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513 S King St Unit #2 - Plan
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513 S King St Unit #2 - Plan
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6/6/2025 1:17:28 PM
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6/6/2025 1:16:59 PM
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101121739
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513 S King St Unit# 2
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PROPOSED FOUNDATION PLAN <br />SCALE: 1/4" = 1'-0"1 <br />NEW FOOTING : 5/8" Ø X 12" LONG ANCHOR BOLTS <br />@ 32" (U.N.O) <br />ANCHOR BOLT SCHEDULES <br />NOTES: <br />IF MISSING ANCHOR BOLTS THEN DRILL 3/4" Ø X 6" <br />DEEP W/ 5/8" Ø (RFB#5X10) WITH SET-XP EPOXY <br />1 <br />NEW CONTINUOUS FOOTING 12" WIDTH X 24" DEEP <br />W/ (2)#5 REBAR AT TOP AND (2)#5 REBAR AT BOTTOM2 <br />NEW 4" MIN. CONCRETE SLAB WITH #3 REBAR @18" <br />O.C OVER 10MIL VISQUEEN OVER EXISTING <br />CONCRETE SLAB <br />(E) CONTINUOUS FOOTING TO REMAIN <br />3 <br />4 NEW 24"x24"x24" DEEP PAD FOOTING W/ #4 REBAR <br />@6"O.C MAX EA. WAY AT BOTTOM <br />2 <br />L= <br />4 <br />' <br />- <br />0 <br />" <br />1 2 <br />A <br />B <br />2 <br />L= <br />4 <br />' <br />- <br />0 <br />" <br />2 <br />L= <br />4 <br />' <br />- <br />0 <br />" <br />L=8'-0" <br />2 <br />L=4'-0" <br />2 <br />1 <br />1 <br />1 <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />4 <br />3 <br />3 <br />1 <br />SD-1 <br />TYP. <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />2 <br />SD-1 <br />3 <br />SD-1 <br />TYP. <br />3 <br />SD-1 <br />3 <br />SD-1 <br />TYP. <br />TYP. <br />4 <br />SD-1 <br />4 <br />SD-1 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br />(N) <br />4 <br />x <br />4 <br />HDU <br />2 <br /> 5 <br />8" A.B. <br />@32"O.C <br /> 5 <br />8" A.B. <br />@32"O.C <br /> 5 <br />8" A.B. <br />@32"O.C <br /> 5 <br />8" A.B. <br />@32"O.C <br />5 <br />SD-1 <br />5 <br />SD-1 <br />5 <br />SD-1 <br />5 <br />SD-1 <br />6 <br />SD-1 <br />6 <br />SD-1 <br />6 <br />SD-1 <br />7 <br />SD-1 <br />7 <br />SD-1 <br />2 <br />L=4'-0" <br />13 <br />SD-1 TYP. <br />14 <br />SD-1 <br />TYP. <br />FOUNDATION NOTES: <br />1. FOUNDATION HAS BEEN DESIGNED ASSUMING MIN. ALLOWABLE SOIL BEARING PRESSURE. (SEC. 1802.6) <br />SHALL BE AS FOLLOW: <br /> A) CONTINUOUS FOOTING: 1500 PSF <br /> B) ISOLATED FOOTING: 1500 PSF <br />2. CONCRETE SHALL HAVE A MIN. COMPRESSIVE STRENGTH (f'c) OF 4,500 PSI, WATER CEMENT RATIO OF 0.45 <br />AND TYPE V CEMENT . <br />3. ALL FOOTING SHALL BE POURED ON OR BELOW FIRM UNDISTURBED NATURAL SOIL OR APPROVED <br />COMPACTED FILL AND ADJACENT FINISH GRADE U.N.O. <br />4. ALL FOOTING SHALL BE CENTERED ON PILASTER AND OR WALL AND COLUMN U.N.O. <br />5. ALL EXISTING FILL SOIL AND DISTURBED NATURAL SOILS ARE TO BE EXCAVATED AND REPLACED WITH <br />PROPERLY COMPACTED FILL. ALL FILLING, BACKFILLING, RECOMPACTION, ETC. IS TO BE ACCOMPLISHED ONLY <br />UNDER THE SUPERVISION OF A SOIL ENGINEER. COMPACTED FILL SHALL BE 95% DENSITY. <br />6. PROVIDE MIN. 5/8" Ø X 12" ANCHOR BOLTS WITH 3"x3"x1/4" WASHERS, EMBEDDED 7" MIN. INTO CONCRETE OR <br />MASONRY AND SPACE MAX. 48" O.C. PROVIDE MIN. 2 BOLTS PER PLATE AND NOT MORE THAN 12" OR LESS <br />THAN 4" OF PLATE END AND CORNER. (SEC. 2308.6 & 2308.12.8) <br />7. FASTENERS FOR PRESERVATIVE-TREATED SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL, <br />STAINLESS STEEL, SILICON BRONZE OR COPPER IN ACCORDANCE WITH ASTM A153 (R317.3, 2304.9.5) <br />8. FOUNDATION SILL PLATE SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT <br />ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE FIELD-TREATED PER AWPA <br />M4. (R317.1.1, 2304.11.2.4) <br />9. ALL REINFORCING STEEL SHALL COMFORM TO ASTM A615, GRADE 60. <br />10. ALL EXISTING UTILITIES THAT INTERFERE WITH THE STRUCTURAL FOUNDATIONS SHALL BE REMOVED AND <br />RELOCATED. <br />11. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING <br />LAGGING, SHORING, AND PROTECTION OF ANY ACCORDANCE WITH ALL NATIONAL STATE AND LOCAL SAFETY <br />ORDINANCE. <br />12. READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94. <br />13. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND OTHER INSERTS SHALL BE SECURED IN POSITION <br />AND INSPECTED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE PLACING OF ANY CONCRETE. <br />14. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENTS SHALL CONFORM TO THE SOILS ENGINEER'S <br />RECOMMENDATIONS UNLESS NOTED OTHERWISE. <br />15. PROVIDE A MIN. 26-GAGE WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM OF 6" <br />ABOVE EARTH OR 4" ABOVE PAVED AREA. (R703.6.2.1) <br />16. WOOD SILL PLATE SHALL BE MINIMUM 8" ABOVE ADJACENT GRADE. (R317.1) <br />LEGENDS <br />CODE REQUIREMENTS: <br />2022 CALIFORNIA BUILDING CODE (C.B.C.) <br />2022 CALIFORNIA PLUMBING CODE (C.P.C.) <br />2022 CALIFORNIA MECHANICAL CODE (C.M.C.) <br />2022 CALIFORNIA ELECTRICAL CODE (C.E.C.) <br />2022 CALIFORNIA RESIDENTIAL CODE (C.R.C) <br />OR LATEST CODE ADOPTED BY CITY OF SANTA ANA, STATE <br />AND FEDERAL LAW. <br />X <br />X-X <br />DETAIL <br />SHEAR WALL NAMEX <br />L=X SHEAR WALL LENGTH <br />NEW WALL <br />NEW FOOTING <br />EXISTING FOOTING <br />STRUCTURAL DESIGN DATA: <br />VERTICAL LOADS: DEAD (DL) LIVE (LL) <br />ROOF LOAD: 11 PSF 20 PSF <br />CEILING LOAD: 6 PSF 10 PSF <br />FLOOR LOAD: 11 PSF 40 PSF <br />EXT. WALL LOAD: 17 PSF <br />INT. WALL LOAD: 7 PSF <br />WIND DESIGN DATA: <br /> BASIC WIND SPEED: 110 MPH <br /> WIND EXPOSURE: C <br />EARTHQUAKE DESIGN DATA: <br /> IMPORTANCE FACTOR, I = 1.0 <br /> MAPPED Ss = 1.306 AND Si = 0.466 <br /> SITE CLASS: D <br /> SEISMIC DESIGN CATEGORY: D <br /> BASIC SEISMIC-FORCE-RESISTING SYSTEM: BWS <br /> RESPONSE MODIFICATION FACTOR, R = 6.5 <br /> SEISMIC RESPONSE COEFFICIENT, Cs = 0.161 <br /> ANALYSIS PROCEDURE USED: EQUIVALENT <br />SOIL DATA <br /> ALLOWABLE BEARING PRESSURE: 1,500 PSI <br /> H <br />D <br /> <br />EN <br />G <br />I <br />N <br />E <br />E <br />R <br />I <br />N <br />G <br /> <br /> <br /> <br />C <br />O <br />N <br />S <br />T <br />R <br />U <br />C <br />T <br />I <br />O <br />N <br /> <br />, <br />I <br />N <br />C <br />. <br />De <br />s <br />i <br />g <br />n <br /> <br /> <br />- <br /> <br /> <br />C <br />o <br />n <br />s <br />t <br />r <br />u <br />c <br />t <br />i <br />o <br />n <br /> <br /> <br /> <br />Li <br />c <br />. <br /> <br />B <br />, <br />C <br />1 <br />0 <br /> <br /># <br /> <br />9 <br />3 <br />4 <br />7 <br />4 <br />2 <br />Co <br />m <br />m <br />e <br />r <br />c <br />i <br />a <br />l <br /> <br />- <br /> <br />R <br />e <br />s <br />i <br />d <br />e <br />n <br />t <br />i <br />a <br />l <br />14 <br />0 <br />2 <br /> <br />N <br /> <br />P <br />a <br />r <br />s <br />o <br />n <br />s <br /> <br />P <br />l <br />. <br /> <br />S <br />a <br />n <br />t <br />a <br /> <br />A <br />n <br />a <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />3 <br />Te <br />l <br />: <br /> <br />( <br />7 <br />1 <br />4 <br />) <br /> <br />4 <br />9 <br />5 <br />- <br />0 <br />0 <br />5 <br />6 <br /> <br />- <br /> <br />E <br />m <br />a <br />i <br />l <br />: <br /> <br />h <br />d <br />p <br />c <br />o <br />n <br />s <br />t <br />r <br />u <br />c <br />t <br />i <br />o <br />n <br />@ <br />y <br />a <br />h <br />o <br />o <br />. <br />c <br />o <br />m <br />Design - <br /> Cons <br />t <br />r <br />u <br />c <br />t <br />i <br />on <br /> <br />hd <br />p <br />GA <br />R <br />A <br />G <br />E <br /> <br />C <br />O <br />N <br />V <br />E <br />R <br />S <br />I <br />O <br />N <br /> <br /> <br />51 <br />3 <br /> <br />S <br /> <br />K <br />I <br />N <br />G <br /> <br />S <br />T <br />. <br /> <br />S <br />A <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />4 <br />S1 <br />FOUNDATION <br />PLAN/NOTES <br />1 3 <br />513 S King St Unit <br />#23/19/2025
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