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HomeMy WebLinkAbout2701 W McFadden Ave #F-I - PlanPROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) BUILDING H (E ) B U I L D I N G I (E ) B U I L D I N G G (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E) BUILDING F SEE SHEET S2.1 & S2.2 SE E S H E E T S 2 . 2 AREA OF WORK AREA OF WORK AREA OF WORK SEE SHEETS S2.3 THRU S2.4 SE E S H E E T S 2 . 5 SEE SHEET S2.1AREA OF WORK 23'-1" DRIVE AISLE 21'-11" DRIVE AISLE 21 ' - 9 " DR I V E A I S L E 22 ' - 8 " DR I V E A I S L E 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB SCALE: 1" = 20'-0" 1 - NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. Paul Van Benschoten SE Digitally signed by Paul Van Benschoten SE DN: C=US, E=pvb@coffamn.com, O="Coffman Engineers Inc ", CN="Paul Van Benschoten SE " Date: 2024.10.15 09:05:31-07'00' BLDG # 101120642-44 APPROVALS BLDG - CSG Consultants PLNG - CSantana 2701 W McFadden Ave #F-I2/6/2025 GENERAL STRUCTURAL NOTES:ABBREVIATIONS A.B.ANCHOR BOLT ADDL.ADDITIONAL ALT.ALTERNATE A.P.A.AMERICAN PLYWOOD ASSOCIATION ARCH.ARCHITECTURAL A.W.P.A.AMERICAN WOOD PRESERVERS ASSOCIATION B.BOTTOM BLKG.BLOCKING BM.BEAM B.N.BOUNDARY NAIL B.O.F.BOTTOM OF FOOTING BRG.BEARING BTN.BETWEEN BOT. BOTTOM CBC CALIFORNIA BUILDING CODE C.G.CENTER OF GRAVITY C.I.P. CAST-IN-PLACE C.J. CEILING JOIST CL CENTER LINE CLR. CLEAR COL. COLUMN CONC. CONCRETE CONN. CONNECTION CONST.CONSTRUCTION CONT. CONTINUOUS DBL. DOUBLE DBA.DOWEL BAR ANCHOR DF DOUGLAS FIR/LARCH DL DEAD LOAD DP. DEEP DIA. DIAMETER DIM. DIMENSION DO DITTO (REPEAT) DWG. DRAWING DWL. DOWEL (E) EXISTING EA. EACH E.F. EACH FACE EL. ELEVATION ELEC. ELECTRICAL ELEV. ELEVATOR EMBED. EMBEDMENT E.N. EDGE NAIL EQ. EQUAL OR EQUIVALENT E.S. EACH SIDE E.W. EACH WAY EXT. EXTERIOR FA FRAMING/SHEAR CONNECTOR FDN. FOUNDATION F.F. FINISHED FLOOR F.J. FLOOR JOIST F.O.C. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUD FRM. FRAMING FRT FIRE-RETARDANT TREATED F.S. FAR SIDE FTG. FOOTING GA GAUGE GALV. GALVANIZED GLB GLUED LAMINATED BEAM GR GRADE H. HORIZONTAL HDR. HEADER HGR. HANGER HT. HEIGHT HORIZ. HORIZONTAL H.S.H. HORIZONTALLY SLOTTED HOLES I.D. INSIDE DIAMETER I.F. INSIDE FACE I JST. I-JOIST INT. INTERIOR I.O.R.INSPECTOR OF RECORD JST. JOIST JT. JOINT LDGR. LEDGER L.L. LIVE LOAD LT. WT. LIGHT WEIGHT MATL. MATERIAL MAX. MAXIMUM M.B. MACHINE BOLT MECH. MECHANICAL MFR. MANUFACTURER MIN. MINIMUM MISC. MISCELLANEOUS MTL. METAL N.I.C. NOT IN CONTRACT NO. NUMBER N.S. NEAR SIDE N.T.S. NOT TO SCALE O.C. ON CENTER O.D. OUTSIDE DIAMETER O.F. OUTSIDE FACE O.H. OPPOSITE HAND OPNG. OPENING OPP. OPPOSITE ORIG. ORIGINAL O.S.B. ORIENTED STRAND BOARD PL PLATE PLCS. PLACES PLYWD. PLYWOOD P.T. PRESERVATIVE TREATED P.W. PLATE WASHER R RADIUS REF. REFERENCE REINF. REINFORCEMENT REQD. REQUIRED RF. ROOF RT. RAFTER CROSSTIE R.R. ROOF RAFTERS R.W. RETAINING WALL SCHED. SCHEDULE SECT. SECTION SEOR STRUCTURAL ENGINEER OF RECORD SEP. SEPARATION SIM. SIMILAR S.N. SHEAR NAIL S.P. SEE PLAN SPEC. SPECIFICATION SQ. SQUARE S.S.STAINLESS STEEL STD. STANDARD STGR. STAGGER STIFF. STIFFENERS STR. STRUCTURAL STR. I STRUCTURAL I T. TOP T&B TOP & BOTTOM T&G TONGUE & GROOVE THK. THICKNESS/THICK THR. THREADED T.N. TOENAIL T.O.P. TOP OF PARAPET T.O.S. TOP OF SLAB T.O.W. TOP OF WALL TYP. TYPICAL UBC UNIFORM BUILDING CODE U.N.O. UNLESS NOTED OTHERWISE V VERTICAL VERT. VERTICAL VIF VERIFY IN FIELD V.S.H. VERTICAL SLOTTED HOLES WD. WOOD W.P. WATERPROOF OR WORK POINT W.P.J. WEAKENED PLANE JOINT WT. WEIGHT W.W.F. WELDED WIRE FABRIC W/ WITH W/O WITHOUT W.O. WHERE OCCURS XS EXTRA STRONG (STEEL PIPE) XXS DOUBLE EXTRA STRONG (STEEL PIPE) CONCRETE: CONCRETE CONSTRUCTION SHALL CONFORM WITH THE LATEST EDITION OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". SUBMIT MIX DESIGNS FOR EACH CLASS OF CONCRETE. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE UNLESS NOTED OTHERWISE. ALL LIGHTWEIGHT CONCRETE TO BE SAND LIGHTWEIGHT CONCRETE. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 3", TO BE FIELD VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT EXCEEDING 8" AT PLACEMENT. CONCRETE NOT CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 5" AT PLACEMENT. ADDITION OF WATER TO A MIX WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, EXCEPT AS ALLOWED PER ASTM C494. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETC. CAST CLOSURE POUR AROUND COLUMNS AFTER DEAD LOAD IS APPLIED. MINIMUM CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS: 28 DAY STRENGTH MAX. SIZE AIR MAX. ITEM F'c (PSI) AGGREGATE ENTR.SLUMP DENSITY FOUNDATIONS - - - - -- - - - 3,000 1 1/2" 2% 3" 150 PCF GRADE BEAM - - - - - -- - - - 3,000 3/4" 2% 3" 150 PCF NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN ABOVE BUT WILL BE SUBJECT TO THE CODE REQUIREMENTS OF THE HIGHER GRADE. AGGREGATE AND AGGREGATE GRADATION SHALL CONFORM TO ASTM C33. AIR ENTRAINMENT IS OPTIONAL AND WILL BE REVIEWED IN MIX SUBMITTAL. FLY ASH SHALL BE CLASS F ONLY AND IS OPTIONAL AND WILL BE REVIEWED IN MIX SUBMITTAL. WET CURING IS RECOMMENDED SUBMIT METHOD FOR CURING TO SEOR. CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS U.N.O.: POURED AGAINST EARTH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3" EXPOSED TO EARTH, BUT POURED AGAINST FORMS - - - - - - - - 2" TYPICAL BARS IN COLUMNS WALLS AND BEAMS - - - - - - - - - - - - 1 1/2" RAISED STRUCTURAL SLAB - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3/4" BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATING TO WORK. ALL SLEEVES NOT SPECIFICALLY SHOWN ON DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED & SHALL BE APPROVED BY STRUCTURAL ENGINEER. DRYPACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT & ONE PART SAND WITH SUFFICIENT WATER TO ALLOW A SMALL AMOUNT OF PASTE TO COME TO THE SURFACE. CONCRETE GROUT SHALL BE NON-SHRINKING WITH SUFFICIENT WATER TO ALLOW POURING. MINIMUM ULTIMATE COMPRESSIVE STRENGTH F'C AT 28 DAYS SHALL BE 4000 PSI. REINFORCING STEEL: DEFORMED BARS: ASTM A615 GRADE 60 FOR #3 AND LARGER. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60, LOW ALLOY. WELDING: UNLESS NOTED OTHERWISE, WELDING OF REINFORCING STEEL IS PROHIBITED. WHERE WELDING IS NOTED, WELD IN ACCORDANCE WITH AWS D1.4 USING E90 SERIES ELECTRODES. SUBMIT MILL TEST REPORTS ON THE REINFORCING TO BE WELDED AND THE PROPOSED WELDING PROCEDURE. LAP SPLICES IN CONCRETE: SEE TYPICAL DETAIL FOR LAP SPLICES IN CONCRETE BEAMS, WALLS, SLABS AND FOOTINGS. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, WALLS, SLABS AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES AND LAP SPLICES IN CONCRETE COLUMNS SHALL BE STANDARD COMPRESSION LAP SPLICES PER LATEST EDITION OF ACI 318. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF FOOTINGS AND WALLS. SPACING SHOWN FOR REINFORCING BARS ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO THE FOUNDATION. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL EMBEDMENT LENGTH ACCORDING TO THE LATEST EDITION OF ACI 318. SECURELY TIE ALL BARS IN POSITION PRIOR TO PLACING CONCRETE. SUPPORT SLAB REINFORCEMENT WITH CONCRETE BLOCKS OR SUPPORT CHAIRS. REINFORCING SHALL NOT BE SUPPORTED BY STAKES DRIVEN INTO THE GROUND. STRUCTURAL STEEL: WIDE-FLANGE SHAPES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A992, Fy = 50 KSI ANGLES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A36, Fy = 36 KSI CHANNELS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A572, Fy = 50 KSI HSS STEEL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A500 GR. B, Fy = 46 KSI PIPE STEEL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A53, Fy = 35 KSI BOLTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A307 ANCHOR BOLTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM F1554 GR. 36 PLATES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A529, Fy = 50 KSI OR ASTM A572, Fy = 50 KSI (U.N.O.) FABRICATION AND ERECTION: LATEST AISC AND AWS CODES APPLY. FABRICATE AND ERECT IN ACCORDANCE WITH LATEST EDITION OF AISC "SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". SPLICING OF STRUCTURAL MEMBERS IS NOT PERMITTED UNLESS NOTED ON THE DRAWINGS. ALL BEAMS SHALL BE ERECTED WITH THE NATURAL CAMBER UPWARDS. ALL FABRICATORS SHALL BE LICENSED BY CITY OF SANTA ANA. WELDING: ALL WELDING SHALL BE BY CITY OF SANTA ANA CERTIFIED WELDERS HAVING CURRENT EXPERIENCE IN TYPE OF WELD SHOWN ON DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF AWS "CODE FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION". USE E70 SERIES LOW HYDROGEN ELECTRODES. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON SHOP DRAWINGS. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING AGENCY. ALL DEFORMED BAR ANCHORS, HEADED STUDS AND THREADED STUDS SHALL BE END WELDED PER MANUFACTURER'S RECOMMENDATIONS. BOLTS: ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS. USE TYPE X BOLTS U.N.O. PER LATEST EDITION OF AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AND SHALL BE TIGHTENED TO THE SNUG-TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE. SNUG-TIGHT IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED. WELDING HOT WORK INSIDE BUILDING ENVELOPE: OBTAIN A SPECIAL PERMIT FROM LA HABRA FIRE DEPARTMENT. THE SPECIAL PERMIT MUST BE DISPLAYED AT THE WORK SITE DURING ALL HOT WORK. ALL BUILDING OCCUPANTS MUST BE SUITABLY PROTECTED AGAINST HAZARDS GENERATED BY THE WORK. (I.E. HEAT, SPARKS, FUMES, WELDING RAYS, ETC.) PORTABLE WELDING FLUME EXTRACTORS (WELDING SMOKE EATERS) SHALL BE USED DURING ALL WELDING OPERATIONS INSIDE THE BUILDING ENVELOPE. BEFORE HOT WORK BEGINS: A. AN APPROPRIATE FIRE EXTINGUISHER MUST BE AVAILABLE AND OPERABLE. B. FLAMMABLE AND IGNITABLE MATERIALS AND DEBRIS MUST BE MOVED AT LEAST 35 FEET FROM THE HOT WORK AREA OR COVERED AND PROTECTED FROM THE HOT WORK BY FIRE RESISTANT MATERIAL. C. EXPLOSIVES, OXYGEN ACETYLENE TANKS, FLAMMABLE LIQUIDS, COMPRESS GAS CYLINDERS OR STORED FUEL MUST BE MOVED AT LEAST 50 FEET FROM THE HOT WORK AREA OR COVERED AND PROTECTED FROM THE HOT WORK BY FIRE RESISTANT MATERIAL. D. SMOKE AND FIRE DETECTORS IN THE IMMEDIATE AREA OF THE HOT WORK MUST BE TEMPORARILY DISABLED UNTIL THE HOT WORK IS COMPLETED. E. ADEQUATE VENTILATION MUST BE PROVIDED, ESPECIALLY WHEN CUTTING OR WELDING MATERIAL WITH PAINTED OR COATED SURFACES. F. IF WORK IMPACTS BUILDING OCCUPANTS, THE WORK MUST BE COORDINATED WITH THEM. BUILDING OCCUPANTS MUST BE PROTECTED OR ISOLATED FROM THE HOT WORK AREA. G. CRACKS OR HOLES IN FLOORS, WALLS, AND CEILING (INCLUDING DUCTWORK) MUST BE PROPERLY COVERED OR PLUGGED. H. HOT WORK EQUIPMENT MUST BE OPERABLE AND IN GOOD REPAIR. J. A FIRE WATCH MUST BE IMPLEMENTED IF CONDITIONS WARRANT. IF NO FIRE HAZARDS OR COMBUSTIBLE EXPOSURES ARE PRESENT A FIRE WATCH IS NOT REQUIRED. K. WORKERS AND FIRE WATCH PERSONNEL MUST BE KNOW HOW TO USE FIRE EXTINGUISHING EQUIPMENT AND HOW TO ACTIVATE THE FIRE ALARM SYSTEM. WHEN HOT WORK IS COMPLETE: A. THE WORK AREA AND ANY POTENTIALLY AFFECTED SURROUNDING AREAS MUST BE INSPECTED FOR FIRE, FIRE DAMAGE OR THE POTENTIAL FOR FIRE FOR A MINIMUM OF 30 MINUTES FOLLOWING COMPLETION OF THE HOT WORK. B. SMOKE/FIRE ALARMS THAT WERE DISABLED BECAUSE OF HOT WORK MUST BE REACTIVATED. WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING ANCHORS INTO EXISTING PRESTRESSED CONCRETE (PRE- OR POST-TENSIONED) LOCATE THE PRESTRESSED TENDONS BY USING A NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATIOIN. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHOR. ALL DRILLED HOLES SHALL BE CLEANED IN STRICT ACCORDANCE PER ESR REPORT. UNCLEAN HOLE INSTALLATIONS ARE NOT PERMITTED ON THIS PROJECT. ANCHOR BOLTS SHALL NOT BE INSTALLED INTO CONCRETE PATCHES, GROUT POCKETS, OR OTHERWISE INADEQUATE CONCRETE SUBSTRATE. WHERE AN ANCHOR IS SHOWN INTO SUCH MATERIALS THE SEOR SHALL BE NOTIFIED AND CONSTRUCTION SHALL WAIT FOR FURTHER INSTRUCTION. ALL WALL ANCHORS SHALL BE PROTECTED FROM WEATHER EXPOSURE. ANY WEATHER EXPOSED EXTERIOR ANCHOR RODS SHALL BE STAINLESS STEEL. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE BUILDING OFFICIAL (ACI 318-14 17.8.2.4) PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, ADHESIVE IDENTIFICATION AND EXPIRATION DATE, HOLE DIMENSIONS, HOLE CLEANING PROCEDURES, ANCHOR SPACING, EDGE DISTANCE, CONCRETE THICKNESS, TIGHTENING TORQUE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. THE SPECIAL INSPECTOR MUST ALWAYS BE ON SITE FOR THE FIRST ANCHOR INSTALLATIONS. THE SPECIAL INSPECTOR MUST VERIFY THE INITIAL INSTALLATIONS OF EACH TYPE AND SIZE OF ADHESIVE ANCHOR BY CONSTRUCTION PERSONNEL ON-SITE. SUBSEQUENT INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY THE SAME CONSTRUCTION PERSONNEL SHALL BE PERMITTED TO BE PERFORMED IN THE ABSENCE OF THE SPECIAL INSPECTOR. ANY CHANGE IN THE ANCHOR PRODUCT OR PERSONNEL REQUIRES AN INITIAL INSPECTION. ANY PANEL JOINTS, COLD JOINTS, OR WALL ENDS THAT OCCUR WITHIN 1.5 X EMBEDMENT OF THE ANCHOR SHALL BE REPORTED TO THE SEOR UNLESS THE MINIMUM EDGE DISTANCE IS SPECIFICALLY DETAILED AND SHOWN IN A DETAIL. TENSION TEST NOTES WHEN APPLICABLE: REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY THE FIXTURE(S). TEST EQUIPMENT SHALL BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES. WHEN TENSION TESTS ARE REQUIRED, REQUIRED TEST LOADS SHALL BE DETERMINED BASED ON THE LESSER OF THE CALCULATED TENSION LOAD AS DETERMINED IN ACCORDANCE WITH THE ICC-ESR FOR THE SPECIFIC ANCHOR OR 80% (0.8 Ase Fya) OF THE NOMINAL YIELD STRENGTH OF THE ANCHOR ELEMENT, FOR A SINGLE ANCHOR WITH NO EDGE OR SPACING CONFLICTS. WHERE ALL LIGHTWEIGHT CONCRETE OCCURS, MULTIPLY TEST LOAD BY 0.6. WHERE SAND LIGHTWEIGHT CONCRETE OCCURS, MULTIPLY TEST LOADS BY 0.68. EXPANSION ANCHORS MAY BE TORQUE-TESTED, IN LIEU OF TENSION LOAD TESTS. TEST LOADS ARE FOR CRITICAL EDGE DISTANCE, IF LESS THAN CRITICAL EDGE DISTANCES, CONTACT E.O.R. FOR VALUES. TENSION TEST LOADS REFLECT A VALUE THAT IS EQUAL TO 1.25 x STRENGTH DESIGN CAPACITY FOR ANCHORS IN CONCRETE. THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS: HYDRAULIC RAM METHOD: THE ANCHOR SHOULD HAVE NO OBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD. A PRACTICAL WAY TO DETERMINE OBSERVABLE MOVEMENT IS THAT THE WASHER UNDER THE NUT BECOMES LOOSE. TESTING BASED ON THE ICC-ESR SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF THE SUBJECT ANCHORS. TORQUE TESTING EPOXY ANCHORS IS NOT PERMITTED. IF ANY ANCHOR FAILS TESTING, NOTIFY THE SEOR FOR FURTHER TESTING FREQUENCY. 3 8" DIA. 1 2" DIA. 5 8" DIA. 3 4" DIA. 7 8" DIA. 1" DIA. 23 8" 23 4" 31 8" 31 2" 33 4" 4" 13 4" 13 4" 13 4" 13 4" 13 4" 13 4" ** MIN CONCRETE STRENGTH = 3000 PSI (HARDROCK), ALL-THREAD ROD SHALL BE ASTM A-36 GALVANIZED WHERE EMBEDMENT < 8" AND ASTM A-193 B7 AT ALL OTHER CONDITIONS U.N.O. * MIN CONCRETE THICKNESS 1.25" + EMBEDMENT UP TO 1 2" DIA. OR #4 REBAR 2*do + EMBENDMENT FOR 5 8" DIA. OR #5 REBAR AND LARGER ** MIN CONCRETE STRENGTH = 3000 PSI (HARDROCK), REBAR SHALL BE ASTM A615, GRADE 60. 23 4" 31 8" 31 2" 33 4" 13 4" 13 4" 13 4" 13 4" 11 4" DIA.5"23 4" 23 8"13 4" 4"13 4" 5"23 4" * MIN CONCRETE THICKNESS 1.25" + EMBEDMENT UP TO 1 2" DIA. OR #4 REBAR 2*do + EMBENDMENT FOR 5 8" DIA. OR #5 REBAR AND LARGER EPOXY ANCHOR RODS (ALL-THREAD AND REBAR): EPOXY ANCHORS NOTED IN DRAWINGS ARE SIMPSON SET-3G (ICC ESR-4057) ANCHORS SYSTEM, OR APPROVED EQUAL. MINIMUM EMBEDMENT DEPTHS AND EDGE DISTANCES ARE AS FOLLOWS UNLESS NOTED OTHERWISE. ALL-THREAD ROD ANCHOR SIZE (DIA.) EPOXY ANCHOR MINIMUM EMBEDMENT* MIN. EDGE DIST EPOXY ANCHOR MINIMUM EMBEDMENT* MIN. EDGE DIST REBAR ANCHOR SIZE (DIA.) #3 #4 #5 #6 #7 #8 #10 VOLUNTARY RETROFIT NOTICE: THE PURPOSE OF THIS PROPOSED SEISMIC RETROFIT IS TO PROMOTE PUBLIC WELFARE AND SAFETY BY REDUCING THE RISK OF DEATH OR INJURY THAT MAY RESULT FROM THE EFFECTS OF EARTHQUAKES ON EXISTING WOOD-FRAMED MULTI-STORY BUILDINGS WITH SOFT, WEAK OR OPEN FRONT WALLS. IN THE 1994 NORTHRIDGE EARTHQUAKE, MANY MULTI-STORY WOOD-FRAME BUILDINGS WITH TUCK-UNDER PARKING PERFORMED POORLY AND COLLAPSED, CAUSING THE LOSS OF HUMAN LIFE, PERSONAL INJURY AND PROPERTY DAMAGE. IT HAS BEEN DETERMINED THAT THE STRUCTURAL VULNERABILITY OF THIS BUILDING TYPE IS TYPICALLY DUE TO SOFT, WEAK OR OPEN-FRONT WALLS. THIS PROPOSED SEISMIC RETROFIT MEETS THE MINIMUM STANDARDS TO MITIGATE HAZARDS FROM THESE DEFICIENCIES. ADHERENCE TO THESE MINIMUM STANDARDS WILL IMPROVE THE PERFORMANCE OF THESE BUILDINGS DURING EARTHQUAKES, BUT NOT NECESSARILY PREVENT, THE LOSS OF LIFE, INJURY OR EARTHQUAKE-RELATED DAMAGE. THE PROPOSED SEISMIC RETROFIT MITIGATES ONLY THE ASSOCIATED RISKS WITH THE TUCK-UNDER PARKING THAT CREATE A SOFT, WEAK OR OPEN-FRONT WALLS. THIS PROPOSED RETROFIT DOES NOT ELIMINATE OR CORRECT ALL EARTHQUAKE HAZARDS THAT MAY BE KNOWN OR UNKNOWN. CONSTRUCTION FLAWS, HIDDEN STRUCTURAL DETERIORATION, PEST DAMAGE AND OTHER STRUCTURAL DEFICIENCIES MAY BE PRESENT BUT ARE NOT CORRECTED BY THIS PROPOSED RETROFIT. GENERAL: THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE IS DESIGNED TO BE A STABLE UNIT AS A COMPLETED WHOLE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND INSPECT TEMPORARY SHORES, BRACES, ETC. TO SUPPORT THE STRUCTURE AGAINST ALL ANTICIPATED LOADS INCLUDING GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS COMPLETION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THESE METHODS OF CONSTRUCTION. CONSTRUCTION MATERIAL SHALL BE PLACED ON FRAMED FLOORS AND ROOFS SUCH THAT THE DESIGN LIVE LOADS ARE NOT EXCEEDED. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. WORKMANSHIP AND MATERIALS SHALL COMPLY WITH SANTA ANA MUNICIPAL CODE & 2022 CBC AND ALL OTHER APPLICABLE REGULATIONS. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. "TYPICAL" DETAILS ARE NOT FLAGGED ON THE DRAWINGS, BUT APPLY UNLESS NOTED OTHERWISE. COORDINATION: ALL DRAWINGS ARE CONSIDERED TO BE PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE DRAWINGS AND SPECIFICATIONS AMONG THE SUBCONTRACTORS PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES THAT ARE FOUND SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO START OF CONSTRUCTION. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT. COORDINATION SHALL INCLUDE, BUT NOT BE LIMITED TO, VERIFYING THE LOCATION AND WEIGHT OF ALL MECHANICAL AND ELECTRICAL EQUIPMENT AS WELL AS THE SIZE AND LOCATION OF ALL MECHANICAL OPENINGS IN ROOFS, FLOORS AND WALLS. UNLESS OTHERWISE NOTED ON THE DRAWINGS, DO NOT PENETRATE ANY STRUCTURAL ELEMENTS SUCH AS BEAMS, COLUMNS, WALLS, SLABS, ETC. WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. COORDINATION SHALL INCLUDE, BUT NOT BE LIMITED TO, DETERMINING THE LOCATION OF ALL EXISTING UTILITY LINES THAT MAY INTERFERE WITH THE INSTALLATION OF THE NEW STRUCTURAL ELEMENTS. THE CONTRACTOR SHALL INFORM THE OWNER IF INTERFERENCE IS ENCOUNTERED. THE OWNER WILL DETERMINE IF THE LINES ARE TO BE REMOVED OR RELOCATED. SHOP DRAWINGS: SHOP DRAWING SUBMITTALS TO THE ENGINEER ARE REQUIRED FOR ALL STRUCTURAL WORK, UNLESS OTHERWISE AGREED TO BY THE ARCHITECT/ENGINEER. NO WORK SHALL PROCEED WITHOUT THE REVIEW AND APPROVAL OF SHOP/ERECTION/LAYOUT DRAWINGS BY THE ARCHITECT AND ENGINEER. ALL SUBMITTALS SHALL BE MADE IN A TIMELY MANNER ALLOWING ADEQUATE TIME AS NEEDED BY THE ARCHITECT AND ENGINEER FOR REVIEW. THE CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO ENGINEERING REVIEW. SUBMISSIONS FOR ENGINEERING REVIEW SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. CODE: SANTA ANA MUNICIPAL CODE & 2022 CALIFORNIA BUILDING CODE (EARTHQUAKE FORCE REDUCED 25% FROM CURRENT CODE VALUES) SEISMIC: IMPORTANCE FACTOR, I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.0 RISK CATEGORY - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -II Ss - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1.305 S1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.466 SITE SOIL CLASS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D - DEFAULT SDs - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.044 SD1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -N/A Fa - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.2 Fv - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N/A SDC - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D STEEL SPECIAL CANTILEVER COLUMN - - - - - - - - - - - - - - - - - - - - R = 2.5 Ωo = 1.25 Cd = 2.5 FOUNDATION: ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF (1/3 INCREASE FOR WIND OR SEISMIC) 2022 CBC MINIMUM VALUES. CONTRACTOR SHALL COMPLY WITH ALL PROVISIONS OF 2022 CBC. ALL EXCAVATIONS, COMPACTION & BACKFILL SHALL HAVE CONTINUOUS OR PERIODIC INSPECTION BY GEOTECH ENGINEER OF RECORD. GEOTECH TO INSPECT AND APPROVE FOUNDATION AND SUBMIT APPROVAL TO OWNER/REPRESENTATIVE, PRIOR TO CONSTRUCTION INSPECTION. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED. NO IMPACT TOOLS SHALL BE PERMITTED WHEN REMOVING EXISTING FOOTING. SAW CUTTING FOOTING ONLY IS ALLOWED. INSPECTIONS: THE OWNER SHALL EMPLOY AN INSPECTOR TO PROVIDE INSPECTION PER CBC CHAPTER 17 AND LOCAL CODES. ALL SPECIAL INSPECTORS SHALL BE APPROVED BY CITY OF SANTA ANA DEPARTMENT OF BUILDING & SAFETY. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC FORCE RESISTING SYSTERM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE SANTA ANA DEPARTMENT OF BUILDING AND SAFETY INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. PRE-CONSTRUCTION MEETING: UPON EXCAVATION AND EXPOSURE OF EXISTING STRUCTURAL ELEMENTS AND CONNECTIONS AND PRIOR INSTALLATION OF ANY NEW STRUCTURAL ELEMENTS OR MEMBERS, THE OWNER OR OWNER'S REPRESENTATIVE SHALL ARRANGE A PRE-CONSTRUCTION MEETING TO BE ATTENDED BY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, CONTRACTOR AND THE BUILDING INSPECTOR. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS, CONNECTIONS AND EXISTING CONDITIONS THAT EFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. INSPECTIONS REQUIRED: THE OWNER OR THE REGISTERED DESIGN 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. CONTINUOUS INSPECTIONS: A.FIELD WELDING B.CONCRETE PLACEMENT FOR CONC STRENGTH f'c>2500 PSI CITY OF SANTA ANA DEPARTMENT OF BUILDING AND SAFETY: GENERAL NOTES FOR STRUCTURAL OBSERVATION: STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE WITH 2022 CBC CHAPTER 17. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEMS 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. THE OWNER SHALL EMPLOY A CIVIL OR STRUCTURAL ENGINEER OR ARCHITECT TO PERFORM THE STRUCTURAL OBSERVATION. THE ENGINEER OR ARCHITECT SHALL BE REGISTERED OR LICENSED 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. 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 INFORM THE OWNER OF THE REQUIREMENTS FOR A PRECONSTRUCTION MEETING AND SHALL PRESIDE OVER THIS MEETING. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST OBSERVATION REPORT SUBMITTED TO THE BUILDING INSPECTOR. 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 A MINIMUM, THE FOLLOWING SIGNIFICANT CONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER. SCHEDULED INTERVAL OR STAGE OF CONSTRUCTION a. FOUNDATION PRIOR TO CONCRETE PLACEMENT. b. COMPLETION OF STEEL & FRAMING PRIOR TO COVERING. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT 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. 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. THE STRUCTURAL OBSERVER SHALL SEND THE ORIGINAL OBSERVATION REPORT TO THE INSPECTION OFFICE. 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 PRECONSTRUCTION MEETING, AND. C. FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS OBSERVATION REPORT. 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 CORRECT ANY PROPERLY NOTED DEFICIENCIES WITHOUT CONSIDERATION OF THEIR SOURCE THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE STRUCTURAL SYSTEMS. THE BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED PLANS AND SPECIFICATIONS . DEAD LOADS: ROOF - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -11.0 PSF 2ND FLOOR - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -35.0 PSF (FLOOR AREA) 40.0 PSF (PLASTER CEILING) ADDED NOTES PER CITY OF SANTA ANA REQUIREMENTS: 1. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING DESIGN BY REGISTERED DESIGN ENGINEER. 2. TEMPORARY SHORING NOT TO BE REMOVED UNTIL NEW FOUNDATION IS CAPABLE OF TAKING GRAVITY LOADS. 3. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION. 4. A COPY OF THE ICC REPORTS AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 5. GAS PIPES NOT ALLOWED IN GRADE BEAM UNLESS APPROVAL IS OBTAINED FROM GAS COMPANY. 6. PROVIDE MILL CERTIFICATES FOR ALL STRUCTURAL STEEL & REINFORCING STEEL. WOOD: 10d COMMON NAILS 3" LONG ARE TO BE USED WHERE 10d x11 2" NAILS ARE NOT SPECIFICALLY CALLED OUT ON DRAWINGS OR ALLOWED BY SIMPSON CATALOG AS EQUAL SUBSTITUTION WITH EQUAL CAPACITY. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITE DEMONSTRATION FOR EACH PROJECT AND THE APPROVAL OF THE PROJECT STRUCTURAL ENGINEER AND THE ENFORCEMENT AGENCY. THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. MACHINE NAILING IS NOT ALLOWED FOR 5/16" INCH PLYWOOD. IF THE NAIL HEADS PENETRATE THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HELD HAMMER, OR IF MINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED, THE PERFORMANCE WILL BE DEEMED UNSATISFACTORY AND MACHINE NAILING SHALL BE DISCONTINUED. UNLESS SPECIFICALLY SHOWN ON THESE PLANS NO STRUCTURAL MEMBER SHALL BE CUT. NEITHER DRILLED NOR NOTCHED WITHOUT PRIOR WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER. WOOD MATERIALS: PROVIDE MEMBERS AS MANUFACTURED BY TRUS JOIST CORPORATION OR AN APPROVED SUBSTITUTE WITH A CURRENT ICBO APPROVAL. DESIGN, FABRICATE AND ERECT IN ACCORDANCE WITH THE APPLICABLE ICBO/ICC REPORT. MEMBER SIZES ARE SHOWN ON THE DRAWINGS. FRAMING LUMBER: BASE VALUES FOR DIMENSION LUMBER SPECIES MEMBER Fb (PSI) Fv (PSI) E (PSI) F'c//(PSI) & GRADE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - JOISTS 900 180 1,600,000 1300 DOUG FIR #2 BEAMS 4X MEMBERS 1000 180 1,700,000 1450 DOUG FIR #1 6X MEMBERS 1350 170 1,600,000 925 DOUG FIR #1 POSTS 4X MEMBERS 1000 180 1,700,000 1450 DOUG FIR #1 6X MEMBERS 1200 170 1,600,000 1000 DOUG FIR #1 STUDS 900 180 1,600,000 1350 DOUG FIR #2 LEDGERS AND TOP PLATES 875 180 1,600,000 1300 DOUG FIR #2 TREATED SILL DOUG FIR #2 MIN. EACH PIECE SHALL BEAR A STAMP OF APPROVED PLATES INDEPENDENT AGENCY OPERATING UNDER AITC. FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTIONS BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. MOISTURE CONTENT SHALL NOT EXCEED 19%. ALL BOLT HOLES SHALL BE DRILLED 1 32" TO 116" OVERSIZED. LEGAL DESCRIPTION: APN: 109-040-40 DWG NUMBER SHEET TITLE S0.1 GENERAL NOTES S1.1 TYPICAL DETAILS S2.0 SITE PLAN S2.1 BUILDING F - FOUNDATION & FLOOR FRAMING PLAN S2.2 BUILDING G - FOUNDATION & FLOOR FRAMING PLAN S2.3 BUILDING H - PARTIAL FOUNDATION & FLOOR FRAMING PLAN S2.4 BUILDING H - PARTIAL FOUNDATION & FLOOR FRAMING PLAN S2.5 BUILDING I - FOUNDATION & FLOOR FRAMING PLAN S3.1 BUILDING ELEVATIONS S3.2 BUILDING ELEVATIONS S3.3 BUILDING ELEVATIONS S3.4 BUILDING ELEVATIONS S5.1 DETAILS S5.2 DETAILS 1 SCOPE OF WORK: 1. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS. CONSTRUCTION METHOD: (8) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING H. (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT EAST SIDE OF BUILDING G. (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT WEST SIDE OF BUILDING I. & (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT SOUTH SIDE OF BUILDING F. SITE 22 N E U C L I D S T HA R B O R B L V D N F A I R V I E W S T N B R I S T O L S T WESTMINSTER AVE W 1ST ST WEST GROVE VALLEY W McFADDEN AVE EDINGER AVE BUILDING INFO: a.OCCUPANCY GROUP: RESIDENTIAL R-2 b.CONSTRUCTION TYPE: V c.NUMBER OF STORIES: 2 d.FIRE SPRINKLER: NONE EXISTS 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 LAP SPLICE SCHEDULE "CLASS B" (STRAIGHT BARS) TOP REINF. SLOPE 1:12 MAX. TYP. 112" OR WIRED IN CONTACT BOT. REINF. WHERE "a" IS THE CLEAR COVER, "b" IS THE CLEAR SPACING AND "d" IS THE BAR DIA.BEAM/SLAB ELEVATION VIEW BEAM/SLAB PLAN VIEW WALL ELEVATION * *STAGGER NOT REQUIRED AT WALL FOUNDATION DOWELS 3000 PSI 4000 PSI 5000 PSI CONCRETE STRENGTH 3000 PSI 4000 PSI 5000 PSI Fc' #11 54 6542 61 70 47 41 36 84 73 54 47 43 49 56 28 31 36 9550 73 106 122 81 71 63 56 65 43 37 34 94 81 49 54 63 TOP #5 TOPOTHER TOPOTHER #6 OTHER #7 94 105 81 70 63 83108 122 93 107139 121 72 62 5672 81 93 157 136 121 81 91 105 137 152106 177 153 92 102 118 196 170118 136 102 113 13191 79 70 OTHEROTHERTOP #8 BAR TOP #9 OTHERTOP #10 TOP 117 131 151 101 87 78 OTHERTOP #4 OTHER 2937 2533 2329 4356 3749 3243 CLEAR COVER > d AND CLEAR SPACING > 2d HO O K STANDARD ST R A I G H T 312825222017143000 PSI 15 4000 PSI 5000 PSI 11 13 17 20 22 24 #7 DEVELOPMENT LENGTH SCHEDULE "CLASS A" (STRAIGHT & HOOKED BARS) 32 36 42 22 4000 PSI 3000 PSI 5000 PSI 5000 PSI 42 47 54 28 34 65 56 50 49 94 81 73 26 50 43 39 24 28 OTHER CONCRETE STRENGTH 4000 PSI 3000 PSI Fc' 31 #5 36 TOP OTHER 43 37 #6 TOP 63 54 33 29 TOP 63 121 105 94 56 107 93 83 38 72 63 56 43 83 72 64 48 93 81 72 5470 105 91 81 136 118 106 81 70 TOP 72 62 48 42 TOPOTHER 55 48 BAR #8 OTHER 62 54 #9 OTHER 70 61 91 79 #10 OTHERTOP 60 116 101 90 78 151 131 117 78 67 OTHER 101 87 #11 TOPOTHER #4 TOP 2229 1925 1723 3343 2937 2634 11 9 CLEAR COVER > d AND CLEAR SPACING > 2d 2725221917151210 NOTES: 1.TABULATED VALUES AND NOTES ARE PER ACI318-14. 2.SPLICES SHALL BE CONTACT TENSION LAP SPLICES U.N.O. 3.LENGTHS SHOWN ARE FOR GRADE 60 UNCOATED BARS. 4.ALL LAP SPLICES SHALL BE CLASS B, UNLESS CLASS A IS SPECIFICALLY APPROVED BY THE ENGINEER. 5.THE SCHEDULES SHOWN ON THIS DETAIL APPLY TO NORMAL WEIGHT CONCRETE. 6.FOR LIGHTWEIGHT CONCRETE, INCREASE LAP SPLICE LENGTH BY 33%. 7.ALL HORIZONTAL AND VERITICAL SPLICES SHALL BE STAGGERED AS SHOWN BELOW WHERE POSSIBLE U.N.O. WHERE SPLICES ARE NOT STAGGERED THE LAP SPLICE LENGTH SHALL BE INCREASED BY 30%. 8.THE SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING BARS OF DIFFERENT SIZES. 9.TOP BARS ARE HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. NOTE: 1. T=TOP BAR, L=LAP SPLICE LENGTH 2. "d" INDICATES BAR DIAMETER. 3. ALL DIMENSIONS SHOWN IN TABLE ABOVE ARE IN INCHES. 10.LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF THE LAP LENGTHS SCHEDULED. OTHERWISE, ALL DETAILING AND PLACEMENT OF REINFORCING SHALL COMPLY WITH THE LAP SPLICE SCHEDULES AND DETAILS. 11.BUNDLED BAR SPLICES: a) INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL NOT OVERLAP EACH OTHER. b) INCREASE LAP LENGTH 20% AT THREE BAR BUNDLES. c) INCREASE LAP LENGTH 33% AT FOUR BAR BUNDLES. 12.FOR #14 AND #18 BARS, USE MECHANICAL SPLICE IN ACCORDANCE WITH ACI-318 REQUIREMENTS. 13.EPOXY COATED BAR DEVELOPMENT & SPLICES: HOOKS: INCREASE DEVELOPMENT & LAP LENGTH 20%. 13. CONT. STRAIGHT BARS: a) WHEN CONCRETE COVER IS LESS THAN 3d OR CLEAR SPACING IS LESS THAN 6d, INCREASE DEVELOPMENT & LAP LENGTH 50%. b) FOR OTHER CASES, INCREASE LAP LENGTH 20%. 14. HOOK PORTION OF SCHEDULE ASSUMES A STANDARD 90° HOOK. 15. SEISMIC CONDITIONS: a) SEISMIC DIAPHRAGM AND COLLECTOR BARS REQUIRE NO INCREASE TO HOOK OR LAP SPLICE LENGTHS. b) VERTICAL BARS OF SPECIAL REINFORCED CONCRETE WALLS SHALL HAVE A BOTTOM BAR LAP SPLICE INCREASED BY 25%. c) DEVELOPMENT LENGTHS AND LAP SPLICES FOR CONCRETE SPECIAL MOMENT RESISTING FRAMES ARE NOT COVERED BY THIS DETAIL AND MUST MEET ALL ACI 318 CHAPTER 18 REQUIREMENTS. OTHER CASES OTHER CASES "d""b" "a " "a" L 12 d O R 12 " M I N . d L 6" MAX. 11 2" MIN. L 12d OR 12" MIN.d L L L 12d OR 12" MIN.d 6" M A X . 11 2" M I N . FOOTING 1 1 2 10'-0" MIN. 9" GROUND LINE BACKFILL PER SPECS BOTTOM OF TRENCH EXCAVATION SHALL NOT EXTEND BELOW THIS LINE COMPACTED FILL 90% DENSITY 2 1'-6" MIN. TRENCH EXCAVATION NOTE: THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, SHEATHING OR OTHERWISE MAINTAINING THE SIDES OF THE EXCAVATION FROM CAVE-INS UNTIL ALL BACKFILL IS COMPLETED PER SPECIFICATIONS SLEEVES 2" LARGER THAN O.D. OF PIPES D OF SLEEVE PIPE THRU FOOTING WALL FOR PIPES IN THIS AREA LOWER FOOTING SO PIPES PASS THRU FTG WALL EQUAL NOTES: FOR PIPES 3'-0" OR LESS BELOW FTG, PROVIDE SLEEVE AND CONCRETE AS SHOWN; MORE THAN 3'-0" COMPACT BACKFILL OVER PIPE TO 90% AS APPROVED BY SOILS ENGINEER, OR USE STEPPED FOOTING BELOW PIPE. 6" 3' - 0 " D+1'-6" 6" MI N . 6" 6" COMPACTED FILL SAND 2'-0" LAP 3" CL R . 5" #5 T.&B. DOWELS TO MATCH FTG. REINF. SPACING & QUANTITY DRILL & EPOXY W/ SIMPSON SET 3G (ICC ESR-4057) UTILITY PIPES OR CONDUITS. VERIFY W/ ELECT., MECH. & PLUMBING DWGS. 5" MIN. 4'-0" MAX. SAWCUT EXISTING SLAB FOR NEW UTILITY LINE & REPLACE SLAB ON GRADE #4 CONT. @ 12" O.C. FOOTING (N) FOOTING (E) FOOTING EXISTING SLAB #4 DOWELS @ 24" O.C. STAGGERED DRILL & EPOXY W/ SIMPSON SET 3G (ICC ESR-4057) NOTE: PENETRATIONS THROUGH BEAMS ARE PERMITTED ONLY WITH THE REVIEW OF THE STRUCTURAL ENGINEER. D 11 2"2" BEAM REINF. SEE PLAN 1'-6" TYP. ℄ PIPE SLEEVE C P I P E S L E E V E SEE PLANS FOR LOCATION AND SIZE OF PIPE SLEEVE 1" CL R . 1" CL R . REINFORCED CONC. BEAM W/ SLAB INDICATED ADD TWO STIRRUP SAME SIZE AS BEAM STIRRUP EA. SIDE (2) #5 x 4'-0" @ SLEEVES > 6"Ø D/ 3 MI N . D/ 3 MA X . D/ 3 MI N . ELEVATION L WIDTH OF EXCAVATION (E) PAVING NO SHORING INSIDE VERTICAL LINES TEMP SHORING TEMP SHORING (E) PAVING 1 1 1 1 DE P T H O F F T G . EX C A V A T I O N (#8 OR SMALLER) (#5 OR SMALLER) 180° TYPICAL HOOKS & BENDS 90° D D 45° D D 45° D D 90°135° TIES & STIRRUPS Ls = LAP SPLICE D = 6d FOR #3 THRU #8 D = 8d FOR #9 THRU #11 D = 4d MIN. FOR TIES & STIRRUPS (#5 OR SMALLER) 4d 21 2" MIN. 12 d d 6d 81 2" M I N . 6d 312" M I N . d NUMBER AND TYPE OF FASTENER DESCRIPTION OF BUILDING ELEMENTS SPACING AND LOCATION 1.BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO RAFTER OR TRUSS FLAT BLOCKING TO TRUSS AND WEB FILLER 2.CEILING JOISTS TO TOP PLATE 3.CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS (NO THRUST) (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) 4.CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) 5.COLLAR TIE TO RAFTER 6.RAFTER OR ROOF TRUSS TO TOP PLATE (SEE SECTION 2308.7.5, TABLE 2308.7.5) 7.ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO 2-INCH RIDGE BEAM 3-8d COMMON (21 2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131"NAILS; OR 3-3"14 GAGE STAPLES, 7 16"CROWN 2-8d COMMON (21 2"x 0.131") 2-3"x 0.131" NAILS 2-3" 14 GAGE STAPLES 2-16d COMMON (31 2"x 0.162") 3-3"x 0.131" NAILS 3-3" 14 GAGE STAPLES 16d COMMON (31 2"x 0.162") @ 6" O.C. 3"x 0.131" NAILS @ 6" O.C. ' 3"x 14 GAGE STAPLES @ 6" O.C. 3-8d COMMON (21 2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 3-16d COMMON (31 2"x 0.162"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN PER TABLE 2308.7.3.1 3-10d COMMON (3"x 0.148"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN 3-10d COMMON (3"x 0.148"); OR 3-16d BOX (31 2"x 0.135"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131 NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN 2-16d COMMON (31 2"x 0.162"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN; OR 3-10d COMMON (31 2"x 0.148"); OR 3-16d BOX (31 2"x 0.135"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN EACH END, TOENAIL EACH END, TOENAIL END NAIL FACE NAIL EACH JOIST, TOENAIL FACE NAIL FACE NAIL FACE NAIL TOENAILc END NAIL TOENAIL ROOF WALL NUMBER AND TYPE OF FASTENER DESCRIPTION OF BUILDING ELEMENTS SPACING AND LOCATION FLOOR 22.JOIST TO SILL, TOP PLATE, OR GIRDER 23.RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW 24.1"x 6" SUBFLOOR OR LESS TO EACH JOIST 25.2" SUBFLOOR TO JOIST OR GIRDER 26.2" PLANKS (PLANK & BEAM -FLOOR & ROOF) 27.BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS 28.LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 29.JOIST TO BAND JOIST OR RIM JOIST 30.BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 3-8d COMMON (21 2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 8d COMMON (212"x 0.131"); OR 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7 16" CROWN 2-8d COMMON (212"x 0.131"); OR 2-10d BOX (3"x 0.128") 2-16d COMMON (312"x 0.162") 2-16d COMMON (312"x 0.162") 20d COMMON (4"x 0.192") 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7 16" CROWN AND: 2-20d COMMON (4"x 0.192"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 3-16d COMMON (31 2"x 0.162"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN 3-16d COMMON (31 2"x 0.162"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN 2-8d COMMON (212"x 0.131"); OR 2-10d BOX (3"x 0.128"); OR 2-3"x 0.131" NAILS; OR 2-3" 14 GAGE STAPLES, 7 16" CROWN TOENAIL 6" O.C., TOENAIL FACE NAIL FACE NAIL EACH BEARING, FACE NAIL 32" O.C., FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES 24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES ENDS AND AT EACH SPLICE, FACE NAIL EACH JOIST OR RAFTER, FACE NAIL END NAIL EACH END, TOENAIL 8.STUD TO STUD (NOT AT BRACED WALL PANELS) 9.STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS (AT BRACED WALL PANELS) 10.BUILT-UP HEADER (2" TO 2" HEADER) 11.CONTINUOUS HEADER TO STUD 12.TOP PLATE TO TOP PLATE 13.TOP PLATE TO TOP PLATE, AT END JOINTS 14.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCK- ING (NOT AT BRACED WALL PANELS) 15.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCK- ING AT BRACED WALL PANELS 16.STUD TO TOP OR BOTTOM PLATE 17.TOP OR BOTTOM PLATE TO STUD 18.TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 19.1" BRACE TO EACH STUD AND PLATE 20.1"x 6" SHEATHING TO EACH BEARING 21.1"x 8" AND WIDER SHEATHING TO EACH BEARING 16d COMMON (31 2"x 0.162"); 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 16d COMMON (31 2"x 0.162"); 16d BOX (312x 0.135") 3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 16d COMMON (31 2"x 0.162"); OR 16d BOX (312x 0.135") 4-8d COMMON (21 2"x 0.131"); OR 4-10d BOX (3"x 0.128") 16d COMMON (31 2"x 0.162"); OR 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7 16" CROWN 8-16d COMMON (31 2"x 0.162"); OR 12-10d BOX (3"x 0.128"); OR 12-3"x 0.131" NAILS; OR 12-3" 14 GAGE STAPLES, 7 16" CROWN 16d COMMON (31 2"x 0.162"); OR 16d BOX (31 2"x 0.135"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7 16" CROWN 2-16d COMMON (31 2"x 0.162"); OR 3-16d BOX (31 2"x 0.135"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN 4-8d COMMON (21 2"x 0.131"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7 16" CROWN OR 2-16d COMMON (31 2"x 0.162"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 2-16d COMMON (31 2"x 0.162"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 2-16d COMMON (31 2"x 0.162"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7 16" CROWN 2-8d COMMON (21 2"x 0.131"); OR 2-10d BOX (3"x 0.128"); OR 2-3"x 0.131" NAILS; OR 2-3" 14 GAGE STAPLES, 7 16" CROWN 2-8d COMMON (21 2"x 0.131"); OR 2-10d BOX (3"x 0.128") 3-8d COMMON (21 2"x 0.131"); OR 3-10d BOX (3"x 0.128") 24" O.C. FACE NAIL 16" O.C. FACE NAIL 16" O.C. FACE NAIL 12" O.C. FACE NAIL 12" O.C. FACE NAIL 16" O.C. EACH EDGE, FACE NAIL 12" O.C. EACH EDGE, FACE NAIL TOENAIL 16" O.C. FACE NAIL 12" O.C. FACE NAIL EACH SIDE OF END JOINT, FACE NAIL (MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT) 16" O.C. FACE NAIL 12" O.C. FACE NAIL 16" O.C. FACE NAIL TOENAIL END NAIL END NAIL FACE NAIL FACE NAIL FACE NAIL FACE NAIL WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLEBOARD WALL SHEATHING TO FRAMINGa EDGES (INCHES) INTERMEDIATE SUPPORTS (INCHES) 31.3 8" - 1 2" 32.19 32" - 3 4" 33.7 8" - 11 4" 6d COMMON OR DEFORMED (2"x 0.113") (SUBFLOOR AND WALL) 8d BOX OR DEFORMED (21 2"x 0.113") (ROOF) 23 8"x 0.113" NAIL (SUBFLOOR AND WALL) 13 4" 16 GAGE STAPLE, 7 16" CROWN (SUBFLOOR AND WALL) 23 8"x 0.113" NAIL (ROOF) 13 4" 16 GAGE STAPLE, 7 16" CROWN (ROOF) 8d COMMON (21 2"x 0.131"); OR 6d DEFORMED (2"x 0.113") 23 8"x 0.113" NAIL; OR 2" 16 GAGE STAPLE, 7 16" CROWN 10d COMMON (3"x 0.148"); OR 8d DEFORMED (21 2"x 0.131") 6 12 6 12 6 12 4 8 4 8 3 6 6 12 4 8 6 12 OTHER EXTERIOR WALL SHEATHING 34.1 2" FIBERBOARD SHEATHINGb 35.25 32" FIBERBOARD SHEATHINGb 11 2" GALVANIZED ROOFING NAIL (7 16" HEAD DIAMETER); OR 11 4" 16 GAGE STAPLE WITH 7 16" OR 1" CROWN 13 4" GALVANIZED ROOFING NAIL (7 16" DIAMETER HEAD); OR 11 2" 16 GAGE STAPLE WITH 7 16" OR 1" CROWN 3 6 3 6 WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING 36.3 4" AND LESS 37.7 8" - 1" 38.118" - 11 4" 6 12 6 12 6 12 8d COMMON (212"x 0.131"); OR 6d DEFORMED (2"x 0.113") 8d COMMON (212"X 0.131"); OR 8d DEFORMED (212"X 0.131") 10d COMMON (3"x 0.148"); OR 8d DEFORMED (212"X 0.131") PANEL SIDING TO FRAMING 39.1 2" OR LESS 40.5 8" 6 12 6 12 6d CORROSION-RESISTANT SIDING (17 8"x 0.106"); OR 6d CORROSION-RESISTANT CASING (2"x 0.099") 8d CORROSION-RESISTANT SIDING (23 8"x 0.128"); OR 8d CORROSION-RESISTANT CASING (21 2"x 0.113") WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLEBOARD WALL SHEATHING TO FRAMINGa 41.1 4" 42.3 8" 6 12 6 12 4d CASING (11 2"x 0.080"); OR 4d FINISH 11 2"x 0.072") 6d CASING (2"x 0.099"); OR 6d FINISH (PANEL SUPPORTS AT 24 INCHES) a.NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLE BOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. b.SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). c.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 SCALE: 3/16" = 1'-0" 1 - 11'-4"7'-10" CLR.2'-2"8'-0" CLR.1'-11"8'-1" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-1"8'-0" CLR.2'-0"8'-0" CLR.8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-0" 21 ' - 0 " 21 ' - 1 " LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE 1'-11" PARKING #1 PARKING #2 PARKING #3 PARKING #4 PARKING #5 PARKING #6 PARKING #7 PARKING #8 PARKING #9 PARKING #10 PARKING #11 (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. (E ) 2 x 1 2 @ 1 6 " O . C . LINE OF ROOF ABOVE (E) 4x14 (E) 4x14 CANT.(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14(E) 4x14 CANT. SCALE: 3/16" = 1'-0" 2 - 2 S3.1 2 S3.1 3 S3.3 3 S3.3 NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: CENTERLINE OF (N) GRADE BEAM. NOT USED. NOT USED. (N) W8x67 COLUMN. (N) 2'-6" WIDE x2'-0" DEEP CONC. GRADE BEAM W/ (2) #9 T.& B. & TIES PER DETAIL 1 2 3 4 16 S5.1 5 4'-0" TYP. 1 16 S5.1 TYP. 44 18 S5.1 TYP. 5 EQ.EQ.EQ.EQ. 4'-0" TYP. 1 44 5 EQ.EQ.EQ.EQ. NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: (N) W8x COLUMN BELOW. 1 4" PLATE STEEL COLLECTOR STRAP TYP. (4 LOCATIONS). CONTINUOUS SIMPSON CMST12 COILED STRAP WHOLE LENGTH OF BUILDING. INDICATES TEMPORARY SHORING (BY OTHERS) OF (E) WOOD BEAM. FOR LOCATIONS, SEE DETAIL TYP. (8 LOCATIONS) (E) WOOD POST BELOW, FIELD VERIFY TYP. 1 2 3 4 5 10 S1.1 4'-01 2"3'-01 2" 14TYP. 4 S5.2 1'-31 2"1'-91 2" 2 2 5 TYP. 3 5 S5.1TYP. 4'-01 2"3'-01 2" 14TYP. 4 S5.2 1'-31 2"1'-91 2" 2 2 5 TYP. 3 2 S5.2 2 S5.2 SCOPE OF WORK - BUILDING F: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT SOUTH SIDE OF BUILDING. SCOPE OF WORK - BUILDING F: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT SOUTH SIDE OF BUILDING. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB KEY PLAN PROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G S2.4 S2 . 2 S2 . 5 S2.3 S2.1 2701 W McFadden Ave #F-I2/6/2025 SCALE: 3/16" = 1'-0" 1 - PARKING #12 PARKING #13 PARKING #14 PARKING #15 PARKING #16 PARKING #17 PARKING #18 PARKING #19 PARKING #20 PARKING #21 PARKING #22 PARKING #23 PARKING #24 PARKING #25 11"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-2"8'-0" CLR.1'-9"8'-0" CLR.1'-1"5"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.2'-0"7'-11" CLR.1'-6" 21 ' - 0 " 21 ' - 0 " (E) 8" THK. WALL LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE (E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. LINE OF ROOF ABOVE (E ) 2 x 1 2 @ 1 6 " O . C . (E ) 2 x 1 2 @ 1 6 " O . C . (E) 4x14(E) 4x14 CANT.(E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 CANT. (E ) 2 x 1 2 @ 1 6 " O . C . SCALE: 3/16" = 1'-0" 2 - 1 S3.1 1 S3.1 NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: CENTERLINE OF (N) GRADE BEAM. NOT USED. NOT USED. (N) W8x67 COLUMN. (N) 2'-6" WIDE x2'-0" DEEP CONC. GRADE BEAM W/ (2) #9 T.& B. & TIES PER DETAIL 1 2 3 4 16 S5.1 5 4'-0" TYP. 1 16 S5.1 TYP. 44 18 S5.1 TYP. 5 EQ.EQ.EQ.EQ. 4'-0" TYP. 1 44 5 EQ.EQ.EQ.EQ. 3'-01 2"8'-31 2" 14TYP. 9 S5.2 2'-31 2"1'-31 2" 2 2 5 TYP. 3 5 S5.1TYP. 8'-31 2"3'-01 2" 14TYP. 7 S5.2 1'-31 2"2'-31 2" 2 2 5 TYP. 3 7 S5.2 9 S5.2OPP. NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: (N) W8x COLUMN BELOW. 1 4" PLATE STEEL COLLECTOR STRAP TYP. (4 LOCATIONS). CONTINUOUS SIMPSON CMST12 COILED STRAP WHOLE LENGTH OF BUILDING. INDICATES TEMPORARY SHORING (BY OTHERS) OF (E) WOOD BEAM. FOR LOCATIONS, SEE DETAIL TYP. (8 LOCATIONS) (E) WOOD POST BELOW, FIELD VERIFY TYP. 1 2 3 4 5 10 S1.1 3 S3.3 SIM. 3 S3.3 SIM. SCOPE OF WORK - BUILDING G: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT EAST SIDE OF BUILDING. SCOPE OF WORK - BUILDING G: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT EAST SIDE OF BUILDING. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB KEY PLAN PROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G S2.4 S2 . 2 S2 . 5 S2.3 S2.1 2701 W McFadden Ave #F-I2/6/2025 LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE (E) 4 x 4 POS(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T 11"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-111 2"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.1'-8"9'-8" CLR.11" PARKING #26 PARKING #27 PARKING #28 PARKING #29 PARKING #30 PARKING #31 PARKING #32 PARKING #33 PARKING #34 PARKING #35 PARKING #36 PARKING #37 PARKING #38 PARKING #39 PARKING #40 PARKING #41 OPENING W/O DOOR LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE 21 ' - 0 " 21 ' - 0 " (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. LINE OF ROOF ABOVE (E ) 2 x 1 2 @ 1 6 " O . C . (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E ) 2 x 1 2 @ 1 6 " O . C . LINE OF ROOF ABOVE SCALE: 3/16" = 1'-0" 1 - NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. SCALE: 3/16" = 1'-0" 2 - NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 1 S3.2 2 S3.2 2 S3.2 4'-0" TYP. 1 16 S5.1 TYP. 44 18 S5.1 TYP. 5 EQ.EQ.EQ.EQ. 22'-8"1'-91 2"2 1 4TYP. 1 S5.1 3'-71 2" 3 5 TYP. 8'-91 2"5'-91 2" 14TYP. 6 S5.1 1'-91 2"1'-91 2" 2 5 S5.1TYP. KEY NOTES: (N) W8x COLUMN BELOW. 1 4" PLATE STEEL COLLECTOR STRAP TYP. (3 LOCATIONS). CONTINUOUS SIMPSON CMST12 COILED STRAP WHOLE LENGTH OF BUILDING. INDICATES TEMPORARY SHORING (BY OTHERS) OF (E) WOOD BEAM. FOR LOCATIONS, SEE DETAIL TYP. (8 LOCATIONS) (E) WOOD POST BELOW, FIELD VERIFY TYP. 1 2 3 4 5 10 S1.1 2 5 TYP. 3 KEY NOTES: CENTERLINE OF (N) GRADE BEAM. NOT USED. NOT USED. (N) W8x67 COLUMN. (N) 2'-6" WIDE x2'-0" DEEP CONC. GRADE BEAM W/ (2) #9 T.& B. & TIES PER DETAIL 1 2 3 4 16 S5.1 5 4'-0" TYP. 1 44 5 EQ.EQ.EQ.EQ. SCOPE OF WORK - BUILDING H: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (8) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING. SCOPE OF WORK - BUILDING H: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (8) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB KEY PLAN PROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G S2.4 S2 . 2 S2 . 5 S2.3 S2.1 2701 W McFadden Ave #F-I2/6/2025 (E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T 1'-4"8'-0" CLR.1'-8"9'-8" CLR.11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-01 2"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR. PARKING #41 OPENING W/O DOOR PARKING #42 PARKING #43 PARKING #44 PARKING #45 PARKING #46 PARKING #47 PARKING #48 PARKING #49 PARKING #50 PARKING #51 PARKING #52 PARKING #53 PARKING #54 PARKING #55 PARKING #56 LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE 21 ' - 0 " 21 ' - 0 " (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E ) 2 x 1 2 @ 1 6 " O . C . (E ) 2 x 1 2 @ 1 6 " O . C . LINE OF ROOF ABOVE LINE OF ROOF ABOVE 1 S3.3 2 S3.2 2 S3.2 1 S3.3 2 S3.3 2 S3.3 SCALE: 3/16" = 1'-0" 1 - SCALE: 3/16" = 1'-0" 2 - 4'-0" TYP. 1 16 S5.1 TYP. 44 18 S5.1TYP. 5 EQ.EQ.EQ.EQ. 4'-0" TYP. 1 44 5 EQ.EQ.EQ.EQ. NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: CENTERLINE OF (N) GRADE BEAM. NOT USED. NOT USED. (N) W8x67 COLUMN. (N) 2'-6" WIDE x2'-0" DEEP CONC. GRADE BEAM W/ (2) #9 T.& B. & TIES PER DETAIL 1 2 3 4 16 S5.1 5 8'-91 2"5'-91 2" 14TYP. 6 S5.1 1'-91 2"1'-91 2" 2 2 5 TYP. 3 2 1 4TYP. 1 S5.1 3 5 TYP. 5 S5.1TYP. 22'-8"3'-71 2"1'-91 2" OPP. NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: (N) W8x COLUMN BELOW. 1 4" PLATE STEEL COLLECTOR STRAP TYP. (3 LOCATIONS). CONTINUOUS SIMPSON CMST12 COILED STRAP WHOLE LENGTH OF BUILDING. INDICATES TEMPORARY SHORING (BY OTHERS) OF (E) WOOD BEAM. FOR LOCATIONS, SEE DETAIL TYP. (8 LOCATIONS) (E) WOOD POST BELOW, FIELD VERIFY TYP. 1 2 3 4 5 10 S1.1 SCOPE OF WORK - BUILDING H: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (8) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING. SCOPE OF WORK - BUILDING H: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (8) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB KEY PLAN PROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G S2.4 S2 . 2 S2 . 5 S2.3 S2.1 2701 W McFadden Ave #F-I2/6/2025 SCALE: 3/16" = 1'-0" 1 - 11"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-2"8'-0" CLR.1'-9"8'-0" CLR.1'-1"5"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.2'-0"7'-11" CLR.1'-6" 21 ' - 0 " 21 ' - 0 " (E) 8" THK. WALL LINE OF FLOOR ABOVE LINE OF FLOOR ABOVE PARKING #57 PARKING #58 PARKING #59 PARKING #60 PARKING #61 PARKING #62 PARKING #63 PARKING #64 PARKING #65 PARKING #66 PARKING #67 PARKING #68 PARKING #69 PARKING #70 (E) 4 x 4 POS T (E) 4 x 4 POS T(E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 4 x 4 POS T (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. (E) 3'-6" SQ. EXTERIOR PAD FTG. (V.I.F.) TYP. LINE OF ROOF ABOVE (E ) 2 x 1 2 @ 1 6 " O . C . (E ) 2 x 1 2 @ 1 6 " O . C . (E) 4x14(E) 4x14 CANT.(E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14 CANT. (E ) 2 x 1 2 @ 1 6 " O . C . SCALE: 3/16" = 1'-0" 2 - 1 S3.4 1 S3.4 NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: CENTERLINE OF (N) GRADE BEAM. NOT USED. NOT USED. (N) W8x67 COLUMN. (N) 2'-6" WIDE x2'-0" DEEP CONC. GRADE BEAM W/ (2) #9 T.& B. & TIES PER DETAIL 1 2 3 4 16 S5.1 5 NOTES: 1. FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. KEY NOTES: (N) W8x COLUMN BELOW. 1 4" PLATE STEEL COLLECTOR STRAP TYP. (4 LOCATIONS). CONTINUOUS SIMPSON CMST12 COILED STRAP WHOLE LENGTH OF BUILDING. INDICATES TEMPORARY SHORING (BY OTHERS) OF (E) WOOD BEAM. FOR LOCATIONS, SEE DETAIL TYP. (8 LOCATIONS) (E) WOOD POST BELOW, FIELD VERIFY TYP. 1 2 3 4 5 10 S1.1 4'-01 2"4'-01 2" 14TYP. 2 S5.2 1'-31 2"1'-31 2" 2 2 5 TYP. 3 5 S5.1TYP. 2 S5.2 4'-01 2"4'-01 2" 14TYP. 1'-31 2"1'-31 2" 2 2 5 TYP. 3 4'-0" TYP. 1 16 S5.1 TYP. 44 18 S5.1 TYP. 5 EQ.EQ.EQ.EQ. 4'-0" TYP. 1 44 5 EQ.EQ.EQ.EQ. OPP. 2 S5.2 2 S5.2 OPP. 3 S3.3 SIM. 3 S3.3 SIM. SCOPE OF WORK - BUILDING I: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT WEST SIDE OF BUILDING. SCOPE OF WORK - BUILDING I: 1. VOLUNTARY SEISMIC RETROFIT. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL LINE CONDITIONS AT TUCK UNDER PARKING AREAS; ADDING (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH CONCRETE GRADE BEAM AT WEST SIDE OF BUILDING. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB KEY PLAN PROPERTY LINE W M c F A D D E N A V E PROPERTY LINE 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 PROPERTY LINEPROPERTY LINE (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E) APARTMENT BUILDING (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G (E ) A P A R T M E N T BU I L D I N G S2.4 S2 . 2 S2 . 5 S2.3 S2.1 2701 W McFadden Ave #F-I2/6/2025 11"8'-0" CLR. 8' - 4 1 4" 1'-10"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-2"8'-0" CLR.1'-9"8'-0" CLR.1'-1"5"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.2'-0"7'-11" CLR.1'-6" PARKING #12 PARKING #13 PARKING #14 PARKING #15 PARKING #16 PARKING #17 PARKING #18 PARKING #19 PARKING #20 PARKING #21 PARKING #22 PARKING #23 PARKING #24 PARKING #25 (E) 8" THK. WALL 3'-0"9'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"10'-6"3'-0"6"6'-0"9'-0" 7' - 0 " 5' - 0 " TY P . 8' - 4 " 7' - 0 " 7' - 0 " TY P . 5' - 0 " TY P . (E) LIGHT TYP. 1'-4" (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 4'-0"4'-0"7' - 0 " TY P . 8' - 5 " 1'-4" 4'-0" 1' - 4 1 4"12 1 2" NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 1 - 7'-10" CLR. 8' - 4 1 4" 2'-2"8'-0" CLR.1'-11"8'-1" CLR.1'-11"8'-0" CLR.1'-11"8'-0" CLR.2'-1"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.1'-0" PARKING #1 PARKING #2 PARKING #3 PARKING #4 PARKING #5 PARKING #6 PARKING #7 PARKING #8 PARKING #9 PARKING #10 PARKING #11 3'-0"9'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"9'-0" 7' - 0 " 7' - 0 " TY P . 5' - 0 " TY P . 7' - 0 " 7' - 0 " TY P . 5' - 0 " TY P . (E) LIGHT TYP. 8' - 5 " 1'-11"11'-4" 4'-6"3'-1"3'-9" 3' - 0 " 4'-0"4'-0" 1'-4"1'-4" (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 1' - 4 1 4"12 1 2" 19" (E) HOSE NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 2 - (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 4'-01 2" 1 4" PLATE COLLECTOR STRAP. TYP.3'-01 2" 18 S5.1 TYP. 5 S5.1TYP. 2 S5.2 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 1'-31 2"1'-91 2" (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 4'-01 2" 1 4" PLATE COLLECTOR STRAP. TYP.3'-01 2" 18 S5.1 TYP. 5 S5.1TYP. 2 S5.2 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 1'-31 2"1'-91 2" (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 3'-01 2" 1 4" PLATE COLLECTOR STRAP. TYP.8'-31 2" 18 S5.1 TYP. 5 S5.1TYP. 7 S5.2 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 3'-01 2"1'-31 2" (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 1 4" PLATE COLLECTOR STRAP. TYP. 18 S5.1 TYP. 5 S5.1TYP. SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 9 S5.2 3'-01 2"3'-01 2" 7 S5.2 8'-31 2"1'-31 2" 9 S5.2OPP. 4 S5.2 4 S5.2 COILED STRAP CONT. THRU (E) FIN STUD WALL TYP. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 1'-11"8'-0" CLR. PARKING #37 1'-11"8'-0" CLR. PARKING #38 2'-0"8'-0" CLR. PARKING #39 1'-11"8'-0" CLR. PARKING #40 1'-11"8'-0" CLR. PARKING #41 8"1'-0" 1'-8" OPENING W/O DOOR 9'-8" CLR.11"8'-0" CLR. PARKING #42 2'-0"8'-0" CLR. PARKING #43 1'-11"8'-0" CLR. PARKING #44 1'-11"8'-0" CLR. PARKING #45 2'-0"8'-0" CLR. PARKING #46 1'-11" 3'1'-0"3'-6" 7' - 0 " 1' - 4 1 4"12 1 2" 7' - 3 " 1' - 1 1 4" 6'-0"6'-6"6'-6"6'-0"6'-6"3'-6"1'-0"3'-6"6'-6"6'-0"8'-6"6'-0"6'-6"3'-6"1'-0"3'-6"6'-6"6'-0"6'-6"6'-0"" 7' - 0 " 1' - 6 1 4" 12 1 2" (E) ELECTRICAL (E) DOWN SPOUT (E) DOWN SPOUT (E) 8" THK. WALL (E) 4"Ø BOLLARD (E) HOSE BIB NOT USED (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 11"8'-0" CLR. 8' - 6 1 4" 1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR. PARKING #26 PARKING #27 PARKING #28 PARKING #297' - 0 " 1'-4" (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 1' - 6 1 4" 12 1 2" PARKING #30 1'-111 2"8'-0" CLR. 8"1'-0"31 2" 1'-11"8'-0" CLR. PARKING #31 1'-11"8'-0" CLR. PARKING #32 2'-0"8'-0" CLR. PARKING #33 2'-0"8'-0" CLR. PARKING #34 1'-11"8'-0" CLR. PARKING #35 1'-11"8'-0" CLR. PARKING #36 1'-11" 6'-0"6'-6"3'-6"1'-0"3'-6"6'-6"6'-0"6'-6"6'-0"6'-6"3'-6"1'-0"3'-6"6'-6"6'-0"6'-6"6'-0"6'-6"3'-6"1'-0"3'-6"6'-6"6'-0"3'-4" (E) DOWN SPOUT (E) 4"Ø BOLLARD 9"(E) WATER HOSE BIB (E) 8" THK. WALL (E) 4"Ø BOLLARD (E) LIGHT TYP.(E) DOWN SPOUT NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 1 - NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 2 - (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 1 4" PLATE COLLECTOR STRAP. TYP. 1'-91 2" 18 S5.1 TYP. 5 S5.1TYP. 1 S5.1 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 3'-71 2" 1 4" PL END LENGTH 22'-8" 1 4" PLATE COLLECTOR & COILED STRAP CONT. THRU (E) FIN STUD WALL TYP. (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 8'-91 2" 1 4" PLATE COLLECTOR STRAP. TYP.5'-91 2" 18 S5.1 TYP. 5 S5.1TYP. 6 S5.1 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 1 4" PLATE COLLECTOR STRAP. TYP. 18 S5.1 TYP. 5 S5.1TYP. 6 S5.1 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 16 S5.1 SEE PLAN TYP. 10 S1.1 16 S5.1 SEE PLAN TYP. 10 S1.1 16 S5.1 SEE PLAN TYP. 1'-91 2"1'-91 2"8'-91 2"5'-91 2"1'-91 2"1'-91 2" COILED STRAP CONT. THRU (E) FIN STUD WALL TYP. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 1'-4" 1'-4" 1'-11"8'-0" CLR. PARKING #47 1'-11"8'-0" CLR. PARKING #48 1'-11"8'-0" CLR. PARKING #49 2'-0"8'-0" CLR. PARKING #50 1'-11"8'-0" CLR. PARKING #51 1'-11"8'-0" CLR. PARKING #52 8"1'-1"PARKING #53 2'-01 2"8'-0" CLR. 31 2" 1'-11"8'-0" CLR. PARKING #54 2'-0"8'-0" CLR. PARKING #55 1'-11"8'-0" CLR. PARKING #567' - 0 " 1' - 4 1 4"12 1 2" 6'-0"4'-0"6'-6"3'-6"1'-0"3'-6"6'-0"6'-6"6'-0"6'-6"6'-6"3'-6"1'-0"3'-6"6'-0"6'-6"6'-6"6'-0"6'-6"3'-6"1'-0"3'-6" (E) DOWN SPOUT (E) 8" THK. WALL (E) 4"Ø BOLLARD (E) DOWN SPOUT (E) 4"Ø BOLLARD (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 6'-0"3'-0"7' - 0 " 4'-0" 3'-0" 21'-1" 4'-0" 17 ' - 4 " (E) 4x14 W/ (2) 2x PLATE C (E) SEWERL 2'-91 2" TO 3'-0" FROM FACE OF WALL 4'-0" (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 4'-0" 3'-0" 21'-3" 4'-0" 17 ' - 3 " (E) 4x14 W/ (2) 2x PLATE 4'-0" 8' - 2 " NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 3 - NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 1 - NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 2 - (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN 1'-91 2" 1 4" PLATE COLLECTOR STRAP. TYP. 22'-8" 18 S5.1 TYP. 5 S5.1TYP. 1 S5.1OPP. SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. SEE PLAN TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 10 S1.1 16 S5.1 3'-71 2" 1 4" PL END LENGTH 1 4" PLATE COLLECTOR & COILED STRAP CONT. THRU (E) FIN STUD WALL TYP. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 11"8'-0" CLR. 8' - 4 1 4" 1'-10"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-0"8'-0" CLR.2'-2"8'-0" CLR.1'-9"8'-0" CLR.1'-1"5"8'-0" CLR.1'-10"8'-0" CLR.2'-0"8'-0" CLR.1'-11"8'-0" CLR.2'-0"8'-0" CLR.2'-0"7'-11" CLR.1'-6" PARKING #57 PARKING #58 PARKING #59 PARKING #60 PARKING #61 PARKING #62 PARKING #63 PARKING #64 PARKING #65 PARKING #66 PARKING #67 PARKING #68 PARKING #69 PARKING #70 (E) 8" THK. WALL 7' - 0 " 8' - 4 " 7' - 0 " (E) LIGHT TYP. 1' - 4 1 4"12 1 2" 3'-0"9'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"18'-0"3'-0"6"6'-0"3'-0"3'-0"6"6'-0"10'-6"3'-0"6"6'-0"9'-0" 5' - 0 " TY P . 7' - 0 " TY P . 5' - 0 " TY P . 1'-4" (E) 4x6 @ 30" O.C. W/ 1x6 STRAIGHT SHEATHING 4'-0"4'-0"7' - 0 " TY P . 8' - 5 " 1'-4" 4'-0" NOTES: 1.DO NOT SCALE DRAWINGS. 2.FIELD VERIFY EXISTING CONDITIONS. NOTIFY SEOR IF EXISTING CONDITION IS DIFFERENT THAN WHAT IS SHOWN IN THIS DRAWING. 3.FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. 4.PATCH EXISTING WATERPROOF PAPER AND STUCCO AT AREAS OF STUCCO REMOVAL TO PROVIDE 1 HOUR FIRE RATING. USE 7 8" THICK MINIMUM PORTLAND CEMENT AND SAND BROWN COAT. COLOR COAT AND PAINT OVER BROWN COAT TO MATCH EXISTING STUCCO. 5.PAINT EXPOSED STEEL COLUMNS AND FLASHINGS TO MATCH EXISTING BUILDING COLOR. USE THREE COAT EXTERIOR PAINT WITH PRIMER. SCALE: 1/4" = 1'-0" 1 - (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 4'-01 2" 1 4" PLATE COLLECTOR STRAP. TYP.4'-01 2" 18 S5.1 TYP. 5 S5.1TYP. 2 S5.2 SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 1'-31 2"1'-31 2" 2 S5.2 (N) WF COLUMN TYP. SEE PLAN (E) STUD WALL TYP. SEE PLAN (E) WOOD BEAM TYP. SEE PLAN SIMPSON COILED STRAP. WHOLE LENGTH OF BUILDING. 1 4" PLATE COLLECTOR STRAP. TYP. 18 S5.1 TYP. 5 S5.1TYP. SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. TYP. (N) GRADE BEAM BEYOND. SEE PLAN (E) PAD FTG. TYP. SEE PLAN EQ.EQ.EQ.EQ. 10 S1.1 16 S5.1 SEE PLAN TYP. 4'-01 2"1'-31 2" 2 S5.2OPP. 4'-01 2"1'-31 2" 2 S5.2OPP. COILED STRAP CONT. THRU (E) FIN STUD WALL TYP. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 (E) PARKING LEVEL WIDTH GRADE BEAM PER PLAN BASE PLATE PER 2 x " d " 18 - 8" MI N . WF COL. PER PLAN DE P T H G R A D E B E A M PE R P L A N 3" CONC. COVER 6" 4" MI N . (E ) 1 2 " FI E L D V E R I F Y (E) WOOD POST / STUD WALL PER PLAN (E) 3'-6" SQ. PAD FTG. FIELD VERIFY CUT & REMOVE (E) FTG. FULL WIDTH CHIP AROUND & LEAVE (E) REBAR IN PLACE. REBAR SHALL BE CLEANED PRIOR TO POURING OF CONCRETE ROUGHEN (E) CONCRETE TO EXPOSE SOLID EMBEDDED AGGREGATE (5)-#5 DOWELS @ 8" O.C. W/ 5" DIST. HORIZ. FROM EA. EDGE OF (E) PAD FTG. W/ SIMPSON SET 3G EPOXY (ICC ESR-4057) 16A - COL. & GRADE BM.CL (E) ASPHALTIC PAVING SLOPE CONCRETE 1% FROM NEW COLUMN ALL AROUND 1 4 STIFF. PL TO COL. FLGS. & WEB (3) SIDES TYP. DRILL & EPOXY #4 DOWELS @ 9" O.C. TO (E) SLAB ON GRADE W/ SIMPSON SET 3G EPOXY (ICC ESR-4057) W/ 3" EMBED. 6" EDGE DISTANCE FROM EA. END OF GRADE BM. BASE PLATE 16A TYP. (E) PARKING LEVEL 2" 1 2" STIFF. PLATE EA. SIDE OF WF COL. SEE PLAN (#3 GR. 60 TIES @ 4" O.C.) "d" GRADE BEAM PER PLAN PROTECTED ZONE PAINT YELLOW STRIPES (2) BUNDLED #5 x HAIRPINS 4'-0" DE P T H G R A D E B E A M PE R P L A N 4'-0" (#3 GR. 60 TIES @ 4" O.C.) REMAINING TIES #3 GR. 60 TIES @ 10" O.C. 2" (E) PAD. FTG. BEYOND WF COL. PER PLAN 4" #5 HAIRPIN W/ 90° HOOK EA. END (E) STUD WALL BEYOND PER PLAN 3" (E) 4" CONC. SLAB ON GRADE BEYOND (V.I.F.) 2 x " d " SLOPE CONCRETE 1% FROM NEW COLUMN ALL AROUND WF COLUMN PER PLAN BASE PL 3 4" TYP. 1 2" TY P . 1 2" TYP. 1/4 3" 8" TYP. 11 2" TYP. ℄ 1 4" PL & CMST STRAP ℄ WF COL. 1 2" M I N . GA P (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C. 1 2" TYP. NEW WF. COLUMN TYP. PER PLAN 2ND FLOOR (E) 4x WOOD BEAM 1 4" STRAP PLATE (A36) W/ SDS25300 @ 6" O.C. 22'-8" EXTENSION OF 1 4" STRAP PLATE (A36) W/ SDS25300 @ 12" O.C. 1 4 CAP ⅊ TO 1 4" STRAP TYP. (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. 5 - NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS (E) WOOD POST/ STUD WALL BEYOND TYP. PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET. SHORE (E) WOOD BEAM ABOVE PRIOR TO CUT (E) PAD FTG. SEE DET. 10 S1.1 10 S1.1 (E) ASPHALTIC PAVING (E) 4" CONC. SLAB ON GRADE (V.I.F.) EQ . EQ . (E) WOOD POST CAP. TYP. (FIELD VERIFY) LTP5 TYP. 1'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (3) SDS25300 @ 6" O.C. 8" TYP. 3'-71 2" END LENGTH OF 1 4" STRAP PLATE (A36) W/ (15) SDS25300 @ 3" O.C. 11 2" TYP. NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS ℄ 1 4" PL & CMST STRAP EQ . EQ . (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING A35 @ 16" O.C. W/ (6) SIMPSON STRONG-TIE PH612I #6 x 1 2" SCREWS INTO FLOOR SHEATHING AND (6) 0.131X11 2" NAILS INTO FRAMING TYP. (E) 2x BLK'G. IF IT IS MISSING PROVIDE NEW 2x BLK'G. (E) 2x JOISTS @ 16" O.C. (E) WOOD POST BEYOND AND WALL (E) 4x WOOD BEAM & POST CAP NEW WF. COLUMN 1 2" 1 4 COL. TO CAP ⅊ 1 2" CAP PLATE 2ND FLOOR PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH (E) STUCCO FINISH (E) STUCCO FINISH (2) ROWS STAGGERED LTP5 @ 32" O.C. W/ (12) 0.131X11 2" NAILS INTO FRAMING. TYP. (E) STUCCO FINISH 1 2" M I N . GA P (E) PLYWOOD SHEATHING 8" TYP. ℄ 1 4" PL & CMST STRAP ℄ WF COL. 1 2" M I N . GA P (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C. 1 2" TYP. NEW WF. COLUMN TYP. PER PLAN 2ND FLOOR (E) 4x WOOD BEAM 1 4 CAP ⅊ TO 1 4" STRAP TYP. (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. 5 - PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 (E) WOOD POST CAP. TYP. (FIELD VERIFY) LTP5 TYP. 5'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (11) SDS25300 @ 6" O.C. 8" TYP. 11 2" TYP. NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS ℄ 1 4" PL & CMST STRAP 1'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (3) SDS25300 @ 6" O.C. 8'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (17) SDS25300 @ 6" O.C.1'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (3) SDS25300 @ 6" O.C. 11 2" TYP. 3 8"x2 1 2" TIE PLATE 1 4 TIE PL TO COLLECTOR PL3"3" COLLECTOR PL, TYP. 2" TYP. MAX. 1 2" EQ . EQ . 314 TIE PL TO COLLECTOR PL 3 TYP. TYP. TYP. TYP. (E) (2)-2x WOOD PLATES (E) (2)-2x PLATES (E) (2)-2x PLATES (E) STUD WALL WHERE OCCURS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS CMST COIL STRAP & 1 4"PL COLLECTOR #5 HAIRPINS 8" 6" 8" 5" 93 4" 10" MAX. 5 -SEE DET. DEMAND CRITICAL WELD SEE (E) GYPSUM BOARD SOFFIT FILLER METAL CLASSIFICATION PROPERTIES FOR SEISMIC FORCE-RESISTING SYSTEM WELDS PROPERTY CLASSIFICATION 70 KSI YIELD STRENGTH, KSI 58 MIN. TENSILE STRENGTH, KSI 70 MIN. ELONGATION, %22 MIN. CVN TOUGHNESS, FT-LB 20 MIN. @ 0°Fa a FILLER METALS CLASSIFIED AS MEETING 20 FT-LBF MIN. AT A TEMPERATURE LOWER THAN 0°F ALSO MEET THIS REQUIREMENT. MECHANICAL PROPERTIES FOR DEMAND CRITICAL WELDS PROPERTY CLASSIFICATION 70 KSI YIELD STRENGTH, KSI 58 MIN. TENSILE STRENGTH, KSI 70 MIN. ELONGATION, %22 MIN. CVN TOUGHNESS, FT-LB 40 MIN. @ 70°Fb, c b FOR LAST OF +50°F. FOR LAST LESS THAN +50°F, SEE AWS D1.8 CLAUSE 6.2.2. TESTS CONDUCTED IN ACCORDANCE WITH AWS D1.8 ANNEX A MEETING 40 FT-LB MIN. AT A TEMPERATURE LOWER THAN +70°F ALSO MEET THIS REQUIREMENT. 11 - c NEW GRADE BEAM REINF. PER PLAN 6" EMBED. 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 ℄ 1 4" PL & CMST STRAP (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C. NEW WF. COLUMN TYP. PER PLAN (E) 4x WOOD BEAM PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 LTP5 TYP. 3'-01 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (10) SDS25300 @ 3" O.C. 8" TYP. 1'-91 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (5) SDS25300 @ 3" O.C. 11 2" TYP. 5 S5.1 TYP. TYP. (E) (2)-2x PLATES 8" TYP. ℄ 1 4" PL & CMST STRAP ℄ WF COL. 1 2" M I N . GA P (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C. 1 2" TYP. 2ND FLOOR (E) 4x WOOD BEAM 1 4 CAP ⅊ TO 1 4" STRAP TYP. (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 (E) WOOD POST CAP. TYP. (FIELD VERIFY) LTP5 TYP. ℄ 1 4" PL & CMST STRAP 3'-01 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (10) SDS25300 @ 3" O.C. 3'-01 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (10) SDS25300 @ 3" O.C. 5 S5.1 TYP. (E) (2)-2x PLATES 11 2" TYP. ℄ 1 4" PL & CMST STRAP NEW WF. COLUMN TYP. PER PLAN 2ND FLOOR (E) 4x WOOD BEAMLTP5 TYP. 8'-31 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (31) SDS25300 @ 3" O.C. 8" TYP. 1'-31 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (3) SDS25300 @ 3" O.C. 11 2" TYP. SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 TYP. 1 4 CAP ⅊ TO 1 4" STRAP TYP. 5 S5.1 (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C.℄ WF COL. (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. (E) (2)-2x PLATES 1 2" M I N . GA P PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH ℄ 1 4" PL & CMST STRAP 8" TYP. ℄ WF COL. 1 2" M I N . GA P (E) 11 2" LIGHT WT. CONCRETE ON SHEATHING (E) 2x12 @ 16" O.C. 1 2" TYP. 2ND FLOOR (E) 4x WOOD BEAM 1 4 CAP ⅊ TO 1 4" STRAP TYP. (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. PATCH AL GYPSUM DRY WALL PENETRATIONS W/ 5 8" TYPE 'X' WALL BOARD AND MATCH (E) FINISH SHORE (E) WOOD BEAM PRIOR TO CUT (E) PAD FTG. BELOW SEE DET.10 S1.1 (E) WOOD POST CAP. TYP. (FIELD VERIFY) LTP5 TYP. 11 2" TYP. ℄ 1 4" PL & CMST STRAP 1'-31 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (3) SDS25300 @ 3" O.C. 4'-01 2" EXTENSION OF 1 4" STRAP PLATE (A36) W/ (14) SDS25300 @ 3" O.C. 5 S5.1 TYP. TYP. (E) (2)-2x PLATES ℄ 1 4" PL & CMST STRAP (E) WOOD POST CAP. TYP. (FIELD VERIFY) (E) 2x BLK'G, TYP. IF IT IS MISSING PROVIDE NEW 2x BLK'G A35 TYP. ℄ WF COL. 1 2" M I N . GA P 1 2" TYP.1 4 CAP ⅊ TO 1 4" STRAP TYP. 2ND FLOOR ℄ 1 4" PL & CMST STRAP NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS NEW SIMPSON CMST12 CONTINUOUS COILED STRAP WHOLE LENGTH OF (E) WOOD BEAMS. MIN. SPLICE LENGTH 21" W/ (22) 0.148X2 1 2" NAILS 241285 7-22-24 LMC / PVB PVB LMC / PVB LMC / MBH / AYB AS SHOWN 7-26-24 PLAN CHECK SUBMITTAL PVB 8-7-24 PLAN CHECK RESUBMITTAL PVB 10/14/24 www.coffman.com ph 818.285.2650 6320 Canoga Ave, Suite 1300 Woodland Hills, CA 91367 10-14-24 PLAN CHECK RESUBMITTAL PVB 2701 W McFadden Ave #F-I2/6/2025 2701 W McFadden Ave #F-I2/6/2025 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 2701 W McFadden Ave #F-I2/6/2025 2701 W McFadden Ave #F-I2/6/2025 Voluntary Seismic Retrofit Soft Story / Tuck-Under Parking 2701 Mc Fadden Ave, Santa Ana, CA 92704 STRUCTURAL CALCULATIONS Prepared by: Coffman Engineers, Inc. Coffman Project No. 241285 July 23, 2024 Revised: October 14, 2024 2701 W McFadden Ave #F-I2/6/2025 Voluntary Seismic Retrofit Soft Story / Tuck-Under Parking Structural Calculations July 23, 2024 Page 2 STRUCTURAL NARRATIVE This project is a voluntary seismic retrofit of (4) buildings. The retrofit includes (4) Steel Special Cantilever Columns supported by concrete grade beams foundations for Buildings F, G and I respectively. Also, (8) Steel Special Cantilever Columns and grade beam for Building H. The new seismic resisting systems are added to open-front wall lines at tuck under parking area. 2701 W McFadden Ave #F-I2/6/2025 Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:7/10/2024 DESIGN LOADING CRITERIA A. DEAD LOADS ROOF Asphalt Shingles 4.0 psf 1x6 Straight Sheathing 2.5 psf Roof framing 4x6 @ 2'-6" 1.9 psf Insulation/Miscellaneous 1.0 psf MEP 1.6 psf 11.0 psf 2nd FLOOR Flooring 1.0 psf 1.0 psf 1-1/2" Light weight conc 13.75 psf 13.75 psf 5/8" Plywood Sheathing 1.9 psf 1.9 psf Floor Framing 2x12 @ 16" 2.9 psf 2.9 psf Insulation/Miscellaneous 1.0 psf 1.0 psf 5/8" Drywall (Gyp. Board) Ceiling 3.1 psf 0.0 psf Cement Plaster Ceiling 0.0 psf 8.0 psf MEP 1.4 psf 1.5 psf Partition 10.0 psf 10.0 psf 35.0 psf 40.0 psf *Plaster Ceiling EXTERIOR WALLS - Above & Below 2nd Floor 7/8" Plaster over metal lath 8.5 psf 1/2" Plywood Sheathing 1.5 psf Wall Framing 2x4 @ 16" 0.9 psf 5/8" Drywall (Gyp. Board Interior)3.1 psf MEP & Insulation 1.0 psf 15.0 psf B. LIVE LOADS ROOF 20 psf reducible 2nd Floor 40 psf reducible Parking area* 2701 Mc FADEN AVE, SANTA ANA, CA 92704 241285 Flat Roof Floor Area Page 3 2701 W McFadden Ave #F-I2/6/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 2701 McFadden Ave, Santa Ana, CA 92704, USA Latitude, Longitude: 33.7348086, -117.9051088 Date 5/1/2024, 10:19:48 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.305 MCER ground motion. (for 0.2 second period) S1 0.466 MCER ground motion. (for 1.0s period) SMS 1.566 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.044 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 0.557 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.668 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.305 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.412 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.637 Factored deterministic acceleration value. (0.2 second) S1RT 0.466 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.505 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.677 Factored deterministic acceleration value. (Peak Ground Acceleration) Page 4 2701 W McFadden Ave #F-I2/6/2025 Type Value Description PGAUH 0.557 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.924 Mapped value of the risk coefficient at short periods CR1 0.923 Mapped value of the risk coefficient at a period of 1 s CV 1.361 Vertical coefficient Page 5 2701 W McFadden Ave #F-I2/6/2025 Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:7/10/2024 CALC. DIMENSION (E) PAD FOOTING - EXT COL - TYPICAL ALL BLDGs. Input cells with color LIVE LOADS Number of floors =1 Floor Live Load =40 psf D=40.0 psf Tributary Area =135 SF IS TRIBUTARY AREA MORE THAN 150 SF?NO, LIVE LOAD REDUCTION NOT REQ'D Load recuction per: UBC 1967 R1 =10.8 % R2 = 60 % R3 =46.20 % R USED = 0 % Live load reduced = 40.0 psf Total Live Load, L 5400.0 lbs ROOF LIVE LOADS Roof Live Load =20 psf Total Roof Live load, L_RF = 3200.0 lbs TOTAL LOAD, D+L+L_RF =17035 lbs 17 kips Allow Capacity of Soil =1500 psf Area of pad required= 11.36 SF Dimension req'd =3.4 FT USE (E) PAD FTG. 3'-5"SQ X 12"DEPTH 2701 Mc FADEN AVE, SANTA ANA, CA 92704 241285 DEAD LOADS Roof 10 16 160 11 1760.0 lbs 2nd Floor 10 13.5 135 40 5400.0 lbs 0.0 lbs Wall Length, Ft Ht, Ft 10 8.5 15 1275.0 lbs Total Dead Load, D 8435.0 lbs Length trib, Ft Area Trib SF Load psf Width trib, Ft Page 6 Assuming (E) PAD FTG 3'-6" x 3'-6" dimensions. Allow soil bearing pressure = 1500 psf The bearing pressure under (E) is: 17035 lbs / (3.5ft X 3.5ft) = 1391 psf < 1500 psf OK THE CALCULATION HERE IS JUST TO ESTIMATE THE SIZE OF THE EXISTING PAD FTG PER CODE USED IN THE ORIGINAL DESIGN OF THE BUILDING D=8.5 kip L=5.4 kip Lr=3.2 kip 2701 W McFadden Ave #F-I2/6/2025 Page 7 = 1.2(8.5)+1.6(5.4) D=8.5 k L=5.4 k 18.84 kip transfered to new grade beam; connecting the (E) pad ftg and grade beam using dowels with epoxy plus the (E) rebar left in place after remove partially (E) pad ftg strip. The dead and live load transfered to new grade beam are used in the foundation design of new grade beam. 13.25" SQ. 3'-6" 28.75" (5) 3882 lbs 19410 lbs = 19.41 kip > Pu= 18.84 kip OK! 2701 W McFadden Ave #F-I2/6/2025 PROJECT JOB NO.241285 Villa del Sur Apts - Voluntary seismic retrofit MADE BY LMC/PVB DATE 7/9/2024 PAGE BUILDING H STL. SPECIAL CANT. COLUMNS Weight (psf) Trib. Width/Ht. (ft.) or Area (SF) Length (ft.)Weight (lbs) Roof 11 16.00 321.5 56584 0 0.00 0 0 0 0.00 0 0 40 13.50 318.83 172168 0 0.00 0 0 15 8.50 318.83 40651 2nd-Roof 15 8.50 27 3443 0 0.00 0 0 15 4.17 42 2624 15 4.17 318.83 19919 15 -2.83 256 -10867 Total Wt.=284521 lb SDS=1.044 SDC:D R = 2.5 Steel Spec. Cant. Col.S1=0.466 Ωo =1.25 Flexible Diaphragm Cd = 2.5 Ie= 1 Cs= SDS/(R/Ie)0.42 V = 0.75CsW =89 kip (LRFD) 62 kip (ASD) 2701 Mc FADEN AVE, SANTA ANA, CA 92704 W, EFFECTIVE SEISMIC WEIGHT 2nd Floor Ext. Wall 1st-2nd © 7/11/2024 Coffman Engineers, Inc. Seismic Wt & Base Shear Bldg H Page 8 DIVIDE BY (8) COLUMNS Vu = 11.2 kip per column ρ = 1.0 ONE COLUMN IS 12.5% OF 8 COLUMNS 2701 W McFadden Ave #F-I2/6/2025 Page 9 2701 W McFadden Ave #F-I2/6/2025 Page 10 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building H = input cells Allowable Soil Pressure (ASP) ASP =1500 psf 1.33ASP =2000 psf 1/3 Seismic increase of allow soil pressure ρ =1 Ωo =1.25 Vu = 11.2 kips Horizontal seismic force per column h =9.00 ft 108 inches Mu =126.00 kip-ft 1512 kip-in with Overstrength Factor L =10.00 ft 120 inches Length of grade beam between two cant. columns Cd = 2.5 h1 =8 ft Column Design Call Out-W8X67 NOT Fy =50 ksi Ry=1.1 t=0.5 in Zx col = 70.1 in3 Sx=60.4 in3 WF, d= 9.0 in Ix col = 272 in4 A=19.7 in2 tf= 0.94 in ry=2.12 in rx=3.72 in bf=8.28 Pl's, l/t =14.26 tw= 0.57 in Ix, WF&Pl's=302.21 in4 λr=35.88 OK ΦMnx = 262.9 kip-ft OK Q= 31.22 in3 Δ = 0.596 in Zx, WF&Pl's=82.81 in3 CdΔCOL =1.491 in Col def w/ Cd factor Sx, WF&Pl's=67.16 in3 CdΔTOTAL =1.707 in OK Includes GR BM rotation contribution from below 0.020h1 =1.92 in A, WF&Pl's=26.8 in2 rx, WF&Pl's=3.36 in Lb = 17.7 ft OK! h1 < Lb then BRACING NOT REQ'D Shear - Flow, f=n/a kip/in 5.568 kip/in length of welding =n/a in Spacing of welding ≤n/a in f'c =3000 psi 3 ksi fy =60 ksi b =30 in gross width D = 24 in gross depth d = 20 in depth to tension rebar As = As' =2 in2 2-#9 steel area top and bottom 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Add'l Plates? Lb = Maximun Umbraced Length per EQ. (D1-2) AISC 341-16 for Moderately Ductile Members Steel Special Cantilvered Column per Table 12.2-1, ASCE 7-16 Check h/tw ≤ λr per Table B4.1a AISC Manual Capacity 1/4" Fillet weld = L h VuVu Concrete Grade Beam Ca n t . C o l u m n Ca n t . C o l u m n h1 CL GR. BM L1L1 Page 11 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building H 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 ρ_prov =0.0033 OK ρ_min = 0.0033 or provide 4/3 As_analysis Ig = 34560 in4 Icr = 12096 in4 (0.35 Ig) ACI318 -Table 6.6.3.1.1(a) fr = 411 psi Ec = 3122019 psi 3122 ksi Es=29000000 psi ytop (N.A.)= 12 in (Before cracking - rectangular grade beam only!) Mcr =1183 kip-in n=Es/Ec 9.29 ytop (N.A.)= 4.40 (After cracking - rectangular grade beam only!) Icr= 7989 in4 Using Transformed Area Method Icr=Ie used =12096 in4 Ie must to be less than Ig Grade Beam Rotation Θ =0.000801 radian 0.04588 degrees Drift at Top of Cant. Column from Grade Beam Rotation Δ =0.0865 inches (delta at top of cant. column due to rotation of GR BM CdΔGB =0.2162 inches Grade Beam Flexure and Shear Capacity a =1.57 in (compression block depth) ΦMn =2075.3 kip-in OK Mmax=Mu for comparison Vu =25.2 kips Vc = 65.7 kips d/4 = 5 in Av = 0.22 in2 (#3 stirrups typical) Vs =52.80 kips ΦVn =71.1 kips OK (Φ = 0.6, ACI 318-19 section 21.2.4) (Θ = Mu L/(6 E Ie): rotation of grade beam due to moment) (Cd times delta at top of cant. COL. due to rotation of GR BM Page 12 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building H 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Sds=0 g Ev permited to be taken to zero per CBC-22 Sec 1605.2 Axial Dead Load (D) from Exist (1) Col =8.5 kips Axial Live Load (L) from Exist (1) Col =5.4 kips L1=4 ft Dimension Exist PAD FTG, b1=3.5 ft Dimension Exist PAD FTG, b2=3.5 ft Dim Exist PAD FTG to remain, b3=2.33 ft Thickness Exist PAD FTG=1 ft Thickness Exist SOG=4 in Total Length Grade BM, B=18.00 ft Weigh new Column, plf =67 Weight of (1) New Column = 0.603 kips Weight of Grade BM=13.500 kips Weight of (1) Exist PAD FTG=1.223 kips Weight of Exist SOG=2.097 kips B/6=3.00 ft comb: (1.0+0.14Sds)D+L+ρQE/1.4 M=QE=Vu (h1)= 89.60 kip-ft Sum Vert Loads ΣP=(1+0.14Sds)D+L=47.05 kip Sum Moments ΣM=ρQE /1.4=128.00 kip-ft e=ΣM/ΣP 2.72 ft e≤B/6 qmin=97 psf qmax=1994 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=128.00 kip-ft Resisting M=423.45 kip-ft D/C ratio=3.3 OVERTURNING OK! ratio ≥ 1.0 comb: (0.9-0.14Sds)D+ρQE/1.4 Sum Vert Loads ΣP=(0.9-0.14Sds)D=32.62 kip Sum Moments ΣM=ρQE /1.4=128.00 kip-ft e=ΣM/ΣP 3.92 ft B-2e=10.15 ft e>B/6 qmin=0 psf qmax=1714 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=128.00 kip-ft Resisting M=293.62 kip-ft D/C ratio=2.3 OVERTURNING OK! ratio ≥ 1.0 ALTERNATIVE ALLOWABLE STRESS DESIGN LOAD COMBINATIONS (CBC-22 Sec 1605.2) FOUNDATION GRADE BEAM DESIGN Page 13 2701 W McFadden Ave #F-I2/6/2025 Page 14 22.3 22.3 27,875 18 27,875 18' 1549 1549 @ 9" o.c.1867 9" 89 kip divided by 4 grade beams = 22.3 kip Building H 2701 W McFadden Ave #F-I2/6/2025 PROJECT JOB NO.241285 Villa del Sur Apts - Voluntary seismic retrofit MADE BY LMC/PVB DATE 7/9/2024 PAGE BUILDING G & I STL. SPECIAL CANT. COLUMNS Weight (psf) Trib. Width/Ht. (ft.) or Area (SF) Length (ft.)Weight (lbs) Roof 11 16.00 142.66 25108 0 0.00 0 0 0 0.00 0 0 40 14.50 148 85840 0 0.00 0 0 15 8.50 140 17850 2nd-Roof 15 8.50 24 3060 0 0.00 0 0 15 4.17 35.5 2218 15 4.17 140 8747 15 -2.83 112 -4754 Total Wt.=138068 lb SDS=1.044 SDC:D R = 2.5 Steel Spec. Cant. Col.S1=0.466 Ωo =1.25 Flexible Diaphragm Cd = 2.5 Ie= 1 Cs= SDS/(R/Ie)0.42 V = 0.75CsW =43 kip (LRFD) 30 kip (ASD) 2701 Mc FADEN AVE, SANTA ANA, CA 92704 W, EFFECTIVE SEISMIC WEIGHT 2nd Floor Ext. Wall 1st-2nd © 7/11/2024 Coffman Engineers, Inc. Seismic Wt & Base Shear Bldg G & I Page 15 DIVIDE BY (4) COLUMNS Vu = 10.75 kip per column ρ = 1.0 ONE COLUMN IS 25% OF 4 COLUMNS 2701 W McFadden Ave #F-I2/6/2025 Page 16 2701 W McFadden Ave #F-I2/6/2025 Page 17 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building G & I = input cells Allowable Soil Pressure (ASP) ASP =1500 psf 1.33ASP =2000 psf 1/3 Seismic increase of allow soil pressure ρ =1 Ωo =1.25 Vu = 10.75 kips Horizontal seismic force per column h =8.83 ft 105.96 inches Mu =118.65 kip-ft 1423.838 kip-in with Overstrength Factor L =10.00 ft 120 inches Length of grade beam between two cant. columns Cd = 2.5 h1 =7.83 ft Column Design Call Out-W8X67 NOT Fy =50 ksi Ry=1.1 t=0.5 in Zx col = 70.1 in3 Sx=60.4 in3 WF, d= 9.0 in Ix col = 272 in4 A=19.7 in2 tf= 0.94 in ry=2.12 in rx=3.72 in bf=8.28 Pl's, l/t =14.26 tw= 0.57 in Ix, WF&Pl's=302.21 in4 λr=35.88 OK ΦMnx = 262.9 kip-ft OK Q= 31.22 in3 Δ = 0.540 in Zx, WF&Pl's=82.81 in3 CdΔCOL =1.351 in Col def w/ Cd factor Sx, WF&Pl's=67.16 in3 CdΔTOTAL =1.551 in OK Includes GR BM rotation contribution from below 0.020h1 =1.88 in A, WF&Pl's=26.8 in2 rx, WF&Pl's=3.36 in Lb = 17.7 ft OK! h1 < Lb then BRACING NOT REQ'D Shear - Flow, f=n/a kip/in 5.568 kip/in length of welding =n/a in Spacing of welding ≤n/a in f'c =3000 psi 3 ksi fy =60 ksi b =30 in gross width D = 24 in gross depth d = 20 in depth to tension rebar As = As' =2 in2 2-#9 steel area top and bottom 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Add'l Plates? Lb = Maximun Umbraced Length per EQ. (D1-2) AISC 341-16 for Moderately Ductile Members Steel Special Cantilvered Column per Table 12.2-1, ASCE 7-16 Check h/tw ≤ λr per Table B4.1a AISC Manual Capacity 1/4" Fillet weld = L h VuVu Concrete Grade Beam Ca n t . C o l u m n Ca n t . C o l u m n h1 CL GR. BM L1L1 Page 18 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building G & I 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 ρ_prov =0.0033 OK ρ_min = 0.0033 or provide 4/3 As_analysis Ig = 34560 in4 Icr = 12096 in4 (0.35 Ig) ACI318 -Table 6.6.3.1.1(a) fr = 411 psi Ec = 3122019 psi 3122 ksi Es=29000000 psi ytop (N.A.)= 12 in (Before cracking - rectangular grade beam only!) Mcr =1183 kip-in n=Es/Ec 9.29 ytop (N.A.)= 4.40 (After cracking - rectangular grade beam only!) Icr= 7989 in4 Using Transformed Area Method Icr=Ie used =12096 in4 Ie must to be less than Ig Grade Beam Rotation Θ =0.000754 radian 0.043205 degrees Drift at Top of Cant. Column from Grade Beam Rotation Δ =0.0799 inches (delta at top of cant. column due to rotation of GR BM CdΔGB =0.1998 inches Grade Beam Flexure and Shear Capacity a =1.57 in (compression block depth) ΦMn =2075.3 kip-in OK Mmax=Mu for comparison Vu =23.7 kips Vc = 65.7 kips d/4 = 5 in Av = 0.22 in2 (#3 stirrups typical) Vs =52.80 kips ΦVn =71.1 kips OK (Φ = 0.6, ACI 318-19 section 21.2.4) (Θ = Mu L/(6 E Ie): rotation of grade beam due to moment) (Cd times delta at top of cant. COL. due to rotation of GR BM Page 19 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building G & I 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Sds=0 g Ev permited to be taken to zero per CBC-22 Sec 1605.2 Axial Dead Load (D) from Exist (1) Col =8.5 kips Axial Live Load (L) from Exist (1) Col =5.4 kips L1=4 ft Dimension Exist PAD FTG, b1=3.5 ft Dimension Exist PAD FTG, b2=3.5 ft Dim Exist PAD FTG to remain, b3=2.33 ft Thickness Exist PAD FTG=1 ft Thickness Exist SOG=4 in Total Length Grade BM, B=18.00 ft Weigh new Column, plf =67 Weight of (1) New Column = 0.59161 kips Weight of Grade BM=13.500 kips Weight of (1) Exist PAD FTG=1.223 kips Weight of Exist SOG=2.097 kips B/6=3.00 ft comb: (1.0+0.14Sds)D+L+ρQE/1.4 M=QE=Vu (h1)= 84.17 kip-ft Sum Vert Loads ΣP=(1+0.14Sds)D+L=47.03 kip Sum Moments ΣM=ρQE /1.4=120.25 kip-ft e=ΣM/ΣP 2.56 ft e≤B/6 qmin=154 psf qmax=1936 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=120.25 kip-ft Resisting M=423.24 kip-ft D/C ratio=3.5 OVERTURNING OK! ratio ≥ 1.0 comb: (0.9-0.14Sds)D+ρQE/1.4 Sum Vert Loads ΣP=(0.9-0.14Sds)D=32.60 kip Sum Moments ΣM=ρQE /1.4=120.25 kip-ft e=ΣM/ΣP 3.69 ft B-2e=10.62 ft e>B/6 qmin=0 psf qmax=1637 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=120.25 kip-ft Resisting M=293.44 kip-ft D/C ratio=2.4 OVERTURNING OK! ratio ≥ 1.0 ALTERNATIVE ALLOWABLE STRESS DESIGN LOAD COMBINATIONS (CBC-22 Sec 1605.2) FOUNDATION GRADE BEAM DESIGN Page 20 2701 W McFadden Ave #F-I2/6/2025 Page 21 21.5 21.5 26,875 15 26,875 18' 1,493 1,493 @ 9" o.c.1867 9" 43 kip divided by 2 grade beams = 21.5 kip e Beam Building G & I SIMILAR TO BUILDING F 2701 W McFadden Ave #F-I2/6/2025 PROJECT JOB NO.241285 Villa del Sur Apts - Voluntary seismic retrofit MADE BY LMC/PVB DATE 7/9/2024 PAGE BUILDING F STL. SPECIAL CANT. COLUMNS Weight (psf) Trib. Width/Ht. (ft.) or Area (SF) Length (ft.)Weight (lbs) Roof 11 16.00 122.66 21588 0 0.00 0 0 0 0.00 0 0 40 14.50 128 74240 0 0.00 0 0 15 8.50 120 15300 2nd-Roof 15 8.50 24 3060 0 0.00 0 0 15 4.17 21 1312 15 4.17 120 7497 15 -2.83 88 -3736 Total Wt.=119262 lb SDS=1.044 SDC:D R = 2.5 Steel Spec. Cant. Col.S1=0.466 Ωo =1.25 Flexible Diaphragm Cd = 2.5 Ie= 1 Cs= SDS/(R/Ie)0.42 V = 0.75CsW =37 kip (LRFD) 26 kip (ASD) 2701 Mc FADEN AVE, SANTA ANA, CA 92704 W, EFFECTIVE SEISMIC WEIGHT 2nd Floor Ext. Wall 1st-2nd © 7/11/2024 Coffman Engineers, Inc. Seismic Wt & Base Shear Bldg F Page 22 DIVIDE BY (4) COLUMNS Vu = 9.25 kip per column ρ = 1.0 ONE COLUMN IS 25% OF 4 COLUMNS 2701 W McFadden Ave #F-I2/6/2025 Page 23 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam Building F = input cells Allowable Soil Pressure (ASP) ASP =1500 psf 1.33ASP =2000 psf 1/3 Seismic increase of allow soil pressure ρ =1 Ωo =1.25 Vu = 9.25 kips Horizontal seismic force per column h =8.83 ft 105.96 inches Mu =102.10 kip-ft 1225.163 kip-in with Overstrength Factor L =10.00 ft 120 inches Length of grade beam between two cant. columns Cd = 2.5 h1 =7.83 ft Column Design Call Out-W8X67 NOT Fy =50 ksi Ry=1.1 t=0.5 in Zx col = 70.1 in3 Sx=60.4 in3 WF, d= 9.0 in Ix col = 272 in4 A=19.7 in2 tf= 0.94 in ry=2.12 in rx=3.72 in bf=8.28 Pl's, l/t =14.26 tw= 0.57 in Ix, WF&Pl's=302.21 in4 λr=35.88 OK ΦMnx = 262.9 kip-ft OK Q= 31.22 in3 Δ = 0.465 in Zx, WF&Pl's=82.81 in3 CdΔCOL =1.163 in Col def w/ Cd factor Sx, WF&Pl's=67.16 in3 CdΔTOTAL =1.334 in OK Includes GR BM rotation contribution from below 0.020h1 =1.88 in A, WF&Pl's=26.8 in2 rx, WF&Pl's=3.36 in Lb = 17.7 ft OK! h1 < Lb then BRACING NOT REQ'D Shear - Flow, f=n/a kip/in 5.568 kip/in length of welding =n/a in Spacing of welding ≤n/a in f'c =3000 psi 3 ksi fy =60 ksi b =30 in gross width D = 24 in gross depth d = 20 in depth to tension rebar As = As' =2 in2 2-#9 steel area top and bottom 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Add'l Plates? Lb = Maximun Umbraced Length per EQ. (D1-2) AISC 341-16 for Moderately Ductile Members Steel Special Cantilvered Column per Table 12.2-1, ASCE 7-16 Check h/tw ≤ λr per Table B4.1a AISC Manual Capacity 1/4" Fillet weld = L h VuVu Concrete Grade Beam Ca n t . C o l u m n Ca n t . C o l u m n h1 CL GR. BM L1L1 Page 24 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 ρ_prov =0.0033 OK ρ_min = 0.0033 or provide 4/3 As_analysis Ig = 34560 in4 Icr = 12096 in4 (0.35 Ig) ACI318 -Table 6.6.3.1.1(a) fr = 411 psi Ec = 3122019 psi 3122 ksi Es=29000000 psi ytop (N.A.)= 12 in (Before cracking - rectangular grade beam only!) Mcr =1183 kip-in n=Es/Ec 9.29 ytop (N.A.)= 4.40 (After cracking - rectangular grade beam only!) Icr= 7989 in4 Using Transformed Area Method Icr=Ie used =12096 in4 Ie must to be less than Ig Grade Beam Rotation Θ =0.000649 radian 0.037177 degrees Drift at Top of Cant. Column from Grade Beam Rotation Δ =0.0688 inches (delta at top of cant. column due to rotation of GR BM CdΔGB =0.1719 inches Grade Beam Flexure and Shear Capacity a =1.57 in (compression block depth) ΦMn =2075.3 kip-in OK Mmax=Mu for comparison Vu =20.4 kips Vc = 65.7 kips d/4 = 5 in Av = 0.22 in2 (#3 stirrups typical) Vs =52.80 kips ΦVn =71.1 kips OK (Φ = 0.6, ACI 318-19 section 21.2.4) (Θ = Mu L/(6 E Ie): rotation of grade beam due to moment) (Cd times delta at top of cant. COL. due to rotation of GR BM Page 25 Building F 2701 W McFadden Ave #F-I2/6/2025 Location: Project #:Engineer:LMC/PVB Project:Villa del Sur Apts - Voluntary seismic retrofit Date:10/12/2024 NEW - Two Cantilevered Columns with Grade Beam 241285 2701 Mc FADEN AVE, SANTA ANA, CA 92704 Sds=0 g Ev permited to be taken to zero per CBC-22 Sec 1605.2 Axial Dead Load (D) from Exist (1) Col =8.5 kips Axial Live Load (L) from Exist (1) Col =5.4 kips L1=4 ft Dimension Exist PAD FTG, b1=3.5 ft Dimension Exist PAD FTG, b2=3.5 ft Dim Exist PAD FTG to remain, b3=2.33 ft Thickness Exist PAD FTG=1 ft Thickness Exist SOG=4 in Total Length Grade BM, B=18.00 ft Weigh new Column, plf =67 Weight of (1) New Column = 0.59161 kips Weight of Grade BM=13.500 kips Weight of (1) Exist PAD FTG=1.223 kips Weight of Exist SOG=2.097 kips B/6=3.00 ft comb: (1.0+0.14Sds)D+L+ρQE/1.4 M=QE=Vu (h1)= 72.43 kip-ft Sum Vert Loads ΣP=(1+0.14Sds)D+L=47.03 kip Sum Moments ΣM=ρQE /1.4=103.47 kip-ft e=ΣM/ΣP 2.20 ft e≤B/6 qmin=279 psf qmax=1811 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=103.47 kip-ft Resisting M=423.24 kip-ft D/C ratio=4.1 OVERTURNING OK! ratio ≥ 1.0 comb: (0.9-0.14Sds)D+ρQE/1.4 Sum Vert Loads ΣP=(0.9-0.14Sds)D=32.60 kip Sum Moments ΣM=ρQE /1.4=103.47 kip-ft e=ΣM/ΣP 3.17 ft B-2e=11.65 ft e>B/6 qmin=0 psf qmax=1492 psf OK qmax is less than allow soil pressure =2000 psf OVERTURNING CHECK Overturning M=103.47 kip-ft Resisting M=293.44 kip-ft D/C ratio=2.8 OVERTURNING OK! ratio ≥ 1.0 ALTERNATIVE ALLOWABLE STRESS DESIGN LOAD COMBINATIONS (CBC-22 Sec 1605.2) FOUNDATION GRADE BEAM DESIGN Page 26 Building F 2701 W McFadden Ave #F-I2/6/2025 COFFMAN ENGINEERS REsONse To: Comnent PLAN MAx. -= 4o.4 = 0.4 PROJECT MADE BY d-lo 4d Villa del Sur Se. d foo JOB NO. fas.0 lo l. 26 (cS) PAGE chete Lateral-Torziona Buking 241285 OF Vs !Il. 2 td 1/02 = 2,5In Cbl0 MAX. pldg " 3 3 Page 27 DETAIL 5/S5.1 2701 W McFadden Ave #F-I2/6/2025 COFFMAN ENGINEERS Response: frev. Ea. 4s-1) Wsxc7 coL. fe2 k5i b,30. 85 (BLDG "H)" Vus bw 3o" Wide Gre. BM. bp-&2g" Le 7" Les 17" as H Cls H Villa del Sur Apt Voluntary 5eismic Rtoit LMCpVB b PROJECT MADE BY Pl.0 (2)*5. gH= 784 eesd shen strength s l4 6 kp 2(11)(5Di)(o) (1.9) (7.83Ftx12) Read tranfer Reinf. DATE 0--24 o.SB-0.2zbi L o.ot & 2 Le (1o)(783 Ptx 12) 2 Ub 2-5 As 2X0.31e 0.62 i 4AiRPINS ZAt 2. D. 0% Le bw -Asr <o.oe(17) (o") Asr 227. 2 in2-Asrt =0.62 ih.2!! 1 Ok JOB NO. PAGE 2412 85 OF rle-i Rysl.1 Z=70. lin 2+8 = I.58 n 92 Kep, r 26. wjo. on ol) 3 o.21l in. Page 28 Page 28 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters 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): 6.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 7.50 cac (inch): 11.30 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 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 Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G - SET-3G w/ #5 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-4057 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. Page 29 EPOXY DOWELS TO EXISTING PAD FTG 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Yes Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 0 Vuax [lb]: 3882 Vuay [lb]: 0 <Figure 1> 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. Page 30 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 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. Page 31 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 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 3882.0 3882.00.0 3882.0 0.0Sum0.0 3882.0 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 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 16740 1.0 0.65 10881 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 5.00 0.625 1.00 2500 8.00 9490 fV cbx =f (A Vc / A Vco)Yed,VYc,VYh,VV bx (Sec. 17.3.1 & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcbx (lb) 204.00 288.00 0.825 1.000 1.000 9490 0.70 3882 Shear parallel to edge in y-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 5.00 0.625 1.00 2500 5.00 4689 fV cby =f (2)(A Vc / A Vco)Yed,VYc,VYh,VV bx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcby (lb) 86.25 112.50 1.000 1.000 1.000 4689 0.70 5033 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 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) 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. Page 32 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 kcp ANa (in2)ANa0 (in2)Yed,Na Ycp,Na Nba (lb)Na (lb) 2.0 161.68 287.22 0.842 1.000 15975 7569 ANc (in2)ANco (in2)Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f fVcp (lb) 156.00 256.00 0.850 1.000 1.000 10469 5423 0.70 7592 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 3882 10881 0.36 Pass T Concrete breakout x+3882 3882 1.00 Pass (Governs) || Concrete breakout y+3882 5033 0.77 Pass (Governs) Pryout 3882 7592 0.51 Pass SET-3G w/ #5 A615 Gr. 60 Rebar with hef = 6.000 inch meets the selected design criteria. 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 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. Page 33 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 3.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 4.25 cac (inch): 4.49 Cmin (inch): 1.75 Smin (inch): 2.50 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 60.00 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 Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G - SET-3G w/ #4 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-4057 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. Page 34 EPOXY DOWELS TO EXISTING SOG 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 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: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 0 Vuay [lb]: 1400 <Figure 1> 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. Page 35 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 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. Page 36 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 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 1400.01400.0 0.0 1400.0Sum0.0 1400.0 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 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f aV,seis fgroutaV,seisfVsa (lb) 10800 1.0 0.65 0.60 4212 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear parallel to edge in x-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 3.00 0.500 1.00 2500 2.00 1002 fV cbx =f (2)(A Vc / A Vco)Yed,VYc,VYh,VV by (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcbx (lb) 18.00 18.00 1.000 1.000 1.000 1002 0.70 1402 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 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) kcp ANa (in2)ANa0 (in2)Yed,Na Ycp,Na Nba (lb)Na (lb) 2.0 55.86 195.00 0.786 1.000 6607 1487 ANc (in2)ANco (in2)Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f fVcp (lb) 36.00 81.00 0.833 1.000 1.000 4417 1636 0.70 2082 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. Page 37 2701 W McFadden Ave #F-I2/6/2025 Company:Date:7/22/2024 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 1400 4212 0.33 Pass || Concrete breakout x-1400 1402 1.00 Pass (Governs) Pryout 1400 2082 0.67 Pass SET-3G w/ #4 A615 Gr. 60 Rebar with hef = 3.000 inch meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not 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. 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. Page 38 2701 W McFadden Ave #F-I2/6/2025