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CITY OF SANTA ANA
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<br />GENERAL CONDITIONS
<br />1. GENERAL CONTRACT SHALL VISIT THE BUILDING SITE AND SHALL VERIFY
<br />ALL CONDITIONS AND DIMENSIONS PRIOR TO STARTING ANY WORK AND
<br />SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK AND
<br />MATERIALS, INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS.
<br />ENGINEERS SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES.
<br />2. ALL ASTM, ACI AND AISC DESIGNATIONS SHALL BE AMENDED TO MOST
<br />RECENT DATE, UNLESS NOTED OTHERWISE.
<br />3. GENERAL DETAILS ON THIS SHEET SHALL BE USED WHERE APPLICABLE,
<br />UNLESS OTHERWISE NOTED.
<br />4. ALL OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE
<br />WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO
<br />THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY
<br />WORK IN QUESTION.
<br />5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE
<br />FINISHED STRUCTURE.. THEY DO NOT INDICATE THE METHOD OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND PEDESTRIANS
<br />DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE
<br />LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION
<br />EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED
<br />WORK, ETC. OBSERVATION VISITS TO THE SITE BY THE
<br />ARCHITECT/ENGINEER SHALL NOT INCLUDE INSPECTION OF SUCH ITEMS.
<br />6. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT
<br />UNIFORM BUILDING CODE AND ALL LOCAL CODE REQUIREMENTS.
<br />7. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS,
<br />SECTIONS OR DETAILS ON THE STRUCTURAL DRAWINGS.
<br />8. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS
<br />FOR MOULDS, ORNAMENTS, GROOVES, CUPS, GROUNDS, DROPPED SLABS,
<br />CURBS, ETC,. OR ANY OTHER ITEMS NOT SHOWN ON STRUCTURAL
<br />DRAWINGS.
<br />9. NOTES, DETAILS, AND DRAWINGS SHALL TAKE PRECEDENCE OVER
<br />GENERAL NOTES.
<br />10. NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN
<br />SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED,
<br />NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC.
<br />UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAIN PRIOR
<br />APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.
<br />11. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
<br />RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
<br />CONSTRUCTION OF THIS PROJECT INCLUDING THE SAFETY OF ALL
<br />PERSONS AND PROPERTY: THAT THIS REQUIREMENT SHALL APPLY
<br />CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND
<br />THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE
<br />CLIENT AND THE ARCHITECT/ENGINEER HARMLESS FROM AND ALL
<br />LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE
<br />OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE
<br />SOLE NEGLIGENCE OF THE CLIENT OR THE ARCHITECT/ENGINEER.
<br />12. THESE NOTES SHALL BE CONSIDERED A PART OF OF THE WRITTEN
<br />SPECIFICATIONS.
<br />13. DESIGN CRITERIA:
<br />CODE:
<br />2022 CALIFORNIA BUILDING CODE
<br />DEAD LOADS:
<br />ROOF: 16 PSF
<br />LIVE LOADS:
<br />ROOF: 20 PSF
<br />LATERAL LOADS:
<br />WIND
<br />SPEED = 95 MPH
<br />EXPOSURE C
<br />RISK CATEGORY TYPE - II
<br />EARTHQUAKE
<br />SEISMIC IMPORTANCE FACTOR = 1.0
<br />SEISMIC USE GROUP II
<br />SS=1.283g, S1=0.459g
<br />SITE CLASS=D
<br />SDS=0.855g, SD1=0.872g
<br />-
<br />SEISMIC DESIGN CATEGORY=D
<br />EQUIVALENT LATERAL FORCE PROCEDURE FOR BUILDING
<br />STRUCTURE WAS USED.
<br />SEISMIC RESPONSE COEFF. Cs=0.155
<br />R=5.5
<br />BASIC SEISMIC -FORCE -RESISTING SYSTEM
<br />=LIGHT -FRAME WALLS
<br />DESIGN BASE SHEAR V=0.141 W
<br />V=6,932 LBS
<br />Geo Report
<br />Geotechnical Engineering Investigation Report by
<br />Pacific Geotech, Inc. (Project No: 2157-S,
<br />8-14-2024)
<br />STRUCTURAL NOTES
<br />1. CONCRETE USED IN THE WORK SHALL HAVE THE FOLLOWING ULTIMATE
<br />COMPRESSIVE STRENGTH AT AGE OF 28 DAYS:
<br />LOCATION IN ULTIMATE
<br />STRUCTURE STRENGTH f'c
<br />A. SLAB ON GRADE ......................................... ................ 2,500 PSI
<br />B. WALL FOOTINGS.......................................................... 2,500 PSI
<br />2. ALL CONCRETE SHALL BE STONE CONCRETE UTILIZING AGGREGATE
<br />CONFORMING TO ASTM C33. CEMENT SHALL BE TYPE V CONFORMING TO
<br />ASTM C150 MAXIMUM WATER -CEMENT RATIO SHALL BE .45 BY WIEGHT.
<br />3. REINFORCING STEEL SHALL HAVE MINIMUM PROTECTIVE CONCRETE
<br />COVERING AS FOLLOWS, UNLESS SPECIFICALLY DETAILED:
<br />CONCRETE CAST AGAINST AND EXPOSED TO WEATHER OR EARTH ........3"
<br />FORMED SURFACES EXPOSED TO WEATHER OR EARTH
<br />A. #5 BAR OR SMALLER AND WIRE MESH ............................11 /2"
<br />B. #6 TO #18 BARS.....................................................................2"
<br />FORMED SURFACES NOT EXPOSED TO WEATHER OR EARTH
<br />A. SLABS, WALLS, AND JOISTS...............................................3/4"
<br />B. BEAMS AND COLUMNS.....................................................1 1 /2„
<br />4. BEFORE CONCRETE IS PLACED, THE CONTRACTOR SHALL COORDINATE AND
<br />CHECK ALL TRADES TO ENSURE THE PROPER PLACEMENT OF ALL
<br />OPENINGS, SLEEVES, INSERTS, CURBS, DEPRESSIONS, ETC. RELATING TO
<br />THE WORK, AS SHOWN IN THE DRAWINGS. ANY CHANGE OR DISCREPANCY
<br />SHALL BE APPROVED BY THE STRUCTURAL ENGINEER.
<br />5. ALL CONCRETE WITH A COMPRESSIVE STRENGTH IN EXCESS OF 2,500 PSI
<br />AT 28 DAYS SHALL BE PLACED UNDER SUPERVISION OF A DEPUTY
<br />INSPECTOR LICENSED BY THE LOCAL BUILDING OFFICIAL.
<br />6. PLACEMENT DRAWINGS FOR THE REINFORCING STEEL SHALL BE PROVIDED
<br />AT THE SITE A MINIMUM OF ONE WORKING DAY PRIOR TO PLACING OF
<br />REINFORCING STEEL.
<br />7. CONCRETE QUALITY: INSPECTIONS AND TESTS SHALL CONFORM TO THE
<br />LOCAL BUILDING CODE REQUIREMENTS FOR CONCRETE DESIGNED BY THE
<br />ULTIMATE STRENGTH METHOD.
<br />8. ALL CONCRETE MIXES SHALL CONFORM TO THE PROPORTIONS ESTABLISHED
<br />BY THE CODE FOR THE VARIOUS CONCRETE STRENGTHS REQUIRED FOR
<br />WORK. CONTRACTOR SHALL ENGAGE A CERTIFIED INDEPENDENT TESTING
<br />LABORATORY TO PREPARE 6 DESIGNS FOR THE WORK. COPIES OF THE MIX
<br />DESIGN, AS WELL AS 7-DAY AND 28-DAY CYLINDER TEST RESULTS SHALL
<br />BE SENT TO THE STRUCTURAL ENGINEER AND THE LOCAL BUILDING
<br />OFFICIAL TO OBTAIN APPROVAL PRIOR TO ITS USE IN THE WORK.
<br />9. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 318-05
<br />AND THE SPECIFICATION FOR CAST -IN -PLACE CONCRETE.
<br />REINFORCING STEEL
<br />1. ALL REINFORCING STEEL SHALL BE AS FOLLOWS:
<br />A. NO.4 BARS AND SMALLER-INTERMIDIATE GRADE CONFORMING TO A615-40
<br />B. NO.5 BARS AND LARGER- HARD GRADE CONFORMING TO A615-60
<br />C. ALL MASONRY WALL REINFORCING, INCLUDING MASONRY WALL FOOTINGS,
<br />SHALL BE INTERMEDIATE GRADE CONFORMING TO A615-60
<br />D. ALL BARS EXCEPT FOR N0.2 BARS SHALL BE DEFORMED AS PER ASTM
<br />A305
<br />E. WIRE MESH SHALL CONFORM TO ASTM A185
<br />2. ALL BARS SHALL BE CLEAN OR RUST, GREASE OR OTHER MATERIALS LIKELY
<br />TO IMPAIR BOND.
<br />3. ALL BENDS SHALL BE MADE COLD.
<br />4. SPLICING OF BARS SHALL HAVE LAPPING OF 48 BAR DIAMETERS OR 24"
<br />MINIMUM IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE
<br />WALLS, AND 48 BAR DIAMETER OR 24" MINIMUM IN MASONRY WALLS. UNLESS
<br />OTHERWISE DETAILED, REINFORCING STEEL IN CONTINUOUS BEAMS AND
<br />SPANDRELS SHALL HAVE TOP STEEL SPLICED AT MID -SPAN AND THE BOTTOM
<br />STEEL SPLICED OVER SUPPORTS.
<br />5. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED
<br />BEFORE POURING CONCRETE OR APPLYING MORTAR OR GROUT.
<br />6. WELDING OF REINFORCING STEEL SHALL BE PERFORMED BY THE ELECTRIC ARC
<br />PROCESS UTILIZING E70XX ELECTRODES, AND PERFORMED BY WELDERS
<br />CERTIFIED BY THE CITY.
<br />7. ALL WELDING TO BE DONE UNDER THE CONTINUOUS INSPECTION OF A DEPUTY
<br />INSPECTOR REGISTERED BY THE CITY OR AS OTHERWISE REQUIRED BY THE
<br />ENGINEER.
<br />8, REINFORCING STEEL CAST AGAINST AND EXPOSED TO EARTH SHALL HAVE 3"
<br />OF CLEAR COVER UNLESS SPECIFICALLY DETAILED OTHERWISE.
<br />9. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED
<br />UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM
<br />A165 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE. SPLICES CLASS
<br />"B" AND ALL HOOKS SHALL BE STANDARD UNLESS NOTED OTHERWISE.
<br />10. A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF
<br />CONCRETE U.N.O. IN ACCORDANCE WITH ACI 301.
<br />STRUCTURAL LUMBER
<br />(ALL LUMBER TO BE DOUGLAS FIR LARCH)
<br />1. ALL STRUCTURAL WOOD MEMBERS SHALL BE IN THE BEST SELECTION OF
<br />DOUGLAS FIR PER WCUB GRADING RULE #16. UNLESS NOTED OTHERWISE. EACH
<br />PIECE OF LUMBER SHALL BE GRADE MARKED, AND COMPLY WITH THE FOLLOWING;
<br />A. 2X STUDS, D.F. NO.2 U.N.O.
<br />B. POSTS, 10' OR SHORTER, D.F. NO.2 U.N.O.
<br />C. 2X AND 4X R/J, C/J, F/J, BEAMS HEADERS
<br />D.F. NO.2 Fb=900 PSI / Fv=180 PSI / E=1,600,00 PSI
<br />D.F. NO.1 Fb=1,000 PSI / Fv =180 PSI / E=1,700,000 PSI
<br />D.F. NO.1 OR BTR Fb=1,200 PSI / Fv=180 PSI / E=1,800,000 PSI
<br />D. 6X AND WIDER BEAMS AND HEADERS
<br />D.F. NO.1 Fb=1,350 PSI / Fv=170 PSI / E=1,600,000 PSI
<br />D.F.S.S. Fb=1,600 PSI / Fv=170 PSI / E=1,600,000 PSI
<br />2. ALL STRUCTURAL PLYWOOD SHALL BE APA GRADE STAMPED, WITH EXTERIOR
<br />GLUE AND AS SPECIFIED BY THE AMERICAN PLYWOOD ASSOCIATION, UNLESS
<br />NOTED OTHERWISE ON PLANS.
<br />3. SILLS AND PLATES RESTING IN CONCRETE OR MASONRY SHALL BE PRESSURE
<br />TREATED DOUGLAS FIR. BOLTS SHALL BE 5/8" MINIMUM DIAMETER EMBEDDED
<br />AT LEAST 7" INTO THE CONCRETE OR MASONRY AND SPACED NOT MORE THAN
<br />6 FEET APART. THERE SHALL BE A MINIMUM OF 2 BOLTS PER PIECE WITH 1
<br />BOLT LOCATED WITHIN 12" OF EACH END OF EACH PIECE.
<br />4. PRE -DRILL ALL HOLES FOR 20d NAIL OR LARGER AND LAG BOLTS.
<br />5, DOUBLE TOP PLATES ON ALL EXTERIOR AND BEARING PARTITIONS (NOT
<br />OTHERWISE DETAILED) SHALL LAP 4'-0" MINIMUM AT SPLICES AND HAVE 8-16d
<br />MINIMUM THRU EACH SIDE OF SPLICE PLATES.
<br />6. BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE METAL WASHERS (SEE
<br />SCHEDULE). BOLT HOLES IN WOOD SHALL BE DRILLED 1 /32" TO 1 /16"
<br />DIAMETER LARGER THAN THE NOMINAL BOLT DIAMETER.
<br />7. LAG BOLTS SHALL HAVE LEAD HOLES BORED BEFORE DRIVING. HOLE DIAMETER
<br />TO BE AS FOLLOWS:
<br />A. SHANK PORTION - SAME DIAMETER AND LENGTH AS SHANK
<br />B. THREAD PORTION - .60 TO .75 DIAMETER OF THREAD AND SAME LENGTH.
<br />8. ALL WOOD EXPOSED TO WEATHER OR MOISTURE SHALL BE PRESSURED TREATED
<br />DOUGLAS FIR.
<br />NAILING SCHEDULE
<br />ALL NAILING SHALL BE COMMON WIRE NAILS CONFORMING TO THE LATEST C.B.0
<br />WHERE AUTOMATIC NAILING IS USED. NAIL HEADS SHALL NOT PENETRATE
<br />SHEATHING. CONNECTIONS LISTED ARE THE MINIMUM PERMISSIBLE. DETAILS GOVERN
<br />OVER THE SCHEDULE.
<br />A.
<br />JOIST TO SILL GIRDER, TOE NAILS EACH SIDE......................................3-8d
<br />B.
<br />BRIDGING TO JOIST RAFTER, TOE NAIL EACH END................................2-8d
<br />C.
<br />SUBFLOOR SHEATHING ALL BEARING
<br />1 X6 OR LESS, FACE NAIL .................... ........................ ........................... 2-8d
<br />1 X8 OR WIDER, FACE NAIL.............:.......................................................3-8d
<br />2XBLIND AND FACE NAIL......................................................................2-16d
<br />D.
<br />SOLE PLATE TO JOIST OR BLOCKING
<br />FACE NAIL......................._.........................................................16d @16"
<br />O.C.
<br />AT BRACE WALL...................................................................3-16d @16"
<br />O.C.
<br />F.
<br />STUD TO SOLE PLATE, TOE NAIL - ........................ ......................... ...... 4-16d
<br />G.
<br />DOUBLE STUDS, FACE NAIL.....................................................16d @24"
<br />O.C.
<br />H.
<br />TOP PLATE TO STUD, END NAIL...........................................................2-16d
<br />I.
<br />TOP PLATES, EACH END OF LAP SPLICE............................................8-16d
<br />AT CORNER INTERSECTION........................................................... ........ 2-16d
<br />J.
<br />RIM JOIST TO TOP PLATE, TOE NAIL.........................................8d @16"
<br />O.C.
<br />K.
<br />CONTINUOUS HEADER, TWO PIECES, ALONG EACH SIDE ......... 16d @ 16"
<br />O.C.
<br />L.
<br />CONTINUOUS HEADER TO STUD, TOE NAIL ....... ..................................... 4-8d
<br />M.
<br />CEILING JOIST TO PARALLEL RAFTER, FACE NAIL ................... ......3
<br />16d
<br />N.
<br />CEILING JOISTS LAPS OVER PARTITIONS, FACE NAIL ............... .....3-16d
<br />0.
<br />CEILING JOIST OR RAFTERS TO ALL BEARINGS, TOE NAIL.....................3
<br />8d
<br />P.
<br />BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAIL ..... 3-8d
<br />Q.
<br />1" BRACE TO EACH STUD AND PLATE, FACE NAIL................................2-8d
<br />R.
<br />BUILT-UP CORNER STUDS.....................................................16d @24"
<br />O.C.
<br />S.
<br />JOIST OR RAFTER TO SIDES OF STUDS UP TO AND INCLUDING 8" DEPTH.
<br />........ ......................... ......................... ......................... . ........................... 3-16
<br />d
<br />T.
<br />CEILING STRIPS 1 %4" TO UNDERSIDE OF JOIST
<br />- EACH BEARING ONE SLANT AND STRAIGHT......................................2-8d
<br />- 2"x3" TO UNDERSIDE OF JOIST EACH BEARING ONE SLANT AND
<br />STRAIGHT................................................. ............................................. 2-16d
<br />USE STRONG HOLD ANGULARLY GROOVED AT GYPSUM BOARD AND PLASTER
<br />CEILINGS. STRIPS SUPPORTING PLASTER CEILINGS SHALL BE WIRED IN PLACE
<br />IN ADDITION TO NAILING.
<br />U.
<br />BUILT UP BEAMS
<br />2-2x.....................................16d @ 12" O.C. EACH SIDE, 4-16d @ EACH
<br />END
<br />3 (OR MORE)........................1 /2"0 M.B. @ 24" O.C. STAGGERED
<br />& 18d @ 12" O.C. PROGRESSIVE
<br />WASHER SCHEDULE
<br />1. WASHERS SHALL BE USED UNDER HEADS AND
<br />NUTS OF ALL BOLTS BEARING ON WOOD.
<br />2. THE
<br />WASHERS LISTED BELOW SHALL BE USED
<br />IN THE FOLLOWING LOCATIONS:
<br />A.
<br />SOLE PLATES TO FOUNDATIONS
<br />B.
<br />WOOD LEDGERS AND CAPS TO CONCRETE
<br />AND MASONRY WALLS.
<br />C.
<br />AGAINST THE 2X MEMBER WHEN 2X MEMBER IS BOLTED AGAINST A HEAVIER MEMBER
<br />D.
<br />STANDARD CUT WASHERS MAY BE USED
<br />ELSEWHERE, UNLESS OTHERWISE NOTED ON
<br />THE DRAWING.
<br />BOLT
<br />SQUARE PLATE
<br />SIZE WASHER SIZE
<br />%2"
<br />2"x2"xO.299" THICK
<br />5/8"
<br />3"x3"x0.299" THICK
<br />3/4"
<br />3"x3"X5/6 THICK
<br />/8"
<br />3"x3"x5/6" THICK
<br />1"
<br />3.5%3.5"x3/8" THICK
<br />FOUNDATIONS
<br />1.
<br />FOUNDATIONS DESIGN IS BASED ON 2022 CBC.
<br />40
<br />Al
<br />2.
<br />ALLOWABLE SOIL PRESSURE: 1,500 PSF FOR CONTINUOUS FOOTING & FOR SPREAD
<br />FOOTING
<br />FOR
<br />PE
<br />3.
<br />FOOTINGS SHALL BE POURED AGAINST FIRM UNDISTURBED NATURAL SOIL OR ENGINEERED,
<br />COMPACTED FILL.
<br />4.
<br />FILL AT RAMP WALLS AND RETAINING WALLS SHALL BE CLEAN OF NON-EXPAN
<br />IVE
<br />MATERIAL FREE OF ORGANICS AND PLACED UNDER CONTROLLED COMPACTION TC
<br />90% OF
<br />MAXIMUM DENSITY, U.N.O.
<br />Master
<br />ID:
<br />5.
<br />ALL WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO PL
<br />C�. '-Le:
<br />•
<br />6.
<br />PROVIDE ADEQUATE DRAINAGE BEHIND ALL RETAINING WALLS AWAY FROM BOIL
<br />ING.
<br />7.
<br />HOLD DOWNS: BOLT HOLES SHALL BE Y6" (MAX.) OVERSIZED @ THE CONNECTIONS OF THE
<br />HOLD DOWNS TO THE POST.
<br />8.
<br />HOLDOWNS TO BE INSTALLED INACCORDANCE WITH APPROVED ICBO SPECIFICATIONS.
<br />VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING AND
<br />MANUFACTURED TEMPLATE TO ASSURE ACCURATE INSTALLATION.
<br />9.
<br />FOUNDATION EXCAVATION, UTILITY TRENCH EXCAVATION, SOIL BACK FILL, SUBGRADE
<br />PREPARATION, SOIL RECOMPACTION AND INSPECTIONS TO BE PER SOIL REPORT AS
<br />REQUIRED. IN THE ABSENCE OF SOIL REPORT, PROCEDURE TO BE CONFORMED TO THE
<br />GOVERNING BUILDING CODE.
<br />10.
<br />ALL METAL ANCHORS, FASTENERS AND CONNECTORS SPECIFIED ON PLANS SHALL BE
<br />FROM SIMPSON OR AN APPROVED EQUAL IN STRUCTURAL DESIGN LOAD VALUES.
<br />11.
<br />ALL ISOLATED POSTS TO HAVE SIMPSON CB'S U.N.O.
<br />12.
<br />TYPICAL A.B. TO BE 5/8"0 W/ MIN. 7" EMBED INTO CONCRETE FOOTING, MIN EDGE
<br />DISTANCE TO CONCRETE EDGE = 13/4" MIN 2X P.T. SILL PL REQ'D W/
<br />3"X3"X%4" PL
<br />WASHER. A.B. SPACING PER SHEAR WALL SCH'D. MINIMUM @ 6'-0"
<br />O.C. AT ALL
<br />EXTERIOR WALLS AND INTERIOR BEARING WALLS. MIN. (2)-A.B. PER
<br />SILL PL AND (1)
<br />A.B. @WITHIN 12" FROM END OF SILL PL.
<br />13.
<br />CONCLUSIONS AND RECOMMENDATIONS OF GEOTECHNICAL REPORTS ARE INCORPORATED
<br />INTO THE DESIGN.
<br />14.
<br />ALL EXCAVATIONS AND FILL MATERIALS SHALL BE APPROVED BY THE
<br />GEOTECHNICAL
<br />ENGINEER PER THE SOILS REPORT.
<br />15.
<br />IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING FOUNDATION
<br />SHALL BE SLOPED
<br />A MINIMUM OF 2 PERCENT AWAY FROM THE BUILDING, ACCORDING TO
<br />THE SOILS
<br />REPORT.
<br />16. CONSTRUCTION SHOULD BE OBSERVED AND/OR TESTED AT THE FOLLOWING STAGES BY
<br />PACIFIC GEOTECH.
<br />1) SHORING EXCAVATIONS
<br />2) GRADING AND COMPACTION
<br />3) ALL FOOTING EXCAVATIONS BEFORE PLACEMENT OF STEEL
<br />4) TRENCH BACKFILLS
<br />5) WHEN ANY UNUSUAL CONDITIONS ARE ENCOUNTERED.
<br />SPECIAL INSPECTION
<br />1. SPECIAL INSPECTION SHALL BE DONE ACCORDING TO CBC 1704.3, "STATEMENT OF
<br />SPECIAL INSPECTION"
<br />2. THE STATEMENT OF SPECIAL INSPECTION SHALL IDENTIFY THE FOLLOWING:
<br />2.1 THE MATERIALS, SYSTEMS, COMPONENTS AND WORK REQUIRED TO HAVE SPECIAL
<br />INSPECTION OR TESTING BY THE BUILDING OFFICIAL OR BY THE
<br />REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR EACH PORTION OF THE
<br />WORK
<br />2.2 THE TYPE AND EXTENT OF EACH SPECIAL INSPECTION
<br />2.3 THE TYPE AND EXTENT OF EACH TEST
<br />2.4 ADDITIONAL REQUIREMENT FOR SPECIAL INSPECTION OR TESTING FOR SEISMIC OR
<br />WIND RESISTANCE AS SPECIFIED IN SECTION 1705.10, 1705.11 AND 1705.12.
<br />2.5 FOR EACH TYPE OF SPECIAL INSPECTION, IDENTIFICATION AS TO WHETHER IT
<br />WILL BE CONTINUOUS SPECIAL INSPECTION OR PERIODIC SPECIAL INSPECTION.
<br />ANCHOR BOLTS
<br />2
<br />I. ALL EXTERIOR WALLS TO BE SECURED WITH 5/8"Ox12" A.B. AT 60" O.C. WITH 7" OF
<br />EMBEDMENT, U.N.O. AND EACH ANCHOR BOLT SHALL HAVE MINIMUM 2.5"x2.5"x1 /4" THICK
<br />PLATE WASHER.
<br />2. ALL INTERIOR WALLS WITH SHOT PINS: RAMSET #3348 OR EQUIVALENT AT 36" O.C. AT
<br />BEARING WALLS AND 48" O.C. AT NON -BEARING WALLS, U.N.O. NO SHOT PIN IS ALLOW
<br />AT SHEAR WALLS.
<br />3, HOLES TO RECEIVE EXPANSION/WEDGE ANCHORS SHALL BE 1 /8" LARGER IN DIAMETER
<br />THAN THE ANCHOR BOLT, DOWEL OR ROD AND SHALL CONFORM TO MANUFACTURER'S
<br />RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. LOCATE
<br />AND AVOID CUTTING EXISTING REBAR WHEN DRILLING HOLES IN ELEVATED CONCRETE
<br />SLABS.
<br />4. USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER ICBP
<br />& MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURES.
<br />0 10-20-23 YJ
<br />For Approval
<br />8-19-24 Perl YJ
<br />GEO REPORT
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<br />Date
<br />10-24-23
<br />Scale
<br />AS NOTED
<br />Drawn
<br />YJ
<br />Job
<br />2023-31
<br />Sheet
<br />S-1
<br />1
<br />
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