0 0 1 0 0 1 0 9 1 3 M4 max 0 17 2 8.127 8.323 2 0 17 2 0 17 2 0 17 2 294.021 17 2 4 min 0 0 1 -42.718 8.5 2 0 0 1 0 0 1 0 0 1 -69.079 8.5 2 Envelope Member End Reactions MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M3 I max 0 2 32.669 2 0 2 0 2 0 2 294.021 2 2 min 0 1 25.13 1 0 1 0 1 0 1 226.17 1 3 J max 0 2 32.669 2 0 2 0 2 0 2 0 2 4 min 0 1 25.13 1 0 1 0 1 0 1 0 1 5 M4 I max 0 2 8.127 2 0 2 0 2 0 2 0 2 6 min 0 1 6.251 1 0 1 0 1 0 1 0 1 7 J max 0 2 -32.86 1 0 2 0 2 0 2 294.021 2 8 min 0 1 -42.718 2 0 1 0 1 0 1 226.17 1 Envelope Node Displacements Node Label X [in] LC Y [in] LC Z [in] LC X Rotation [rad] LC Y Rotation [rad] LC Z Rotation [rad] LC 1 N2 max 1.03 2 0 1 0 2 0 2 0 2 -9.947e-3 1 2 min 0.792 1 0 2 0 1 0 1 0 1 -1.293e-2 2 3 N3 max 0 2 0 1 0 2 0 2 0 2 -1.395e-4 1 4 min 0 1 0 2 0 1 0 1 0 1 -1.813e-4 2 5 N4 max 0 2 0 1 0 2 0 2 0 2 -1.124e-3 1 6 min 0 1 0 2 0 1 0 1 0 1 -1.461e-3 2 7 N5 max 0 2 0 2 0 2 0 2 0 2 3.859e-4 2 8 min 0 1 0 1 0 1 0 1 0 1 2.968e-4 1 E-mail: Phone: Address: Project: 1/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°FIgnore 6do requirement: Not applicable Build-up grout pad: No General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 8.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 11.13 cac (inch): 12.43Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> 2. Input Data & Anchor Parameters Project description: Location: Fastening description: Customer company: Customer contact name: Customer e-mail: Comment: 1.Project information 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 2/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 <Figure 2> Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ #5 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-2508 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 3/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 2800.01 0.0 0.00.0 0.0 0.0Sum2800.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2800 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 181350.6527900 fNsa (lb)fNsa (lb) 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) 28390.65192331.0001.000.7753.00576.00225.00 0.75fNcb (lb)fNb (lb)Ycp,NYc,NYed,Nca,min (in)ANco (in2ANc (in2) 0.75fNcb = 0.75f (ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) 192338.00025001.0017.0 Nb (lb)hef (in)f’c (psi)lakc Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) 36040.65178321.0000.8253.007.18206.45103.72 0.75fNa (lb)f Na0 (lb)Yp,NaYed,Naca,min (in)cNa (in)ANa0 (in2)ANa (in2) 0.75fNa = 0.75f (ANa / ANa0)Yed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) 178328.0000.6311351.00 Nba (lb)hef (in)da (in)tcr (psi)l a Nba = l atcrpdahef (Eq. 17.4.5.2) 11351.001.001.72660 tk,cr (psi)aN.seisKsatfshort-termtk,cr (psi) tk,cr = tk,crfshort-termKsataN.seis 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 4/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 Pass0.7836042800Adhesive Pass (Governs)0.9928392800Concrete breakout Pass0.15181352800Steel StatusRatioDesign Strength, øNn (lb)Factored Load, Nua (lb)Tension Interaction of Tensile and Shear Forces (Sec. 17.6) 11. Results SET-XP w/ #5 A615 Gr. 60 Rebar with hef = 8.000 inch meets the selected design criteria. - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 12. Warnings 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 1/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°FIgnore 6do requirement: Not applicable Build-up grout pad: No General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 8.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 11.13 cac (inch): 12.43Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> 2. Input Data & Anchor Parameters Project description: Location: Fastening description: Customer company: Customer contact name: Customer e-mail: Comment: 1.Project information 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 2/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 <Figure 2> Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ #5 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-2508 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 3/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 0.0 2500.02500.0 0.0 2500.0Sum0.0 2500.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 84370.840.601.016740 fgroutaV,seisfVsa (lb)aV,seisffgroutVsa (lb) 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) 38140.70174341.0001.0000.750648.00270.00 fVcby (lb)fVby (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. 17.3.1 & Eq. 17.5.2.1a) 1743412.0025001.000.6255.00 Vby (lb)ca1 (in)f’c (psi)lada (in)le (in) Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Shear perpendicular to edge in y-direction: 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) 25420.7021791.0001.0001.00040.5033.75 fVcby (lb)fVbx (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fV cby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) 21793.0025001.000.6255.00 Vbx (lb)ca1 (in)f’c (psi)lada (in)le (in) Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Shear parallel to edge in y-direction: fVcp = f min|kcpNa ; kcpNcb| = f min|kcp(ANa / ANa0)Yed,NaYcp,NaNba ; kcp(ANc / ANco)Yed,NYc,NYcp,NNb| (Sec. 17.3.1 & Eq. 17.5.3.1a) 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Project: 4/4Page:Engineer: 8/31/2018Date:Company:Anchor Designer™ Software Version 2.5.6163.0 81520.705823192331.0001.0000.775576.00225.00 fVcp (lb)fNcb (lb)Nb (lb)Ycp,NYc,NYed,NANco (in2)ANc (in2) 7393178321.0000.825206.45103.722.0 Na (lb)Nba (lb)Ycp,NaYed,NaANa0 (in2)ANa (in2)kcp Pass0.3181522500Pryout Pass (Governs)0.9825422500|| Concrete breakout x+ Pass (Governs)0.6638142500T Concrete breakout y+ Pass0.3084372500Steel StatusRatioDesign Strength, øVn (lb)Factored Load, Vua (lb)Shear Interaction of Tensile and Shear Forces (Sec. 17.6) 11. Results SET-XP w/ #5 A615 Gr. 60 Rebar with hef = 8.000 inch meets the selected design criteria. - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 12. Warnings 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.