Loading...
HomeMy WebLinkAbout1119 W Duarte Rd - 2023 - VOLUNTARY SEISMIC UPGRADE FOR PARKING GARAGE WITH 1 SPECIAL COLUMN CANTILEVER AND GRADE BEAMDEPARTMENT 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 Family Trust/Stokes Pastry E TrVOLUNTEER SEISMIC RETROFIT AT PARKING GARAGE WITH ONE CANTILEVER COLUMN AND A GRADE BEAM 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: CITY OF ARCADIA MUNICIPAL CODE AND 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 2.023 1.618 0.713 34.1251477 -118.0654903 PLOT PLAN SEISMIC DESIGN FACTOR (SDC D) SC C 1 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 9 W . D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 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 (E ) P O O L OP E N C O U R T Y A R D (O p e n A b o v e ) Up Up (E ) L a u n d r y OP E N C O U R T Y A R D (O p e n A b o v e ) (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 23 1456 NE I G H B O R NE I G H B O R 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 5 A-5 6 A-5 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' 78 23 14567 23 1458 (E ) D r i v e w a y 67 4 A-5 11 33 A-5 A-5 22 A-5 NEIGHBOR W. DUARTE AVENUE 84' TYPE OF CONSTRUCTION: V-B NUMBER OF STORY: 2 ZONE: ARR3YY USE OF BUILDING: RESIDENTIAL LOT NUMBER: / HIGH FIRE ZONE NO FIRE SPRINKLER NO LOT SQ.FT: 16,352 #OF UNIT: 20 YEAR OF BUILT: 1960/1960 APN: 5379-022-025 LEGAL: TRACT # 2731 Lot/Sec 143 NORTH 11 1 9 D u a r t e R d 11 1 7 D u a r t e R d No t I n S c o p e o f W o r k (E) Carport (E) Carport 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 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 9 W . D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 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 NORTH Ground Floor Plan and Parking Level (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 2 3 1 4 5 6 NEIGHBOR NEIGHBOR Exit Entrance (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 Up Up Up Up (E) Utilities(E) Utilities Adjacent Building 5 A-5 6 A-5 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 4 A-5 1133 A-5A-5 22 A-5 NE I G H B O R 1117 Duarte Rd Not In Scope of Work 1119 Duarte Rd (E) Driveway (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 (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 B e a m 2 3 1 4 5 6 7 2 3 1 4 5 8 (E) Driveway 6 7 (E ) C a r p o r t (E ) C a r p o r t 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 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 9 W . D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 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 NORTH Second Floor Plan Level 2 1/8"=1'-0" 4 A-5 NE I G H B O R 1133 A-5A-5 W. D U A R T E A V E N U E 8 4 ' 22 A-5 (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 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 NEIGHBOR 5 A-5 6 A-5 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 JOB: SCALE: DRAWN: CT 04/2023 SEAL / SIGNATURE: 11 1 9 W . D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 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 Westside Elevation LeftsideA-5 2 Eastside Elevation A-5 4 Rightside South Elevation FrontA-5 1 North Elevation RearA-5 3 PR O P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E (E) Utilities (E) Stucco Wall(V.I.F.) North Elevation A-5 6 Courtyard South Elevation A-5 5 Courtyard GB-1 SCC-1 Soft Story Retrofit Required No Soft Story Retrofit Required No Soft Story Retrofit Required No Soft Story Retrofit Required No Soft Story Retrofit Required No Soft Story Retrofit Required MF/ SCC SCHEDULE SCC-1 W10x112 BEAM SIZELABEL JOB: SCALE: DRAWN: CT SEAL / SIGNATURE: 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: 1/8"=1'-0" S-0 JOB: SCALE: 04/2023 SEAL / SIGNATURE: 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: 1/8"=1'-0" REVISIONS: 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 11 1 9 W D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 SE I S M I C R E T R O F I T P E R L A D B S C H A P T E R 9 3 S-1 JOB: SCALE: DRAWN: CT SEAL / SIGNATURE: 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: 1/8"=1'-0" JOB: SCALE: 04/2023 SEAL / SIGNATURE: 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: 1/8"=1'-0" REVISIONS: 1.THE LATERAL LOAD RESISTING SYSTEM IS SCCS. 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.) INDICATES (E)48''X48''X12'' PAD 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. (E) 34'' THK SHEATHING V.I.F. (N) PLYWOOD SHEATHING PER DETAIL TO BE ADDED, ONLY WHEN (E) SHEATHING THICKNESS < 34''. INDICATES (N) 12'' DEEP PAD FOOTING PER PLAN W/ #5 @8'' @ BOTTOM E.W. INDICATES (N) 30'' W X 30'' D GRADE BEAM W/ (5) - #7 @ T & B AND #4 TIES @ 12'' O.C. (f'c=3000 Psi,fy=60000 Psi)GB MF/ SCC SCHEDULE SCC-1 W10x112 BEAM SIZELABEL (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 Exit Entrance (E ) 4 X 1 3 B e a m (E ) 4 X 1 3 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 Up Up Up (E) Utilities 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 ' 2 3 1 4 5 6 7 2 3 1 4 5 8 (E) Driveway 6 7 (E) POOL OPEN COURT YARD (Open Above) (E)Laundry OPEN COURT YARD (Open Above) (E) Entrance (Open Above) (E) Apartment Building (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 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 ) 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 Up Up Up (E) Utilities 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 ' 2 3 1 4 5 6 7 2 3 1 4 5 8 (E) Driveway 6 7 (E ) 8 X 1 2 B e a m INDICATES (N) ST PL DRAG PER PLAN (E) BEAM INDICATES (E) 2x FLOOR JOISTS (V.I.F.) 11 1 9 W . D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 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 Foundation Plan Floor Framing Plan GB - 1 NORTH JOB: SCALE: DRAWN: CT SEAL / SIGNATURE: 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: 1/8"=1'-0" SD-1 JOB: SCALE: SEAL / SIGNATURE: 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: 1/8"=1'-0" REVISIONS: DATE:DATE:04/2023 5 1 2 6 11 1 9 W D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 SE I S M I C R E T R O F I T P E R L A D B S C H A P T E R 9 3 34 (N) 3/8" SPLICE PL JOB: SCALE: DRAWN: 04/2023 SHEET DATE: REVISIONS: CT SD-2 1/8 ''=1'-0'' 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 1 2 356 4 SE I S M I C R E T R O F I T P E R L A D B S C H A P T E R 9 3 11 1 9 W D u a r t e R d , A r c a d i a , C A 9 1 0 0 7 SE I S M I C R E T R O F I T P E R L A D B S 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: 1119 W Duarte Rd, Arcadia, CA 91007 KENAN PARK P.E. 1119 W Duarte Rd, Arcadia, CA 91007, USA Latitude, Longitude: 34.1251477, -118.0654903 Date 4/7/2023, 2:24:04 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 2.023 MCER ground motion. (for 0.2 second period) S1 0.713 MCER ground motion. (for 1.0s period) SMS 2.427 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.618 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.88 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 1.056 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 2.023 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 2.285 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.311 Factored deterministic acceleration value. (0.2 second) S1RT 0.742 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.834 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.713 Factored deterministic acceleration value. (1.0 second) PGAd 0.917 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.88 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.885 Mapped value of the risk coefficient at short periods CR1 0.889 Mapped value of the risk coefficient at a period of 1 s Type Value Description CV 1.5 Vertical coefficient SDS =1.618 Design Map Based on ASCE 7-16 S1 = 0.713 Design Map Based on ASCE 7-16 Ss = 2.023 Design Map Based on ASCE 7-16 Fa = 1.2 Table 11.4-1 Fv = 1.7 Table 11.4-2 hn =18.75 ft Height of the building Ct =0.02 Table 12.8-2 x = 0.75 Table 12.8-2 R = 2.5 le =1 SM1 = Fv*S1=0.808 11.4-1 SD1 =SM1 * 2/3=0.539 11.4-4 T0 =0.067 Ts = 0.333 1.5Ts = 0.499 Ta = 0.180 <0.499 O.K.12.8-7 Cs =SDS/(R/Ie) =0.6472 12.8-2 Chech Min. Requirement for Cs Csmin1 = 0.044SDSIe =0.0712 <0.647 O.K.12.8-5 Csmin2 =0.01 0.0100 <0.647 O.K. Csmin3 = 0.5S1/(R/Ie) =0.1426 <0.647 O.K.12.8-6 ASCE 7-16 11.4.8 Check Address.1119 W Duarte Rd DATE:4/7/2023 0.2*SD1/SDS = SD1/SDS = Cthnx = OPTIMUM SEISMIC CANTILEVER COLUMN- Seismic Load: Number of Story: 2 (N)S DS =1.618 ρ =1.30 R= 2.50 Special Cantilever Steel Column I= 1 C d =2.5 Ω= 1.25 Roof DL: 15 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building Partition Load: 10 psf Exterior Wall: 16 psf Story Height: 8.25 ft(H) 1) Parking Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever: 4.0 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/2)+B2)xL1= ((21.75 /2)+ 4) x52=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 16*8.25*(2*(21.75/2+4)+52)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (15+0+20+10*(2-1))*773.5= lbs Total Weight =(8632.8 + 34807.5) =lbs V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.95) lbs (ASD) 2) Living Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever: 0 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/4)+B2)xL1= ((0 /2)+ 0) x0=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 16*8.25*(2*(0/2+0)+0)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (15+0+15+10*(2-1))*0= lbs Total Weight =(0 + 0) =lbs V2=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.95) lbs (ASD) Above all, the total load is V1+V2= (27411.698 + 0) = lbs (LRFD) lbs (ASD) From plan we can use 1 Special Cantilever Steel Column Vo = =V/n= (19188.1886 / 1)/1000 = kips (ASD used for Column Design) See attached RISA-3D report to get more design infromation 19188.1886 0 0 PROJECT NO.1119 W Duarte Rd DATE: 4/7/2023 0:00 20 0 0 21.75 773.5 8632.8 34807.5 43440.3 27411.698 0 0 27411.698 19188.1886 0 19.19 OPTIMUM SEISMIC BASE SHEAR LOAD 0 1 52 Optimum Seismic CT SCC1 SK-3 Apr 07, 2023 SCC1.r3d Company Designer Job Number Model Name : : : : Optimum Seismic CT SCC1 Checked By : __________ 4/7/2023 2:31:50 PM RISA-3D Version 20 [ SCC1.r3d ] Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 17.33 0 0 3 N3 9 0 0 4 N4 0 9 0 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N4 Fixed 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 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 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 Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Grade Beam GB30X30 Beam gen_Conc3NW 900 67500 23625 99900 Hot Rolled Steel Design Parameters Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 1 M1 COLUMN 9 Lbyy N/A N/A Lateral Company Designer Job Number Model Name : : : : Optimum Seismic CT SCC1 Checked By : __________ 4/7/2023 2:31:50 PM RISA-3D Version 20 [ SCC1.r3d ] Page 2 Deflection Design Label LC Ratio LC Ratio LC Ratio 1 Typical None N/A None N/A None N/A 2 DR1 None N/A None N/A None N/A 3 DR1_1 None N/A None N/A None N/A 4 DR1_2 None N/A None N/A None N/A 5 DR1_3 None N/A None N/A None N/A 6 DR1_4 None N/A None N/A None N/A 7 DR1_5 None N/A None N/A None N/A 8 DR1_6 None N/A None N/A None N/A 9 DR1_7 1 240 2 360 3 240 10 DR1_8 1 240 2 360 3 240 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 N4 L X 19.2 Load Combinations Description Solve P-Delta BLC Factor 1 QE Yes Y EL 1 2 ASD Yes Y EL 0.77 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 N1 max -14.784 2 -7.678 2 0 2 0 2 0 2 0 2 2 min -19.2 1 -9.971 1 0 1 0 1 0 1 0 1 3 N2 max 0 2 9.971 1 0 2 0 2 0 2 0 2 4 min 0 1 7.678 2 0 1 0 1 0 1 0 1 5 Totals:max -14.784 2 0 2 0 2 6 min -19.2 1 0 1 0 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 N1 max 0 1 0 1 0 2 0 2 0 2 -1.492e-3 2 2 min 0 2 0 2 0 1 0 1 0 1 -1.938e-3 1 3 N2 max 0 1 0 2 0 2 0 2 0 2 9.547e-4 1 4 min 0 2 0 1 0 1 0 1 0 1 7.351e-4 2 5 N3 max 0 1 -0.057 2 0 2 0 2 0 2 2.864e-4 1 6 min 0 2 -0.074 1 0 1 0 1 0 1 2.205e-4 2 7 N4 max 0.722 1 0 1 0 2 0 2 0 2 -6.683e-3 2 8 min 0.556 2 0 2 0 1 0 1 0 1 -8.679e-3 1 Envelope Member Section Forces Member Sec 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 M1 1 max 0 2 -14.784 2 0 2 0 2 0 2 0 2 2 min 0 1 -19.2 1 0 1 0 1 0 1 0 1 3 2 max 0 2 -14.784 2 0 2 0 2 0 2 43.2 1 4 min 0 1 -19.2 1 0 1 0 1 0 1 33.264 2 5 3 max 0 2 -14.784 2 0 2 0 2 0 2 86.4 1 6 min 0 1 -19.2 1 0 1 0 1 0 1 66.528 2 Company Designer Job Number Model Name : : : : Optimum Seismic CT SCC1 Checked By : __________ 4/7/2023 2:31:50 PM RISA-3D Version 20 [ SCC1.r3d ] Page 3 Envelope Member Section Forces (Continued) Member Sec 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 7 4 max 0 2 -14.784 2 0 2 0 2 0 2 129.6 1 8 min 0 1 -19.2 1 0 1 0 1 0 1 99.792 2 9 5 max 0 2 -14.784 2 0 2 0 2 0 2 172.8 1 10 min 0 1 -19.2 1 0 1 0 1 0 1 133.056 2 11 M2 1 max 0 2 -7.678 2 0 2 0 2 0 2 -133.056 2 12 min 0 1 -9.971 1 0 1 0 1 0 1 -172.8 1 13 2 max 0 2 -7.678 2 0 2 0 2 0 2 -99.792 2 14 min 0 1 -9.971 1 0 1 0 1 0 1 -129.6 1 15 3 max 0 2 -7.678 2 0 2 0 2 0 2 -66.528 2 16 min 0 1 -9.971 1 0 1 0 1 0 1 -86.4 1 17 4 max 0 2 -7.678 2 0 2 0 2 0 2 -33.264 2 18 min 0 1 -9.971 1 0 1 0 1 0 1 -43.2 1 19 5 max 0 2 -7.678 2 0 2 0 2 0 2 0 2 20 min 0 1 -9.971 1 0 1 0 1 0 1 0 1 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 M1 I max 0 2 -14.784 2 0 2 0 2 0 2 0 2 2 min 0 1 -19.2 1 0 1 0 1 0 1 0 1 3 J max 0 2 -14.784 2 0 2 0 2 0 2 172.8 1 4 min 0 1 -19.2 1 0 1 0 1 0 1 133.056 2 5 M2 I max 0 2 -7.678 2 0 2 0 2 0 2 -133.056 2 6 min 0 1 -9.971 1 0 1 0 1 0 1 -172.8 1 7 J max 0 2 -7.678 2 0 2 0 2 0 2 0 2 8 min 0 1 -9.971 1 0 1 0 1 0 1 0 1 Envelope AISC 14TH (360-10): LRFD Member Steel Code Checks Member Shape Code CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC phi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft] Cb Eqn 1 M1 W10X112 0.313 9 1 0.074 9 y 1 1314.542 1480.5 259.5 551.25 1.667H1-1b 1) CODE CHECK: Ucmax = < 2) DEFLECTION CHECK: xe = in. Cd = I= * allow =0.02*H *12= Special Cantilever Steel Column =9.00 ft x12 =in. > = /0.7= in.O.K. ↑ASD Increase Factor Therefore: RISA RESULT IS OK USE:COLUMN from RISA can get: 0.313 1.0 OK Cd*xe 2.5 from RISA can get: ; DATE:4/7/2023 0.556 1.00 0.02 = in. 0.556 0.02 x 2.16 Actual Defl. 1.39 1.986 W10X112 I 1.00 2.5 PROJECT NO.1119 W Duarte Rd 1.39 OPTIMUM SEISMIC DRIFT CHECK   = = CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf <450 1) FL Sheathing Connection to Existing Beam(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use Simpson A35 @ in O.C. Case:2 Where; Capacity = 425 lbs V1= 425 x (12 / 12) = plf Vo = plf O.K. 2) Above Wall to Existing Joist Connection(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use Simpson: A35 in O.C. Case:1 Where; Capacity = 565 lbs V1= 565 x (12 / 16) = plf Vo = plf O.K. PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 369 1 19.19 27.4 OPTIMUM SEISMIC Shear Transfer DESIGN 1.25 52 Vx/L = 369 12 425 > 16 424 >369 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf ASD 1) LAG /BOLT for DRAG DESIGN(ASD): Drag Force V= Vx * Ω = 19x1.25= kips Use " ᶲ SDS 25412 @ 16 " O.C. SDS25412 CAPACITY = lbs Z = ZII . 1.6 = lbs w/ Min. 8D Penetration V1= 672 x (12 / 16) = plf Vo = plf O.K. 2) DRAG MEMBER DESIGN(LRFD): Use Steel Plate as Drag Member Fy= 36 ksi Fu= 58 ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = 1.13 in2 0.9A g F y =0.9x1.5x36=kips 0.75Ae F u =0.75x1.125x58=kips P n = min(0.9A g F y , 0.75A e F u) =kips Ω0QE = Ω0V /ρ=(1.25x27.4117)/1.3= kips kips O.K. 3) Connection Design(LRFD): Use Fillet Weid 1/4 inch fillet weld of inch length Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V1=Weld Strength per Length= Vo*L= 5.5676x6= kips Ω0QE =kips O.K. Therefore: Use 4''x3/8'' Steel Plate as Drag Member w/ " ᶲ SDS 25412 @ 16 " O.C. PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 1 19.19 27.4 OPTIMUM SEISMIC Strap Drag DESIGN 369 1.25 52 Vx/L 369 23.9852 420 increased for load duration CD = 1.6 4''x3/8'' 1/4 672 504.00 > 1.5 48.6 48.94 48.6 26.357 <48.6 6 5.568 33.406 >26.357 1/4 CANTILEVER COLUMN-Ω=Special Cantilever Steel Column 1) Drag Member Design(LRFD) : From Lateral Analysis can get the Shear Force Vx=kips(ASD) kips(LRFD) V= Vx * (Lo/Lt) Where; Lo = Length of the opening= ft Lt = Total Length of Grid Line= ft V = 27.412x(51/52)= kips * Ω = 26.885x1.25= kips Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member Fy= 36 ksi Fu= ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = in2 0.9A g F y =0.9x1.125x36= kips 0.75Ae Fu =0.75x0.6x58= kips Pn = min(0.9A g F y , 0.75A e F u ) =kips Ω0QE = Ω0V /ρ =33.60625/1.3= kips Pn = kips O.K. 2) Drag Connection Design : Use Fillet Weid 1/4 inch fillet weld Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V=Total Weld Strength=Vo*L*2= 5.5676x4x2= kips >V= kips O.K. Therefore: Use inch THK w/ 3 inch Wide w/ 6 inch Long Steel Plate w/1/4 inch fillet weld PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 1 1.25 OPTIMUM SEISMIC Strap Drag DESIGN 19.19 27.41 51.0 52.00 26.885 33.606 3 58 1.125 0.60 36.5 26.1 26.1 25.85 <26.1 5.568 44.54 33.61 3/8 Cantilever Column 1)ROOF LOADS:t/w = 15.7 ft. ((20ft/2)+5.7ft) =20psf +20 ft. =plf 2) 3RD FLOOR LOADS:t/w = 15.7 ft. =0psf +0 0.0 ft. = plf 3) 2ND FLOOR LOADS:t/w = ft. =20psf +40 10.0 ft. = plf 4)= 16 psf x 16 =plf plf 9ft WDL=(20+ 0+0+20+10)X15.7+(16X16)=plf WLL=(20 + 0+40)X15.7=plf ft R1:lbs R2: lbs 5) Earthquake LOADS: EL: = 9971 lbs (from RISA Result)SDS = Grade Beam length Span=22.7 ft New Frame: Column: W10x112 Height=8.7 ft Asection = in2 DL=kips LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = (1+0.14*1.618)*(4684.5+0+973.182)+9971=lbs LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = (1+0.105*1.618)*(4684.5+0+973.182)+0.75*4239+0.75*9971=lbs P=Max.(Total Wt., LC#1, LC#2)=lbs ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER CBC 2013 & LABC 2014 TABLE 1804.2) Also assume the pad is squared then can get; To Exsisting Pad: = (4684.5+ 4239)lbs =ft2 = Area=2.44 ft Say To New Pad:ASSUME 2' WIDE CONTINUOUIS FOOTING =9971 =ft2 Use 2.5 ft wide x 4 ft long x 12 inch deep pad Area of Pad=2.5*4= 10 ft2 >4.986 ft2 O.K. PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 1 WT(DL+LL)psf x 15.7 628 WT(DL+LL+Pati.)psf +psf x 15.7 0 15.7 WT(DL+LL+Pati.)psf +psf x 15.7 1099 WT(WALL)ft. 256 WT =1983 SPAN = 1041 942 32.9 0.9732 9 4684.5 4684.5 4239 4239 16910.3 17276.4 17276.36559 Total wt. (lbs.) Soil Bearing Capacity Area of Footing 2000 4.986 Area of Footing 1500 5.949 Width of Footing 3 = = OPTIMUM SEISMIC FOUNDATION DESIGN Area of Footing Area of Footing Soil Bearing Capacity P (lbs.) 1.62 ൊ √ ൊ 6) Uplift Check: Use Grade Beam: 30 inch wide x 30 inch deep Effective depth= inch Consider new Slab: 30 inch wide x 4 inch deep x ft long Weight of GB= (((30/12)*(30/12)*(35)*0.15*1000= lbs Weight of PAD= 2.5*4*(12/12)*0.15*1000= lbs Weight of Existing Building=WDL= lbs Weight of New Frame=Column= (0.973182)*1000= lbs Weight of New Slab= (((30/12)*(4/12)*21/2)*0.15*1000= lbs Total Weight= (9843.75+1500+4684.5+973.182)/1000= 18.31 kips 0.9*D + 0.7ρQE =0.9*18.313932-9.971= kips >0 O.K. 8) Sliding Check: To avoid sliding, use #5 dowels @ 8'' o.c. with Epoxy anchor into ( E ) footing V1 = 0.13 ksf x [4 X (+22.7) + 30 / 12 X (22.7 + 2.5) X 2] = 16.2 kips V2 0.5 X 18.313932 X 2 = 18.3 kips V3 = Min (V1, V2) = 16.2 kips Vtotal = V3 + 0.1 ksf/ft X (42 / 12) ^2 / 2 X 4 = 22.2 kips 19.19 O.K. PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 27 21 1312.5 6.512 OPTIMUM SEISMIC FOUNDATION DESIGN 973.18 9843.75 1500 4684.5 1) GRADE BEAM- 1 Mu' =kips-ft USE 30 in. X 30 in. DEEP GRADE BEAM Effective depth= in Concrete strength f'c = ksi de = 27 in. Use Rebar:(5 ) - #7,As =in2 Steel strength fy = ksi 3"a = Asfy/0.85*f'cb=in in. MA = (2*0.45f'c*b*de^2)/6= kips-ft >Mu = kips-ft O.K. φMn = 0.9*As(de-a/2)*fy=kips-ft >Mu = kips-ft O.K. Check Rebar Area:MIN. =200/fy= =As/Ac=5 * 0.6/(30*27)=>O.K. <MAX. =O.K. Therefore: USE 30 in. WIDE x 30 TOP AND BOTTOM BARS AND #4 STIRRUPS @ 12" O.C. f'c = 3000 psi. , fy = 60000 psi. (SPECIAL INSP. REQUIRED) To avoid sliding, use #5 dowels @ 8'' o.c. with Epoxy anchor into ( E ) footing in. DEEP GRADE BEAM W/(5)-#7 PROJECT NO.1119 W Duarte Rd DATE:4/7/2023 0:00 172.80 Footing Moment & Reaction from RISA 27 3 d=30 0.60 60 2.35 30 820.1 173 348.618 173 OPTIMUM SEISMIC FOUNDATION DESIGN 0.0033 0.0037 0.003 0.02