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DATE REVISIONS BY
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<br />No
<br />501 S. BRAND BLVD., SUITE 3
<br /> SAN FERNANDO, CA 91340
<br />(323)486-4151
<br />STENENGINEERING.COM
<br />SHEET:
<br />S1
<br />DRAWN:
<br />CHECKED:
<br />DATE:
<br />SCALE:
<br />JOB #:
<br />B.O.
<br />E.N.
<br />N.T.S.
<br />EVGENY NA GOVITSY
<br />N
<br />07/26/24
<br />24-24-456
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<br />NOTICE TO OWNER
<br />1.THE ENGINEER DOES NOT WARRANT OR GUARANTEE THE ACCURACY AND COMPLETENESS OF
<br />THE WORK HEREIN BEYOND A REASONABLE DILIGENCE. IF ANY OMISSIONS, MISTAKES OR
<br />DISCREPANCIES ARE FOUND TO EXIST WITHIN THE WORK PRODUCT, THE ENGINEER SHALL BE
<br />PROMPTLY NOTIFIED SO THAT HE MAY HAVE THE OPPORTUNITY TO TAKE WHATEVER STEPS
<br />NECESSARY TO RESOLVE THEM. FAILURE TO PROMPTLY NOTIFY THE ENGINEER OF SUCH
<br />CONDITIONS SHALL ABSOLVE HIM FROM ANY RESPONSIBILITY FOR THE CONSEQUENCES OF
<br />SUCH FAILURE.
<br />2.THE CONTRACTOR SHALL BE REQUIRED TO PERFORM AND INSTALL ANY AND ALL WORK,
<br />LABOR AND MATERIALS WHICH ARE NECESSARY. ALL CONTRACTORS SHALL BE LICENSED AND
<br />INSURED, OTHERWISE THE ENGINEER DOES NOT ASSUME ANY RESPONSIBILITY FOR HIS WORK.
<br />CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS PRIOR
<br />TO STARTING ANY WORK.
<br />3. ALL WORK SHALL CONFORM TO LOCAL AND NATIONAL CODES AND THE WORK HEREIN IS
<br />DEEMED TO BE AN ADDITION TO THE CALIFORNIA BUILDING CODE (CBC)
<br />NOTICE TO CONTRACTOR
<br />1.ALL WORK SHALL COMPLY WITH THE CRC/CBC 2022 AND LATEST EDITION OF ALL LOCAL
<br />LAWS AND ORDINANCES, INCLUDING ENERGY CONSERVATION REQUIREMENTS BY THE STATE
<br />OF CALIFORNIA.
<br />2.ALL WORK SHALL BE DONE IN AN APPROVED WORKMANLIKE MANNER.
<br />3.CONTRACTOR SHALL VERIFY AND CHECK ALL DIMENSIONS AND ELEVATIONS AT THE PROJECT
<br />SITE AND THE OVERALL CORRECTNESS OF THESE DOCUMENTS BY STUDYING THEM THOROUGHLY
<br />AND IF THERE ARE ANY QUESTIONS TO CONTACT THE OWNER OR ENGINEER IMMEDIATELY FOR
<br />CLARIFICATION PRIOR TO THE BIDDING AND BEFORE THE START CONSTRUCTION.
<br />4.DIMENSIONS HAVE PREFERENCE OVER SCALE.
<br />5.APPROVALS BY BUILDING INSPECTOR SHALL NOT CONSTITUTE AUTHORITY TO DEVIATE FROM
<br />THESE PLANS AND SPECIFICATIONS.
<br />6.ALL CONTRACTOR SHALL BE REQUIRED TO MAINTAIN WORKMAN'S COMPENSATION INSURANCE AS
<br />PROVIDED BY CALIFORNIA LAW, ALSO PUBLIC LIABILITY AND PROPERTY DAMAGE INSURANCE OF
<br />ADEQUATE COVERAGE, FIRE INSURANCE DURING CONSTRUCTION UP TO THE OCCUPANCY PERMIT,
<br />LIKEWISE FOR THEFT AND VANDALISM.
<br />7.FOR GENERAL AND PLAN LAYOUT, CONSTRUCTION DETAILS, ETC. REFER ONLY TO THE
<br />ARCHITECTURAL SHEETS WHICH SHALL TAKE PRECEDENCE OVER ANY OTHER DRAWINGS. UNLESS
<br />OTHERWISE NOTED, ALL DIMENSIONS ARE SHOWN AS FOLLOWS: FACE OF WALL AT MASONRY,
<br />INDICATED FACE OF STUD, CENTER LINE,GRID LINE, TOP OF CONCRETE SLAB OR FOUNDATION, TOP
<br />OF PLYWOOD,ETC. DRAWINGS SHALL NOT BE SCALED TO DETERMINE ANY DIMENSIONS, REFER
<br />ONLY TO WRITTEN INFORMATION AND DETAIL DRAWINGS.
<br />GENERAL NOTES
<br />1.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWING ARE INTENDED TO BE TYPICAL
<br />AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE NOTED. NOTES
<br />AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL
<br />DETAILS.
<br />2.IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON
<br />THE STRUCTURAL DRAWINGS.
<br />3.SEE ARCHITECTURAL DRAWINGS FOR DOORS, WINDOWS, NON-BEARING INTERIOR AND
<br />EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS, DRAINS, DEPRESSIONS, RAILINGS,
<br />WATERPROOFING, FINISHING, ETC.
<br />4.ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING
<br />DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ARCHITECT AND/OR THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE
<br />WORK INVOLVED.
<br />5.ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE
<br />GOVERNING BUILDING CODE.
<br />6.ALL ASST. DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS OTHERWISE NOTED.
<br />7.REFER TO THE SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE GENERAL MOTES
<br />OR THE STRUCTURAL ENGINEER WHERE APPLICABLE.
<br />8.CONTINUOUS (OR SPECIAL) INSPECTION SHALL MEAN INSPECTION DONE CONTINUOUSLY BY A
<br />REGISTERED DEPUTY INSPECTOR CURRENTLY LICENSED BY THE CITY OR GOVERNING AGENCY.
<br />9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY IN AND AROUND THE JOB SITE
<br />AND/OR ADJACENT PROPERTIES.
<br />10.SHOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT, AND
<br />STRUCTURAL ENGINEER PRIOR TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN
<br />INTENT (MIN. OF 10 WORKING DAYS).
<br />11.DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON
<br />STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS.
<br />12.THE CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING ALL EXCAVATIONS,
<br />TEMPORARY AND EXISTING STRUCTURES, AND PARTIALLY COMPLETED PORTIONS OF THE
<br />WORK TO ASSURE THE SAFETY OF ANY PERSON COMING IN CONTACT WITH THE WORK.
<br />13.THE CONTRACTOR SHALL TAKE ALL STEPS NECESSARY TO ENSURE THE PROPER ALIGNMENT
<br />OF THE STRUCTURE AFTER THE INSTALLATION OF ALL STRUCTURAL AND FINISH MATERIALS.
<br />14.CONTRACTOR SHALL NOTIFY ADJACENT PROPERTY OWNERS, IN WRITING, OF HIS INTENSION
<br />THE START OF WORK SO THAT PROPERTY OWNERS MAY PROTECT THEIR PROPERTY.
<br />BASIS OF DESIGN
<br />1.SOILS
<br />A. SOIL BEARING PRESSURE: 1500 PSF
<br />2. LATERAL LOADS
<br />A. OCCUPANCY CATEGORY: II
<br />B. SEISMIC DESIGN CATEGORY: D
<br />C. SEISMIC IMPORTANCE FACTOR: 1.0
<br />D. WIND DESIGN DATA: SPEED - 94 MPH, EXPOSURE - B
<br />E. SITE CLASS: D
<br />F. MAPPED SPECTRAL RESPONSE ACCELERATIONS SS AND S1: 1.332 AND 0.474 RESPECTIVELY
<br />G. SPECTRAL RESPONSE COEFFICIENTS SDS: 1.066
<br />H. SEISMIC RESPONSE COEFFICIENT CS: 0.1640
<br />I. DESIGN BASE SHEAR: 4.98 PSF
<br />J. REDUNDANCY FACTOR P: 1.3
<br />K. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />L. BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALLS
<br />M RESPONSE MODIFICATION FACTOR: 6.5
<br />3.DESIGN LOADS
<br />A. ROOF LOAD: DL=15 PSF, LL=20 PSF
<br />B. CEILING LOAD: DL=5 PSF, LL=10 PSF
<br />C. FLOOR LOAD: DL=15 PSF, LL=40 PSF
<br />FOUNDATION
<br />1.FOOTING EXCAVATION SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER,
<br />OR UNCOMPACTED MATERIAL AT THE TIME OF CONCRETE PLACEMENT.
<br />2.IF PROBLEMS ARE ENCOUNTERED IN THE FIELD AND NO SOIL REPORT EXIST, OWNER SHALL
<br />BE RESPONSIBLE FOR OBTAINING SOIL REPORT.
<br />3.WATER PROOFING AS MAY BE REQUIRED AT SOIL FACE OF WALL BELOW GRADE SHALL BE
<br />BY OTHERS.
<br />4.TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE PROPERLY
<br />BACKFILLED AND COMPACTED.
<br />5.PROVIDE A WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM 8"
<br />ABOVE THE EARTH OR 2" ABOVE PAVED AREAS.
<br />6.ALL CONTINUOUS FOOTINGS TO HAVE 5/8"DIA. x MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT
<br />INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR
<br />BOLT SHOULD BE LOCATED MAX. 12"AWAY AND MIN. 9 1/2" FROM THE END OF THE SILL
<br />PLATES. MIN. (2) A.B. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF
<br />UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS.
<br />7.ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3"
<br />SQ. x 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE
<br />1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S).
<br />8.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
<br />9.THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH
<br />OF UP TO 3/16 INCH LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO
<br />EXCEED 1 3/4 INCHES, PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
<br />WASHER AND THE NUT.
<br />10.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT
<br />DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
<br />11.FOR INTERIOR NON-SHEAR WALLS USE SIMPSON PHNW SERIES 0. 145Ø PINS WITH A
<br />PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC
<br />ESR-2138. ACTUAL SLAB THICKNESS TO BE MINIMUM 4". ALL INTERIOR SHEAR WALLS TO
<br />HAVE A.B. PER FOUNDATION PLAN.
<br />12.ALL HOLDOWNS AND POST ANCHORS TO BE INSTALLED ACCORDING TO MOST CURRENT
<br />SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ER REPORTS & SHALL BE
<br />TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DIMENSIONS ARE NOT FURNISHED TO
<br />SIMPSON HOLDOWNS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR'S SUPERINTENDENT,
<br />THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO LOCATE THESE ANCHORS IN
<br />THE EXACT LOCATION. REFER TO DETAILS FOR PROPER INSTALLATION.
<br />13.PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED. SLAB
<br />SURFACE SHALL BE CURED WITH 'HUNTS' COMPOUND OR EQUAL OR CURED WITH OTHER
<br />METHODS IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICE AT CONTRACTOR'S OPTION.
<br />14.CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO
<br />CONCRETE PLACEMENT TO ASSIST UNIFORM CONCRETE CURING. SLABS MUST NOT BE POURED
<br />DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER VISQUEEN SHOULD
<br />NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR.ANY FREE WATER TRAPPED IN
<br />THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE POUR.
<br />15.THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE
<br />MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED WITH
<br />CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED BY THE
<br />SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING FOUNDATIONS, WALLS
<br />AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT LATERAL SOIL PRESSURE.
<br />16.FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'.
<br />17.FINISH GRADE AROUND THE PERIMETER OF SLAB SHALL BE CONSTRUCTED SUCH THAT RAIN
<br />AND IRRIGATION WATER IS DRAINED AWAY FROM THE SLAB.
<br />18.FOUNDATION DRAWINGS PREPARED BY E.O.R. REFLECT THE STRUCTURAL REQUIREMENTS.
<br />REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, DEPRESSIONS, SLOPE, SHELVES, PATIOS,
<br />STOOPS AND PORCHES NOT SHOWN IN FOUNDATION DRAWINGS. ACCURACY OF THE
<br />DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT AND
<br />THE CONTRACTOR PRIOR TO CONSTRUCTION.
<br />19.WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS AS
<br />FOLLOWS:
<br />a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED.
<br />b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED.
<br />c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED.
<br />d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED.
<br />20.NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTING OR UNDER
<br />CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE
<br />ARCHITECT, STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL.
<br />21.DEPUTY INSPECTION IS REQUIRED FOR SIMPSON SET-XP EPOXY.
<br />CONCRETE
<br />1.CEMENT SHALL CONFORM TO A.S.T.M. C150, TYPE II. (U.N.O.)
<br />2.HARD ROCK AGGREGATE SHALL CONFORM TO A.S.T.M. C33. THEIR MAX. SIZE SHALL BE 1 INCH FOR
<br />FOOTINGS, CAISSONS AND GRADE BEAMS AND I INCH FOR ALL OTHER WORK. PEA GRAVEL SHALL NOT
<br />BE USED WITHOUT WRITTEN PERMISSION OF ENGINEER.
<br />3.LIGHTWEIGHT AGGREGATES (CONFORM TO A.S.T.M. C330) SHALL BE APPROVED AND THEIR MAX. SIZE
<br />SHALL BE 1/2 INCH.
<br />4.CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS: (U.N.O.)
<br />5.ALL REINFORCING SHOWN CONTINUOUS SHALL BE LAPPED PER DETAIL HEREON AT SPLICES AND
<br />SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS. MIN. LAP SHALL BE 24"LONG.
<br />6.ALL REINFORCING STEEL, DOWELS AND ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN
<br />POSITION PRIOR TO POURING CONCRETE.
<br />7.CONTINUOUS INSPECTION IS REQUIRED FOR ALL CONCRETE IN EXCESS OF 2,500 PSI.(U.N.O.)
<br />8.BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL
<br />OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATING TO WORK.
<br />9.ONLY ONE KIND OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.
<br />10.ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES
<br />INVOLVED AND SHALL BE APPROVED BY THE ENGINEER.
<br />11. DRYPACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART SAND WITH SUFFICIENT
<br />WATER TO ALLOW A SMALL AMOUNT OF PASTE TO COME TO THE SURFACE.
<br />12.CONCRETE GROUT SHALL BE NON-SHRINKING WITH SUFFICIENT WATER TO ALLOW POURING ULTIMATE
<br />COMPRESSIVE STRENGTH (F'c) AT 28 DAYS SHALL EQUAL 2,000 PSI.
<br />13.MIX THAT PRODUCES LOWEST SLUMP COMPATIBLE WITH PROPER PLACEMENT SHALL BE USED. THE
<br />MAX. CONCRETE SLUMP SHALL BE 3 INCHES PLUS OR MINUS 1 INCH FOR SLABS ON GRADE AND 4
<br />INCHES PLUS OR MINUS 1 INCH FOR ALL OTHER WORK.
<br />14.LOCATION OF CONSTRUCTION OR POUR JOINTS MUST BE APPROVED BY THE STRUCTURAL ENGINEER IF
<br />OTHER THAN SHOWN ON THE PLANS.
<br />15.NO PIPES OR DUCTS EXCEEDING ONE THIRD THE SLAB OR WALL - THICKNESS SHALL BE PLACED IN
<br />STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE THE MECHANICAL AND/OR ELECTRICAL
<br />DRAWINGS FOR LOCATION OF SLEEVES THROUGH WALLS AND FLOORS.
<br />16.REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUND
<br />REQUIRED TO BE CAST IN CONCRETE, AND SLAB DEPRESSIONS.
<br />17.REMOVAL OF FORMS: SUPPORTING VERTICAL SURFACES-MINIMUM 2 DAYS; SUPPORTING HORIZONTAL
<br />SURFACES-MINIMUM 14 DAYS (U.N.O.).
<br />18. MAXIMUM WEIGHT OF LIGHTWEIGHT CONCRETE SHALL NOT EXCEED 110 PCF.
<br />CONDITION CONCRETE F'c @
<br /> 28 DAYS, PSI
<br />STEEL REINFORCEMENT
<br />Fy (YIELD), PSI CONTINUOUS INSPECTION REQUIRED
<br />CONTINUOUS FOOTING 2,500 40,000 NO
<br />ISOLATED PADS 2,500 40,000 NO
<br />GRADE BEAM 3,000 60,000 YES
<br />PILES 3,000 60,000 YES
<br />NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN ABOVE, BUT
<br />WILL BE SUBJECT TO THE CODE REQUIREMENTS OF HIGHER GRADE.
<br />POURED AGAINST EARTH - - - - - - - - - - - - - - - - -3 INCH CLEAR
<br />EXPOSED TO EARTH, BUT POURED AGAINST FORMS- - - - -2 INCH CLEAR
<br />MAIN BARS IN COLUMNS AND BEAMS - - - - - - - - - - -2 INCH CLEAR
<br />STRUCTURAL SLAB - - - - - - - - - - - - - - - - - - - 1 INCH CLEAR
<br />WALLS - - - - - - - - - - - - - - - - - - - - - - - - - 1 1/2 INCH CLEAR
<br />SLABS ON GRADE - - - - - - - - - - - - - - - - - - - - AT CENTER
<br />STRUCTURAL WOOD
<br />1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR UNLESS NOTED OTHERWISE AND CONFORM TO
<br />GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (U.N.O.).
<br />2.ALL PLYWOOD SHALL CONFORM TO P,S.1-95 AND SHALL BE GRADED,INDEX NUMBER AND
<br />THICKNESS CALLED ON PLANS. ALL PLYWOOD DIRECTLY EXPOSED TO THE WEATHER SHALL
<br />BE EXTERIOR TYPE.
<br />3.STRUCTURAL PLYWOOD SHALL BE GRADED PER A.P.A. AND SHALL BE INTERIOR TYPE
<br />SHEATHING C-D GRADE WITH EXTERIOR GLUE. ALL HORIZONTAL PLYWOOD SHALL BE LAID
<br />WITH FACE GRAIN PERPENDICULAR TO JOISTS AND WITH STAGGERED JOINTS. NO
<br />STRUCTURAL PLYWOOD SHALL BE COVERED OVER UNTIL AN INSPECTION HAS BEEN MADE
<br />AND NAILING APPROVED.
<br />4.MINIMUM DIMENSIONS OF ANY PLYWOOD SHALL BE 18" AND A MINIMUM AREA 6 SF.
<br />5.CUTTING AND BORING OF WOOD STUDS: EXTERIOR WALL AND BEARING WALL STUDS MAY BE
<br />NOTCHED TO MAX. OF 25% OF STUD DEPTH. NON-BEARING STUDS MAY BE NOTCHED TO MAX. 40% OF
<br />STUD DEPTH. A HOLE NOT GREATER THAN 40% OF THE STUD DEPTH MAY BE BORED IN ANY STUD
<br />AND 60% - IN NON-BEARING STUD. IN NO CASE SHALL THE EDGE OF BORED HOLE BE NEARER THAN
<br />5/8"TO THE EDGE OF STUD. BORED HOLE SHALL NOT BE LOCATED AT THE SAME SECTION OF THE
<br />STUD AS CUT OR NOTCH.
<br />6.ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURED TREATED PER IBC STD
<br />7.WHERE PLUMBING, HEATING OR OTHER PIPES NECESSITATE THE CUTTING OF SOLES OR PLATES. THE
<br />CUT HOLES OR PLATES SHALL BE TIED BACK BY SIMPSON STRONG TIE ST22.
<br />8.ALL NAILS SHALL BE COMMON AND NAILING SHALL CONFORM TO THE APPLICABLE BUILDING CODE
<br />9.ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 8-0" O.C. MAX.
<br />10.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED
<br />WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON
<br />BRONZE OR COPPER
<br />11.TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2x THE SAME WIDTH AS THE STUD
<br />U.N.O. TOP PLATE SHALL LAP A MIN. 48" AND BE SPLICED WITH NOT LESS THEN (6) 16d NAILS
<br />SPACED NOT MORE THAN 12" O.C.
<br />12.PROVIDE POST/ MULTIPLE STUDS AT LOWER FLOOR UNDER POST/ MULTIPLE STUDS ABOVE
<br />13.ALL JOIST HANGERS SHALL BE SIMPSON LUS-TYPE HANGER, ALL BEAM HANGERS SHALL BE SIMPSON
<br />HUS-TYPE HANGER U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER RECOMMENDATION FOR
<br />INSTALLATION.
<br />14.USE THIS SPAN TABLE FOR STUD SPACING, U.N.O.:
<br />15.USE THIS SPAN TABLE FOR ROOF RAFTERS, U.N.O.:
<br />16.USE THIS SPAN TABLE FOR CEILING JOISTS, U.N.O.:
<br />17.USE THIS TABLE FOR FLOOR JOISTS, U.N.O.:
<br />2x ROOF RAFTERS - - - - - - - - - - - - - - - - - - - - GRADE #2
<br />2x FLOOR JOISTS - - - - - - - - - - - - - - - - - - - - GRADE #2
<br />4x BEAMS, POSTS AND HEADERS - - - - - - - - - - - - -GRADE #1
<br />6x BEAMS, LEDGERS AND POSTS - - - - - - - - - - - - -GRADE #1
<br />STUDS AND PLATES STANDARD GRADING MIN.
<br /> BEARING TO 8 FT. - - - - - - - - - - - - - - - - - - -2x4 GRADE STUD
<br /> FROM 8 FT. TO 14 FT. - - - - - - - - - - - - - - - - -2x6 GRADE #1
<br /> FROM 14 FT. TO 20 FT. - - - - - - - - - - - - - - - - 2x8 GRADE #1
<br /> NON-BEARING TO 10 FT. - - - - - - - - - - - - - - - -2x4 GRADE STUD
<br /> FROM 10 FT. TO 20 FT. - - - - - - - - - - - - - - - - SAME AS BEARING
<br />SILL PLATES (P.T.D.F.) - - - - - - - - - - - - - - - - - - GRADE STUD OR CONST
<br />BLOCKING, TOP AND BOTTOM PLATES - - - - - - - - - - -GRADE STUD OR CONST
<br />SIZE, HEIGHT AND SPACING OF WOOD STUDS, CRC TABLE R602.3(5)
<br />BEARING WALLS NON-BEARING WALLS
<br />STUD
<br />SIZE
<br />STUD
<br />HEIGHT
<br />MAXIMUM SPACING WHEN SUPPORTING STUD
<br />HEIGHT
<br />MAXIMUM
<br />SPACINGROOF &
<br />CLN'G ONLY
<br />ONE FLOOR,
<br />ROOF & CLN'G
<br />TWO FLOORS,
<br />ROOF & CLN'G
<br />ONE FLOOR
<br />ONLY
<br />2x4 10 24" 16" --- 24" 14' 24"
<br />3x4 10 24" 24" 16" 24" 14' 24"
<br />2x6 10 24" 24" 16" 24" 20' 24"
<br />*NO MULTIPLES OF 2x4 ARE ALLOWED TO SPAN MORE THAN 14'.
<br />BEARING WALLS EXCEEDING 10' MUST BE DESIGNED CASE BY CASE
<br />RAFTER SPANS, CRC TABLE R802.4.1.(2)
<br />SIZE SPACING ALLOWABLE
<br />SPAN SIZE SPACING ALLOWABLE
<br />SPAN
<br />A. DEAD LOAD=20 PSF
<br />B. LIVE LOAD=20 PSF
<br />C. TOTAL DEFLECTION=L/240
<br />D. USE DOUGLAS FIR LARCH #2
<br />2x6
<br />24"10'-4"
<br />2x10
<br />24" 15'-11"
<br />16" 12'-7"16" 19'-6"
<br />12" 14'-7"12" 22'-6"
<br />2x8
<br />24" 13'-0"
<br />2x12
<br />24" 18'-6"
<br />16" 16'-0"16" 22'-7"
<br />12" 18'-5"12" 26'-0"
<br />CEILING JOIST SPANS, CRC TABLE R802.5.1.(1)
<br />SIZE SPACING ALLOWABLE
<br />SPAN SIZE SPACING ALLOWABLE
<br />SPAN
<br />A. DEAD LOAD=5 PSF
<br />B. LIVE LOAD=10 PSF
<br />C. TOTAL DEFLECTION=L/240
<br />D. USE DOUGLAS FIR LARCH #2
<br />2x6
<br />24"15'-0"
<br />2x10
<br />24" 23'-3"
<br />16" 17'-8"16" EXCEEDS 26'
<br />12" 19'-6"12" EXCEEDS 26'
<br />2x8
<br />24" 19'-1"
<br />2x12
<br />24" EXCEEDS 26'
<br />16" 23'-4"16" EXCEEDS 26'
<br />12" 25'-8"12" EXCEEDS 26'
<br />FLOOR JOIST SPANS, CRC TABLE R502.3.1.(2)
<br />SIZE SPACING ALLOWABLE
<br />SPAN SIZE SPACING ALLOWABLE
<br />SPAN
<br />A. DEAD LOAD=20 PSF
<br />B. LIVE LOAD=40 PSF
<br />C. TOTAL DEFLECTION=L/360
<br />D. USE DOUGLAS FIR LARCH #2
<br />2x6
<br />24"7'-6"
<br />2x10
<br />24" 11'-8"
<br />16" 9'-3"16" 14'-3"
<br />12" 10'-8"12" 16'-5"
<br />2x8
<br />24" 9'6"
<br />2x12
<br />24" 13'-6"
<br />16" 11'-8"16" 16'-6"
<br />12" 13'-6"12" 19'-1"
<br />SHEAR WALL
<br />1.ALL GYPSUM WALL BOARD AND STUCCO SHEAR WALLS SHALL HAVE NAILING PROVIDED AT TOP AND
<br />BOTTOM PLATES, ALL STUDS AND BLOCKING.
<br />2.BLOCK ALL EDGES OF WOOD SHEATHED SHEAR WALLS.
<br />3.SHEAR WALL PLATES AND STUDS SHALL NOT HAVE HOLES LARGER THAN 1" DIAMETER WITHOUT
<br />THE APPROVAL OF THE STRUCTURAL ENGINEER. SHEAR WALL PLATES AND STUDS SHALL NOT HAVE
<br />ANY NOTCHES WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.
<br />4.PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT ENDS OF MISCELLANEOUS BEAMS WHERE POSTS
<br />ARE NOT SHOWN. CARRY STUDS DOWN TO FOUNDATION OR SLAB.
<br />5.MIN. SPLICE NAILING OF DOUBLE PLATES SHALL BE (12) 16d NAILS U.N.O
<br />6.AT PLYWOOD SHEAR WALLS, PLYWOOD TO EXTEND ABOVE AND BELOW AND SIDES OF ALL
<br />OPENINGS.
<br />7.PLYWOOD AT SHEAR WALLS TO BE CONTINUOUS AT WALL AND DOOR JAMB INTERSECTION.
<br />8.MINIMUM DIMENSIONS OF ANY PLYWOOD SHALL BE 18" AND A MINIMUM AREA 6 SF.
<br />9.SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
<br />10.NAILING AT 6" O.C. WHEN STUDS ARE SPACES AT 24" O.C.
<br />11. SPACING OF A35/ LTP4, 16d NAILS, SDS SCREWS, AND ANCHOR BOLTS IS TO BE REDUCED BY 1/2, IF
<br />PLYWOOD SHEATHING OCCURS ON BOTH SIDES OF WALL.
<br />12.NAIL SPACING W/ LESS THAN 4" O.C. SHALL HOVE A PRE-DRILLED HOLE, WHEN USED, WHICH CAN
<br />NOT EXCEED 75% OF THE NAIL DIAMETER (BUT SHOULD BE AS CLOSE TO 75% AS POSSIBLE).
<br />UNSEASONED LUMBER IS ASSUMED TO BE USED.
<br />13.ONLY COMMON NAILS WILL BE USED FOR ALL PLYWOOD SHEAR WALLS AND NAIL GUNS USING
<br />"CLIPPED HEAD” OR "SINKER" NAILS ARE NOT ACCEPTABLE.
<br />14.ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX. OVERSIZED. INSPECTOR MUST VERIFY.
<br />15.ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 300 LB/FT SHOULD BE PROVIDED:
<br />a) 3x FOUNDATION SILL PLATES
<br />b) 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS
<br />c) 1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
<br />d) ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED.
<br />e) STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C.
<br />f) SQUARE PLATE WASHERS SHALL BE USED WITH ANCHOR BOLTS
<br /> 5/8" ∅ BOLT - 3"x3"x1/4"
<br /> 3/4" ∅ BOLT - 3"x3"x5/16"
<br /> 7/8" ∅ BOLT - 3"x3"x5/16"
<br /> 1" ∅ BOLT - 3.5"x3.5"x3/8"
<br />SHEAR WALL SCHEDULE
<br />TYPE SHEATHING
<br />MATERIAL
<br /> PANEL NAILING
<br />PERIMETER FIELD
<br />BLKG. TO
<br />PLATE
<br />CONNECTION
<br />PLATE TO
<br />BLKG.
<br />CONNECTION
<br />ANCHOR
<br />BOLTS
<br />(U.N.O.)
<br />EMBED.
<br />DEPTH
<br />SHEAR,
<br />PLF
<br />(LRFD)
<br />SHEAR,
<br />PLF
<br />(ASD)
<br />SILL
<br />PLATE
<br />1 15/32" PLYWOOD
<br />STRUCTURAL 1
<br />10d @
<br />6" O.C.
<br />10d @
<br />12" O.C.
<br />A35/ LTP4
<br />@ 20" O.C.
<br />20d NAILS
<br />@ 6" O.C.
<br />5/8"∅ @
<br />48" O.C.9" 392 245 2x
<br />2 15/32" PLYWOOD
<br />STRUCTURAL 1
<br />10d @
<br />6" O.C.
<br />10d @
<br />12" O.C.
<br />A35/ LTP4
<br />@ 16" O.C.
<br />20d NAILS
<br />@ 4" O.C.
<br />5/8"∅ @
<br />32" O.C.9" 544 340 3x
<br />3 15/32" PLYWOOD
<br />STRUCTURAL 1
<br />10d @
<br />4" O.C.
<br />10d @
<br />12" O.C.
<br />A35/ LTP4
<br />@ 10" O.C.
<br />SDS 1/4"x6"
<br />@ 8" O.C.
<br />5/8"∅
<br />@24" O.C.9" 816 510 3x
<br />4 15/32" PLYWOOD
<br />STRUCTURAL 1
<br />10d @
<br />3" O.C.
<br />10d @
<br />12" O.C.
<br />A35/ LTP4
<br />@ 8" O.C.
<br />SDS 1/4"x6"
<br />@ 5" O.C.
<br />5/8"∅ @
<br />24" O.C.9" 1064 665 3x
<br />5 15/32" PLYWOOD
<br />STRUCTURAL 1
<br />10d @
<br />2" O.C.
<br />10d @
<br />12" O.C.
<br />A35/ LTP4
<br />@ 6" O.C.
<br />SDS 1/4"x6"
<br />@ 4" O.C.
<br />5/8"∅ @
<br />16" O.C.9" 1392 870 3x
<br />GENERAL NOTES FOR STRUCTURAL OBSERVATION
<br />1. (1) STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE
<br />WITH THE INFORMATION BULLETIN NO. P/BC 2017-024. STRUCTURAL OBSERVATION IS THE
<br />VISUAL OBSERVATION AT THE CONSTRUCTION SITE OF THE ELEMENTS AND CONNECTIONS OF
<br />THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES, AND THE COMPLETE
<br />STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS.
<br />STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS
<br />REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.
<br />2. THE OWNER SHALL EMPLOY A STATE OF CALIFORNIA REGISTERED CIVIL OR STRUCTURAL
<br />ENGINEER OR LICENSED ARCHITECT TO PERFORM THE STRUCTURAL OBSERVATION. THE LOS
<br />ANGELES DEPARTMENT OF BUILDING AND SAFETY (LADBS) REQUIRES THE USE OF THE
<br />ENGINEER OR ARCHITECT, OR HIS/HER DESIGNEE RESPONSIBLE FOR THE STRUCTURAL DESIGN
<br />WHO ARE INDEPENDENT OF THE CONTRACTOR.
<br />3. THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER OR
<br />THE OWNER’S REPRESENTATIVE. A LETTER FROM THE OWNER, THE OWNER’S
<br />REPRESENTATIVE, OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE
<br />BUILDING INSPECTOR BEFORE THE FIRST SITE VISIT.
<br />4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING
<br />BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN,
<br />STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY
<br />INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR
<br />STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD
<br />SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED
<br />OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST OBSERVATION
<br />REPORT SUBMITTED TO THE BUILDING INSPECTOR.
<br />5. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE
<br />PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT
<br />SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE LISTED
<br />SIGNIFICANT CONSTRUCTION STAGES ON EITHER THE “STRUCTURAL
<br />OBSERVATION/SIGNIFICANT CONSTRUCTION STAGES” FORM OR THE “STRUCTURAL
<br />OBSERVATION PROGRAM AND DESIGNATION OF THE STRUCTURAL OBSERVER” FORM
<br />IN/FORM.08 (PART 2) REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE
<br />STRUCTURAL OBSERVER.
<br />6. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE “STRUCTURAL
<br />OBSERVATION REPORT FORM” IN/FORM.08 (PART 1) FOR EACH SIGNIFICANT STAGE OF
<br />CONSTRUCTION OBSERVED. THE ORIGINAL OF THE STRUCTURAL OBSERVATION REPORT SHALL
<br />BE SENT TO THE BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED AND SEALED (WET
<br />STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION
<br />REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE
<br />PLANS SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL
<br />OBSERVER OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE
<br />OWNER, CONTRACTOR, AND DEPUTY INSPECTOR. ANY DEFICIENCY NOTED ON THE
<br />OBSERVATION REPORT WILL BECOME THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OR
<br />ARCHITECT OF RECORD TO VERIFY ITS COMPLETION BY THE STRUCTURAL OBSERVER.
<br />7. A FINAL OBSERVATION REPORT MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED
<br />DEFICIENCIES WERE RESOLVED AND STRUCTURAL SYSTEM GENERALLY CONFORMS WITH THE
<br />APPROVED PLANS AND SPECIFICATIONS. THE LOS ANGELES DEPARTMENT OF BUILDING AND
<br />SAFETY (LADBS) WILL NOT ACCEPT THE STRUCTURAL WORK WITHOUT THE FINAL
<br />OBSERVATION REPORT AND THE CORRECTION OF SPECIFIC DEFICIENCIES NOTED DURING
<br />NORMAL BUILDING INSPECTION.
<br />8. THE STRUCTURAL OBSERVER SHALL PROVIDE THE ORIGINAL STAMPED AND SIGNED
<br />“STRUCTURAL OBSERVATION REPORT FORM” TO THE CITY OF LOS ANGELES DEPARTMENT OF
<br />BUILDING AND SAFETY BUILDING INSPECTOR.
<br />9. WHEN THERE IS A NEED TO REPLACE THE STRUCTURAL OBSERVER OF RECORD, THE OWNER
<br />SHALL:
<br />A) NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION BY
<br />SUBMITTING COMPLETED “STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF THE
<br />STRUCTURAL OBSERVER” FORM IN/FORM.08 (PART 2).
<br />B) CALL AN ADDITIONAL PRECONSTRUCTION MEETING, AND
<br />C) FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS
<br />OBSERVATION REPORTS.
<br />D) THE NEW STRUCTURAL OBSERVER MUST BE DESIGNATED BY THE ENGINEER OR ARCHITECT
<br />OF RECORD.
<br />THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE
<br />ORIGINAL OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK
<br />SUPERVISION. THE POLICY OF THE DEPARTMENT SHALL BE TO CORRECT ANY PROPERLY
<br />NOTED DEFICIENCIES WITHOUT CONSIDERATION OF THEIR SOURCE.
<br />10.THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE
<br />STRUCTURAL SYSTEMS. THE
<br />11. BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED
<br />PLANS AND SPECIFICATIONS.
<br />NAILING SCHEDULE
<br />CONNECTION NAILINGa
<br />1. JOIST TO SILL OR GIRDER, TOE NAIL 3-8d
<br />2. BRIDGING TO JOIST, TOE NAIL EACH END 2-8d
<br />3. 1" x 6”（25 mm x 125 mm) SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d
<br />4. WIDER THAN 1" x 6" (25 mm x 152 mm) SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d
<br />5. 2" (51 mm) SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d
<br />6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d AT 16" (406 mm) O.C.
<br />SOLE PLATE TO JOIST OR BLOCKING. AT BRACED WALL PANELS 3-16d PER 16" (406 mm)
<br />7. TOP PLATE TO STUD, END NAIL 2-16d
<br />8. STUD TO SOLE PLATE 4-8d, TOENAIL OR 2-16d, END NAIL
<br />9. DOUBLE STUDS, FACE NAIL 16d AT 24" (610 mm) O.C.
<br />10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 15d AT 16" (405 mm) O.C.
<br />DOUBLE TOP PLATES, LAP SPLICE 8-16d
<br />11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAIL 3-8d
<br />12. RIM JOIST TO TOP PLATE, TOE NAIL 8d AT 6 " (152 mm) O.C.
<br />13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d
<br />14. CONTINUOUS HEADER, TWO PIECES 16d AT 16" (406 mm) O.C. ALONG EACH EDGE
<br />15. CEILING JOIST TO PLATE, TOE NAIL 3-8d
<br />16. CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d
<br />17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d
<br />18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d
<br />19. RAFTER TO PLATE, TOE NAIL 3-8d
<br />20. 1" (25 mm) BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d
<br />21. 1" x 8" (25 mm x 203 mm) SHEATHING OR LESS TO EACH BEARING, FACE NAIL 3-8d
<br />22. WIDER THAN 1" x 8" (25 mm x 203 mm) SHEATHING TO EACH BEARING. FACE NAIL 3-8d
<br />23. BUILT-UP CORNER STUDS 16d AT 24" (610 mm) O.C.
<br />24. BUILT-UP GIRDER AND BEAMS 20d AT 32" (813 mm) O.C. AT TOP AND BOTTOM
<br /> AND STAGGERED 2-20d AT ENDS AND AT EACH SPLICE
<br />25. 2" (51 mm) PLANKS 2-16d AT EACH BEARING
<br />26. COLLAR TIE TO RAFTER, FACE NAIL 3-10d
<br />27. ROOF RAFTER TO HIP. TOE NAIL 3-10d
<br />28. ROOF RAFTER TO 2x RIDGE BEAM, TOE NAIL, FACE NAIL 2-16d
<br />29. JOIST TO BAND JOIST, FACE NAIL 3-16d
<br />30. LEDGER STRIP, FACE NAIL 3-16d
<br />31. WOOD STRUCTURAL PANELS AND PARTICLE BOARDb.
<br />SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING):
<br />1/2" (12.7 mm) AND LESS 6dc,l
<br />19/32" - 3/4" (15 mm -19 mm) 8dd OR 6de
<br />7/8" - 1" (22 mm - 25 mm) 8dc
<br />1 1/8" - 1 1/4" (29 mm -32 mm) 10dd OR 8dd
<br />COMBINATION SUBFLOOR-UNDERLAYMENT (TO FRAMING):
<br />3/4" (19 mm) AND LESS 6de
<br />7/8" - 1" (22 mm -25 mm) 8de
<br />1 1/8" - 1 1/4" (29 mm -32 mm) 10dd OR 8de
<br />32. PANEL SIDING (TO FRAMING):
<br />1/2" (12.7 mm) OR LESS 6df
<br />5/8" (16mm) 8df
<br />33. FIBERBOARD SHEATHINGg:
<br />1/2" (12.7 mm) NO. 11 GAh
<br />6 d
<br /> NO. 16 GAi
<br /> 25/32”（20 mm) NO. 11 GAh
<br /> 8d
<br /> NO. 16 GAi
<br />34. INTERIOR PANELING:
<br />1/4”（6.4 mm) 4d j
<br />3/8" (9.5 mm) 6dk
<br />a COMMON OR BOX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED.
<br />b NAILS SPACED AT 6 INCHES (152 mm) ON CENTER AT EDGES, 12 INCHES (305 mm) AT INTERMEDIATE
<br />SUPPORTS EXCEPT 6 INCHES (152 mm )AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES (1219 mm) OR
<br />MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR
<br />WALLS, REFER TO SECTION 23 NAILS FOR WALL SHEATHING MAY BE COMMON, BOX OR CASING.
<br />c COMMON OR DEFORMED SHANK.
<br />d COMMON.
<br />e DEFORMED SHANK.
<br />f CORROSION-RESISTANT SIDING OR CASING NAILS
<br />g FASTENERS SPACED 3 INCHES (76 mm) ON CENTER AT EXTERIOR EDGES AND 6 INCHES (152 mm) ON
<br />CENTER AT INTERMEDIATE SUPPORTS.
<br />h CORROSION-RESISTANT ROOFING NAILS WITH 7/16 INCH (11 mm) HEAD AND 1 1/2 INCH (38 mm) LENGTH
<br />FOR 1/2 INCH (12.7 mm) SHEATHING AND 1 3/4 INCH (44 mm) LENGTH FOR 25/32 INCH (20 mm) SHEATHING.
<br />i CORROSION - RESISTANT STAPLES WITH NOMINAL 7/16 INCH (11 mm) CROWN AND 1 1/8 INCH (29 mm)
<br />LENGTH FOR
<br />1/2 INCH (12.7 mm) SHEATHING AND 1 1/2 INCH (38 mm) LENGTH FOR 25/32 INCH (20 mm) SHEATHING
<br />PANEL SUPPORTS AT 16 INCHES (406 mm) [20 INCHES (508 mm) IF STRENGTH AXIS IN THE LONG
<br />DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED].
<br />j CASING OR FINISH NAILS SPACED 6 INCHES (152 mm) ON PANEL EDGES, 12 INCHES (305 mm) AT
<br />INTERMEDIATE SUPPORTS.
<br />k PANEL SUPPORTS AT 24 INCHES (610 mm). CASING OR FINISH NAILS SPACED 6 INCHES (152 mm) ON
<br />PANEL EDGES 12 INCHES (305 mm) AT INTERMEDIATE SUPPORTS.
<br />l FOR ROOF SHEATHING APPLICATIONS, 8d NAILS ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL
<br />PANELS.
<br />m STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.
<br />n FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES
<br />AT INTERMEDIATE SUPPORTS.
<br />o FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR
<br />SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER EDGES, 6 INCHES AT INTERMEDIATE
<br />SUPPORTS FOR ROOF SHEATHING.
<br />p FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.
<br />IF LOCAL BUILDING AND SAFETY CODE DIFFERS FROM THE ABOVE SCHEDULE AND NOTES, THEN
<br />CONTRACTOR SHALL COMPLY W/LOCAL BUILDING AND SAFETY CODES.
<br />PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND
<br />DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS
<br />OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS
<br />REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS
<br />HARDWARE LARR # ICC #
<br /> JOIST HANGERS 25800 ESR-2553
<br />25801 ESR-2552
<br />25803 ESR-2615
<br />25804 ESR-2551
<br />25807 ESR-2549
<br /> POST BASE 25985 ESR-3050
<br /> HORIZ. STRAPS 25713 ESR-2105
<br /> POST CAPS 25714 ESR-2604
<br /> HOLDOWNS 25720 ESR-2330
<br /> SIMPSON A35, LTP 25814 ESR-3096
<br /> HURRICANE TIES 25718 ESR-2613
<br /> SIMPSON SET-XP EPOXY 25744 ESR-2508
<br />HARDWARE LARR # ICC #
<br /> HARDY FRAME 25759 ESR-2089
<br /> STRONG WALL SSW 26625 ESR-1679
<br /> STRONG WALL SW 25427 ESR-1267
<br /> PARALLAM 25202 ESR-1387
<br /> VERSA-LAM 25998 ESR-1040
<br /> BCI WOOD I JOIST 24999 ESR-1336
<br /> GLASS RAILING 25084 CSI-05520
<br /> REDLAM LVL 25832 ESR-2993
<br /> QUIK DRIVE 25917 ESR-3006
<br /> SD WOOD SCREWS 25910 ESR-3096
<br /> SDW WOOD SCREWS 25906 ER-192
<br /> ANCHOR BOLTS 25827 ESR-2611
<br /> SDS SCREWS 25711 ESR-2236
<br />FOUNDATION REINFORCEMENT
<br />DIAPHRAGM AND NAILING
<br />FRAMING HARDWARE
<br />NAILING AND ANCHORAGE
<br />EVGENY NAGOVITSYN
<br />323 486-4151 C93527
<br />1506 E Clemensen Ave &
<br />#212/12/2024
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