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SHEET INDEXGENERAL NOTES
<br />SN1 GENERAL NOTES
<br />SN2 TYPICAL DETAILS
<br />S-1 DECK AND ROOF FRAMING PLANS
<br />RISK CATEGORY II SS = 1.282 R = 6.5
<br />IMPORTANCE FACTOR 1.0 S1 = 0.460
<br />SEISMIC DESIGN CATEGORY D SDS = 1.025
<br />SITE CLASS D SD1 = N/A
<br />BASIC SEISMIC FORCE RESISTING SYSTEM - LIGHT FRAMED WALLS SHEATHED w/ WOOD
<br />STRUCTURAL PANELS
<br />ANALYSIS PROCEDURE USED - EQUIVALENT LATERAL FORCE PROCEDURE
<br />15/32" APA RATED SHEATHING, EXPOSURE 1 WITH A MIN. PANEL INDEX OF 32/16
<br /> BOUNDARY NAILING (B.N.)8d COMMON NAILS AT 6"o/c
<br /> EDGE NAILING (E.N.)8d COMMON NAILS AT 6"o/c
<br /> FIELD NAILING (F.N.)8d COMMON NAILS AT 12"o/c
<br />23/32" APA RATED STURD-I-FLOOR, T&G, EXPOSURE 1 WITH A MIN. SPAN RATING OF 24".
<br />PLYWOOD MUST CONFORM WITH DOC PS1 OR PS2.
<br /> BOUNDARY NAILING (B.N.)10d COMMON NAILS AT 6"o/c
<br /> EDGE NAILING (E.N.)10d COMMON NAILS AT 6"o/c
<br /> FIELD NAILING (F.N.)10d COMMON NAILS AT 12"o/c
<br />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING WITH
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
<br />ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.
<br />GENERAL REQUIREMENTS
<br />1.WORK PERFORMED SHALL COMPLY WITH THE 2022 CBC AND ALL APPLICABLE LOCAL, STATE
<br />AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND PROTECTIVE COVENANTS
<br />GOVERNING THE SITE OF WORK.
<br />2.STANDARD SPECIFICATIONS OF ASTM ARE NOTED HEREIN AND AS REQUIRED BY THE
<br />BUILDING CODE.
<br />3.ALL WORK NEEDS TO BE PERFORMED BY QUALIFIED AND EXPERIENCED CONTRACTORS
<br />FAMILIAR WITH THIS TYPE OF PROJECT.
<br />4.IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
<br />5.THE ENGINEER OR ARCHITECT OF RECORD MUST BE NOTIFIED IMMEDIATELY SHOULD ANY
<br />QUESTION ARISE OR ANY DISCREPANCY BE FOUND PERTAINING TO THE WORKING
<br />DRAWINGS.
<br />6.ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS IS THE RESPONSIBILITY OF
<br />THE CONTRACTORS AND SUB-CONTRACTORS. NOTED DIMENSIONS TAKE PRECEDENCE
<br />OVER THE SCALE OF DRAWINGS.
<br />7.NO DEVIATIONS FROM THESE PLANS SHALL BE MADE WITHOUT THE WRITTEN CONSENT OF
<br />JJS STRUCTURAL, INC.
<br />8.THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
<br />SUPPORT, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT HAS NOT BEEN
<br />CONSIDERED BY THE ARCHITECT OR ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR THE
<br />STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND
<br />FLOOR DIAPHRAGMS AND FINISH MATERIALS. THE BUILDER HAS CONTRACTED WITH JJS
<br />STRUCTURAL, INC. FOR THE LIMITED SERVICES OF PROVIDING THE MINIMUM STRUCTURAL
<br />ENGINEERING DRAWINGS REQUIRED, WHEN COMBINED WITH THE OTHER BUILDING
<br />CONSULTANTS DRAWINGS TO OBTAIN A BUILDING PERMIT FOR THIS PROJECT.
<br />9.THE BUILDER HAS REQUESTED, ACCEPTS AND REPRESENTS THAT HE WILL SELECT ALL
<br />MATERIALS AND MANUFACTURERS, QUALIFY AND SELECT ALL INSTALLERS, DIRECT ALL WAYS
<br />AND MEANS OF CONSTRUCTION AND PROVIDE ALL SUB-CONTRACTORS ADDITIONAL
<br />INFORMATION, ABOVE AND BEYOND THESE DRAWINGS, REQUIRED TO COMPLETE THE
<br />PROJECT IN CONFORMANCE WITH ALL GOVERNING AGENCIES AND THE WORK WILL MEET
<br />OR EXCEED ACCEPTED INDUSTRY STANDARDS.
<br />DESIGN CRITERIA
<br />1.GRAVITY LOADS:
<br />1.1.EX'G ROOF TILE ASSUMED TO BE CONCRETE (WEIGHT = 10.0psf, MAX)
<br />1.2.EX'G DECK ASSUMED TO HAVE DEX-O-TEX, OVER 3 4" SHT'G, OVER 2x6 DECKING
<br />(WEIGHT = 8.4psf, MAX.)
<br />2.SEISMIC DESIGN PARAMETERS
<br />3.WIND DESIGN PARAMETERS
<br />4.LUMBER GRADES:
<br />5.ROOF SHEATHING:
<br />6.FLOOR SHEATHING
<br />REINFORCED CONCRETE
<br />1.ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM TO CBC
<br />CHAPTER 19.
<br />2.CEMENT AND CONCRETE AGGREGATES SHALL CONFORM TO CBC SECTION 1903.
<br />3.ADMIXTURES CONTAINING CALCIUM CHLORIDES SHALL NOT BE USED.
<br />4.CONCRETE SHALL BE TO THE STRENGTH AND SLUMP SPECIFIED AND CONSIST OF PORTLAND
<br />CEMENT ASTM C-150. AGGREGATES MUST CONFORM TO ASTM C-33 AND WATER MUST BE
<br />CLEAN AND POTABLE.
<br />5.THE MINIMUM COMPRESSIVE STRENGTH (f'c) OF CONCRETE SHALL BE 2500 psi AT 28 DAYS,
<br />U.N.O.
<br />5.1.THE MINIMUM COMPRESSIVE STRENGTH (f'c) OF CONCRETE SHALL BE 3000 psi AT 28
<br />DAYS IF STRUCTURE IS OVER TWO-STORIES IN HEIGHT
<br />6.TYPE V CEMENT w/ A MAX. W:C RATIO OF 0.45 MUST BE USED IF SOIL CONTAINS SULFATE,
<br />PER CBC SECTION 1904 & ACI 318-14, TABLE 19.3.2.1. MIN. f'c = 4500 psi AT 28 DAYS. SPECIAL
<br />INSPECTION IS NOT REQUIRED. REFER TO CBC SECTION 1904, SOILS AND CORROSION
<br />ENGINEERS RECOMMENDATIONS FOR CONCRETE EXPOSED TO CORROSIVE ELEMENTS.
<br />7.SPECIAL INSPECTION IS REQUIRED FOR CONCRETE w/ f'c > 2500 psi UNLESS IT'S SOLELY USED
<br />FOR ITEM 6 ABOVE.
<br />8.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 & #4 AND
<br />GRADE 60 FOR SIZES #5 & LARGER.
<br />9.ALL REINFORCING STEEL, DOWELS, HOLDOWNS AND OTHER INSERTS MUST BE SECURED IN
<br />PLACE AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONCRETE BEING POURED.
<br />10.MIN. CONCRETE COVER FOR REINFORCING IS AS FOLLOWS:
<br />10.1.CONC. PLACED AGAINST EARTH, NOT FORMED 3"
<br />10.2.CONCRETE FORMED OR TROWELED 2"
<br />10.3.WALLS AND CURBS 1-1/2"
<br />10.4.SLABS ON GRADE AT CENTER
<br />ROOF LOADS DECK LOADS
<br />DEAD LOAD 18 psf 13 psf
<br />LIVE LOAD 20 psf 60 psf
<br />TOTAL LOAD 38 psf 73 psf
<br /> 2x AND 4x MEMBERS DFL #2
<br /> 6x AND 8x MEMBERS DFL #1
<br /> STUDS (9'-0" IN HT. OR LESS)DFL STUD GRADE
<br /> STUDS (TALLER THAN 9'-0")DFL #2
<br /> TOP AND SILL PLATES DFL #2 OR BETTER*
<br />*MUD SILLS IN CONTACT WITH CONCRETE ARE TO BE PRESSURE TREATED
<br />FOUNDATION
<br />1.ALL CONTINUOUS FOOTINGS MUST HAVE 5/8" Ø. x MIN. 12" ANCHOR BOLTS EMBEDDED 7"
<br />INTO CONCRETE AND SPACED NO MORE THAN 48"o/c, U.N.O. ONE ANCHOR BOLT MUST
<br />BE LOCATED BETWEEN 4" & 12" FROM THE END OF ALL SILL PLATES AND THERE MUST BE AT
<br />LEAST (2) ANCHOR BOLTS PER SILL PLATE / SHEAR WALL.
<br />2.ANCHOR BOLTS AT SHEAR WALLS MUST HAVE A 3"x3"x0.229" THK. PLATE WASHER
<br />INSTALLED BETWEEN THE NUT AND SILL PLATE.
<br />2.1.THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED w/ A
<br />WIDTH OF UP TO 3 16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO
<br />EXCEED 13 4", PROVIDED A STD. CUT WASHER IS PLACED BETWEEN THE PLATE WASHER
<br />AND NUT.
<br />3.INTERIOR NON-SHEAR WALLS SHALL BE ANCHORED TO THE CONCRETE SLAB WITH
<br />SIMPSON PHNW SERIES 0.145" DIA. SHOT PINS, SPACED AT 16"o/c. PROVIDE MINIMUM
<br />114" EMBED. INTO SLAB. REFER TO ICC-ES ESR-2138 FOR INSTALLATION INFORMATION.
<br />4.ALL HOLDOWNS MUST BE INSTALLED PER THE LATEST ICC-ES REPORTS AND TIED IN PLACE
<br />JUST PRIOR TO FOUNDATION INSPECTION. IT IS THE RESPONSIBILITY OF THE
<br />CONTRACTOR TO LOCATE ALL ANCHORS AS DIMENSIONS ARE NOT FURNISHED IN THESE
<br />STRUCTURAL PLANS.
<br />5.PROVIDE #3 x 24" DOWELS AT 24"o/c ALL CONCRETE STOOPS AND PORCHES.
<br />6.IF THERE IS A SOILS ENGINEER ON THE PROJECT, ALL FOOTING, SLAB AND REBAR
<br />REQUIREMENTS AS WELL AS EXPANSIVE SOILS REQUIREMENTS MUST BE VERIFIED. THE
<br />MORE STRINGENT GUIDELINES SHALL GOVERN.
<br />7.CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO
<br />CONCRETE PLACEMENT TO ASSIST IN UNIFORM CONCRETE CURING. SLABS MUST NOT BE
<br />POURED DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER
<br />VISQUEEN SHOULD NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR. ANY FREE
<br />WATER TRAPPED IN THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE POUR.
<br />8.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
<br />WITH CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED
<br />BY THE SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING
<br />FOUNDATIONS, WALLS AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT
<br />LATERAL SOIL PRESSURE.
<br />9.CONCRETE PLACEMENT SHALL BE MONOLITHIC IN ONE CONTINUOUS OPERATION,
<br />UNIFORMLY PLACED, MUST BE VIBRATED AND WELL CONSOLIDATED, U.N.O. FOR
<br />NON-MONO POUR, USE #4 DOWELS AT 18"o/c, MIN. 18" INTO SLAB AND 12" INTO 1ST.
<br />POUR.
<br />10.FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'.
<br />11.REQUIREMENTS FOR THE SITE AND PAD PREPARATION, PRE-SATURATION OF SUBGRADE
<br />SOILS, DAYLIGHT SETBACK OF EXTERIOR FOOTINGS FROM ANY DESCENDING SLOPE SHALL
<br />COMPLY WITH THE SOIL ENGINEER'S RECOMMENDATIONS, AS REQUIRED.
<br />12.REFER TO THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, DEPRESSIONS, SLOPE,
<br />SHELVES, PATIOS, STOOPS AND PORCHES NOT SHOWN.
<br />13.DO NOT WALK ON THE SLAB UNTIL AT LEAST 24 HOURS AFTER THE CONCRETE HAS BEEN
<br />POURED. WALL FRAMING MAY COMMENCE 4-5 DAYS AFTER THE CONCRETE POUR AND
<br />ROOF/FLOOR FRAMING 7-10 DAYS AFTER. THE ROOF MAY NOT BE LOADED UNTIL AT LEAST
<br />14 DAYS AFTER THE CONCRETE HAS BEEN POURED.
<br />14.NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTINGS OR UNDER
<br />CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY JJS
<br />STRUCTURAL, INC. AND THE BUILDING OFFICIAL.
<br />15.SHEAR WALL ANCHOR BOLTS AND HOLDOWN HARDWARE MUST BE SECURED IN PLACE
<br />PRIOR TO FOUNDATION INSPECTION.
<br />16.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE TREATED WOOD,
<br />CONFORMING TO AWPA U1 AND M4.
<br />17.ALL BOLTS IN CONCRETE MUST CONFORM TO ASTM F1554, GRADE 36, U.N.O.
<br />18.ALL HIGH STRENGTH BOLTS MUST CONFORM TO ASTM A449 (UP TO 1"Ø) AND ASTM A193
<br />B7 OR ASTM F1554 GRADE 105 (118" & 114"Ø).
<br />FRAMING
<br />1.ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES WITH A MAXIMUM
<br />MOISTURE CONTENT OF 19% AT THE TIME OF CONSTRUCTION. WOOD SHALL CONFORM
<br />WITH DOC PS20.
<br />2.CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT FRAMED
<br />CONSTRUCTION SHALL BE FOLLOWED AS REQUIRED.
<br />3.ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE IN
<br />ACCORDANCE WITH THE BUILDING CODE UNLESS MORE STRINGENT REQUIREMENTS ARE
<br />REQUIRED BY THE LOCAL JURISDICTION.
<br />4.TOP PLATES OF ALL WOOD STUDS WALLS MUST CONSIST OF (2) 2x MEMBERS THE SAME
<br />WIDTH AS THE STUDS, U.N.O. TOP PLATES SHALL LAP A MINIMUM OF 48" AND BE SPLICED
<br />WITH A MINIMUM OF (8) 16d NAILS, SPACED AT 12"o/c, MAX.
<br />5.ALL SHEAR PANELS MUST HAVE CONTINUOUS SHEATHING FROM ONE END TO THE OTHER
<br />AND FROM PLATE TO PLATE.
<br />6.NON-BEARING WALLS ARE TO BE FRAMED WITH 2x4 STUDS AT 24"o/c FOR A MAXIMUM
<br />HEIGHT OF 14'-0" AND 2x6 STUDS AT 24"o/c FOR A MAXIMUM HEIGHT OF 20'-0". TALLER
<br />WALLS AND BEARING WALLS WILL BE DESIGNED ON A CASE BY CASE BASIS (SECTION
<br />2308.5.1).
<br />7.NON-BEARING HEADERS: USE 2x4 FOR A MAXIMUM OPENING WIDTH OF 3'-0", 2-2x4 FOR
<br />AN OPENING WIDTH OF 6'-0', MAX. AND 4x6 FOR OPENINGS UP TO 12'-0" WIDE.
<br />8.2x DFL #2 CEILING JOISTS MAY BE USED TO SUPPORT NO MORE THAN 6 PSF DEAD
<br /> LOAD AND 10 PSF LIVE LOAD AS FOLLOWS:
<br />2x4'S AT 16"o/c - MAX. SPAN = 9'-0"
<br />2x6'S AT 16"o/c - MAX. SPAN = 13'-0"
<br />2x8'S AT 16"o/c - MAX. SPAN = 14'-6"
<br />2x10'S AT 16"o/c - MAX. SPAN = 15'-9"
<br />THIS IS BASED ON A DRYWALL CEILING AND A MAXIMUM DEFLECTION OF
<br />L/240.
<br />9.ALL NAILS SHALL BE SINKER NAILS AND STAGGERED EXCEPT AS SPECIFIED IN CBC
<br /> TABLE 2304.10.2, U.N.O.
<br />10.FASTENERS, INCLUDING NUTS , WASHERS & CONNECTORS IN CONTACT w/ PRESERVATIVE
<br />TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED
<br />GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING
<br />WEIGHTS FOR ZINC COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153.
<br />11.ALL MACHINE BOLTS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. BOLT HOLES
<br />SHALL BE DRILLED 132" - 116" LARGER THAN THE BOLT DIAMETER.
<br />12.FOR NON-SHEAR WALL APPLICATIONS, ROUND WASHERS SHALL BE USED ON ALL
<br /> BOLTS AND SHALL CONFORM WITH ANSI/ASME STANDARD B18.2.1. USE MIN. 13 8" Ø x 7 64"
<br /> THICK WASHER FOR 12"Ø BOLT, 13 4"Ø x 9 64" THICK WASHER FOR 5 8"Ø BOLT AND 212"Ø x 1164"
<br /> THICK WASHER FOR 1" Ø BOLT.
<br />13.MANUFACTURED HARDWARE SPECIFIED ON THE DRAWINGS ARE TO BE SIMPSON
<br /> STRONG TIE OR EQUAL. FOLLOW ALL MANUFACTURERS REQUIREMENTS AND
<br /> RECOMMENDATIONS FOR INSTALLATION AND HANDLING OF THE PRODUCT.
<br />14.ALL JOIST HANGERS SHALL BE SIMPSON U HANGERS (OR EQUAL) AND ALL BEAM
<br /> HANGERS SHALL BE SIMPSON HU HANGERS (OR EQUAL), U.N.O. ON PLANS. FOLLOW
<br /> MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION.
<br />15.ALL LEDGERS SHALL BE SPLICED WITH AN ST22 STRAP, U.N.O.
<br />16.ROOF/FLOOR SHEATHING & SHEAR PANELS MAY BE PLYWOOD OR OSB. REFER TO DESIGN
<br />CRITERIA & SHEAR WALL SCHEDULE FOR ADD'L INFORMATION.
<br />17.ALL NAILING SHALL CONFORM TO CBC TABLE 2304.10.2
<br />18.ALL WOOD STRUCTURAL PANELS SHALL CONFORM TO DOC PS1 OR DOC PS2
<br />19.WOOD FRAMING MEMBERS (E.G. BEAMS AND POSTS) SHALL BE PRESSURE TREATED WHEN
<br />EXPOSED TO WEATHER, PER CBC 2304.12.2.3
<br />CONCRETE MASONRY
<br />1.ALL CONCRETE MASONRY MATERIALS & CONSTRUCTION SHALL BE IN ACCORDANCE WITH
<br />CHAPTER 21 OF THE CBC.
<br />2.MORTAR SHALL CONFORM TO ASTM C 270 TYPE S OR M, PER CBC SECTION 2103.8.
<br />3.GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602 / ACI 530.1 / ASCE 6, PER CBC
<br />SECTION 2103.12. A MINIMUM 28-DAY COMPRESSION STRENGTH OF 2000 PSI MUST BE
<br />ATTAINED UNLESS THE SPECIFIED MASONRY UNITS REQUIRE A GREATER STRENGTH.
<br />4.THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL BE 1500 PSI, U.N.O.
<br />5.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 SHALL BE USED FOR SIZES
<br />#3 & #4 AND GRADE 60 FOR SIZES #5 AND LARGER.
<br /> STRUCTURAL STEEL
<br />1.ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO CBC
<br /> CHAPTER 22.
<br />2.ALL STEEL SHALL BE PRIMED w/ A RUST RESISTANT PRIMER AND CONFORM TO ASTM
<br /> A36 (Fy=36ksi), U.N.O.
<br />2.1.W SHAPES SHALL CONFORM TO ASTM A992 (Fy=50ksi)
<br />2.2.RECTANGULAR HSS TUBING SHALL CONFORM TO ASTM A500, GRADE C (Fy=50ksi)
<br />2.3.ROUND HSS TUBING SHALL CONFORM TO ASTM A500, GRADE C (Fy=46ksi)
<br />2.4.STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B (Fy=35ksi)
<br />3.ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO CBC
<br /> SECTION 2204.1. ALL WELDING SHALL BE BY THE SHIELDED METAL ARC WELDING
<br /> PROCESS OR THE SUBMERGED ARC WELDING PROCESS USING E70XX-LOW
<br /> HYDROGEN ELECTRODES, U.N.O.
<br />4.ALL BOLTS FOR STEEL MEMBER CONNECTIONS SHALL CONFORM TO CBC SECTION
<br /> 2204.2 & ASTM A325N, U.N.O.
<br />5.HOLES FOR BOLTS MUST BE DRILLED OR PUNCHED AND SHALL BE 1/16" LARGER THAN
<br /> THE BOLT DIAMETER.
<br />6.ALL SHOP WELDING AND FABRICATION MUST BE DONE IN A SHOP CERTIFIED BY AISC
<br /> QUALITY CERTIFICATION PROGRAM AND APPROVED BY THE BUILDING OFFICIAL. ALL
<br /> FIELD WELDING MUST BE PERFORMED BY A CERTIFIED WELDER AND A SPECIAL
<br /> INSPECTOR SHALL CONTINUOUSLY INSPECT ALL STRUCTURAL FIELD WELDING. BOTH
<br /> SHALL BE APPROVED BY THE BUILDING OFFICIAL.
<br />7.WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE
<br />SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE ENGINEER OF
<br />RECORD. SPECIFY THE REQUIRED "WPS" ON THE PLANS.
<br />8.ALL FILLER (WELD) METAL SHALL HAVE MINIMUM CVN OF 20 FT-LBS AT -20 DEGREES
<br />FAHRENHEIT AND 40 FT-LBS AT 70 DEGREES FAHRENHEIT.
<br />9.THE STRUCTURAL STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR ALL STEEL
<br />MEMBERS TO THE ENGINEER OF RECORD FOR REVIEW.
<br /> GLUED LAMINATED LUMBER
<br />1.GLUE LAMINATED LUMBER SHALL BE MANUFACTURED, FABRICATED AND SHALL BE
<br />INSPECTED FOR QUALITY CONTROL IN ACCORDANCE WITH ANSI/APA-190.1 AND ASTM
<br />D3737, STRUCTURAL GLUED - LAMINATED TIMBER. FABRICATION OF TIMBERS SHALL BE
<br />USING MATERIALS AT 16% OR LOWER MOISTURE CONTENT AND SHALL UTILIZE ADHESIVE
<br />APPROVED FOR WET CONDITION OF SERVICE.
<br />2.GLUE LAMINATED TIMBERS SHALL BE VISUALLY GRADED WESTERN SPECIES WITH A 24F-V4
<br />COMBINATION FOR STANDARD APPLICATIONS AND 24F-V8 FOR CANTILEVERED
<br />APPLICATIONS.
<br />3.GLUE LAMINATED TIMBERS SHALL BE CLEARLY STAMPED OR MARKED AND SHALL BE
<br />ACCOMPANIED BY A CERTIFICATE OF COMPLIANCE INDICATING CONFORMANCE TO
<br />ANSI/APA-190.1. APPROVED CERTIFICATE OF COMPLIANCE ISSUING AGENCIES ARE THE
<br />AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), WESTERN WOOD PRODUCTS
<br />ASSOCIATION (WWPA) OR THE APA - THE ENGINEERED WOOD ASSOCIATION. A COPY OF
<br />THE CERTIFICATE OF COMPLIANCE SHALL BE PRESENTED TO THE INSPECTOR PRIOR TO
<br />INSTALLATION, WITH COPIES FORWARDED TO THE STRUCTURAL ENGINEER AND
<br />ARCHITECT.
<br />4.CAMBER REQUIREMENTS SHALL BE AS INDICATED IN THE CONSTRUCTION DOCUMENTS
<br />OR SHALL HAVE A STANDARD CAMBER WITH A RADIUS OF CURVATURE OF 3500 FEET PLUS
<br />OR MINUS 200 FEET.
<br />5.GLUED-LAMINATED TIMBERS EXPOSED TO WEATHER SHALL BE PRESSURE TREATED AND
<br />CONFORM TO AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA), AWPA STANDARD
<br />C-28, PRESSURE TREATMENT OF STRUCTURAL GLUED-LAMINATED TIMBER OR AITC
<br />STANDARD 109, STANDARD PRESERVATIVE TREATMENT OF STRUCTURAL
<br />GLUED-LAMINATED TIMBER. AMMONIUM COPPER ZINC ARSENATE SHALL BE USED AS THE
<br />TREATMENT SOLUTION. TREATMENT TYPE AND INSPECTION AGENCY SHALL BE CLEARLY
<br />STAMPED ON TREATED MATERIAL. TREATMENT AGENCY TO CONFORM TO AMERICAN
<br />WOOD PRESERVERS BUREAU (AWPB) AWPB STANDARD LP. EXTERIOR EXPOSED SURFACES
<br />SHALL BE COATED OR PAINTED WITH MINIMUM TWO COATS OF SEALER OR COVERED BY
<br />FRAMING OR DRYWALL FOR INTERIOR APPLICATIONS.
<br />Fastening Schedule (2304.10.2)
<br />Description of Building Elements Number & Type of
<br />Fastener
<br />Spacing &
<br />Location
<br />Roof
<br />1.
<br />Blk'g between ceiling joists, rafters or
<br />trusses to top plate or other framing below 3-8d common (212"x0.131")Each end, toenail
<br />Blk'g between rafters or truss not at the
<br />wall top plate, to rafter or truss
<br />2-8d common (212"x0.131")Each end, toenail
<br />2-16d common (312"x0.162")End nail
<br />Flat blk'g to truss and web filler 16d common (312"x0.162")Face nail
<br />2.Ceiling joists to top plate 3-8d common (212"x0.131"); or
<br />3-10d box (3"x0.128")Face nail
<br />3.Ceiling joists not attached to parallel
<br />rafter, laps over partitions (no thrust)
<br />3-16d common (312"x0.162"); or
<br />4-10d box (3"x0.128")Face nail
<br />4.Ceiling joist attached to parallel rafter
<br />(heel joint)Per plan or Table 2308.7.3.1 Face nail
<br />5.Collar tie to rafter 3-10d common (3"x0.148"); or
<br />4-10d box (3"x0.128")Face nail
<br />6.Rafter or roof truss to top plate
<br />3-10d common (3"x0.148"); or
<br />3-16d box (312"x0.135"); or
<br />4-10d box (3"x0.128")
<br />Toenail1
<br />7.Roof rafters to ridge valley or hip rafters; or
<br />roof rafter to 2-inch ridge beam
<br />2-16d common (312"x0.162"); or
<br />3-10d box (3"x0.128")End nail
<br />3-10d common (312"x0.148"); or
<br />4-16d box (312"x0.135"); or
<br />4-10d box (3"x0.128")
<br />Toenail
<br />Wall
<br />8.Stud to stud (not at braced wall panels)
<br />16d common (312"x0.162"); or 24"o/c face nail
<br />10d box (3"x0.128")16"o/c face nail
<br />9.
<br />Stud to stud and abutting studs at
<br />intersecting wall corners (at braced wall
<br />panels)
<br />16d common (312"x0.162"); or 16"o/c face nail
<br />16d box (312"x0.135")12"o/c face nail
<br />10.Built-up header (2" to 2" header)
<br />16d common (312"x0.162"); or 16"o/c each edge,
<br />face nail
<br />16d box (312"x0.135")12"o/c each edge,
<br />face nail
<br />11.Continuous header to stud 4-8d common (212"x0.131"); or
<br />4-10d box (3"x0.128")Toenail
<br />12.Top plate to top plate
<br />16d common (312"x0.162"); or 16"o/c face nail
<br />10d box (3"x0.128")12"o/c face nail
<br />13.Top plate to top plate, at end joints 8-16d common (312"x0.162"); or
<br />12-10d box (3"x0.128")
<br />Each side of end joint,
<br />face nail (minimum
<br />24" lap splice length
<br />each side of end joint)
<br />14.Bottom plate to joist, rim joist, band joist or
<br />blk'g (not at braced wall panels)
<br />16d common (312"x0.162"); or 16"o/c face nail
<br />16d box (312"x0.135")12"o/c face nail
<br />15.Bottom plate to joist, rim joist, band joist or
<br />blk'g at braced wall panels
<br />2-16d common (312"x0.162); or
<br />3-16d box (312"x0.135")16"o/c face nail
<br />16.Stud to top or bottom plate
<br />4-8d common (212"x0.131"); or
<br />4-10d box (3"x0.128")Toenail
<br />2-16d common (312"x0.162"); or
<br />3-10d box (3"x0.128")End nail
<br />17.Top plates, laps at corners & intersections 2-16d common (312"x0.162"); or
<br />3-10d box (3"x0.128")End nail
<br />18.1" brace to each stud and plate 2-8d common (212"x0.131"); or
<br />2-10d box (3"x0.128")Face nail
<br />19.1"x6" sheathing to each bearing 2-8d common (212"x0.131"); or
<br />2-10d box (3"x0.128")Face nail
<br />20.1"x8" and wider sheathing to each bearing 3-8d common (212"x0.131"); or
<br />3-10d box (3"x0.128")Face nail
<br />Floor
<br />21.Joist to sill, top plate or girder 3-8d common (212"x0.131"); or
<br />floor 3-10d box (3"x0.128")Toenail
<br />22.Rim joist, band joist, or blk'g to top plate,
<br />sill or other framing below
<br />8d common (212"x0.131"); or
<br />10d box (3"x0.128")6"o/c, toenail
<br />23.1"x6" subfloor or less to each joist 2-8d common (212"x0.131"); or
<br />2-10d box (3"x0.128")Face nail
<br />24.2" subfloor to joist or girder 2-16d common (312"x0.162")Face nail
<br />25.2" planks (plank & beam - floor & roof)2-16d common (312"x0.162")Each bearing, face
<br />nail
<br />26.Built-up girders & beams, 2" lumber layers
<br />20d common (4"x0.192")
<br />32"o/c, face nail at
<br />top & btm staggered
<br />on opposite sides
<br />10d box (3"x0.128")
<br />24"o/c, face nail at
<br />top & btm staggered
<br />on opposite sides
<br />And:
<br />2-20d common (4"x0.192"); or
<br />3-10d box (3"x0.128")
<br />Ends at each splice,
<br />face nail
<br />27.Ledger strip supporting joists or rafters 3-16d common (312"x0.162"); or
<br />4-10d box (3"x0.128")
<br />Each joist or rafter,
<br />face nail
<br />28.Joist to band joist or rim joist 3-16d common (312"x0.162"); or
<br />4-10d box (3"x0.128")End nail
<br />29.Bridging or blk'g to joist, rafter or truss 2-8d common (212"x0.131"); or
<br />2-10d box (3"x0.128")Each end, toenail
<br />Notes:
<br />1. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the
<br />ceiling joist is fastened to the top plate in accordance with this schedule, the number of toe nails in the
<br />rafter shall be permitted to be reduced by one nail.
<br />2. Refer to the Design Criteria section on this page for roof and floor sheathing nailing schedule
<br />3. Refer to the Shear Wall Schedule on this page for nailing requirements at wood structural panels
<br />DESIGN WIND SPEED, V 95 mph EXPOSURE B RISK CATEGORY II
<br />SN1
<br />N/A
<br />10/15/24
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<br />RESTRICTIVE NOTICE
<br />THESE DRAWINGS ARE THE SOLE PROPERTY
<br />OF JJS STRUCTURAL, INC. AND MAY NOT BE
<br />REPRODUCED WITHOUT THE WRITTEN
<br />CONSENT OF AN OFFICER OF OUR FIRM. THE
<br />PLANS ARE ONLY TO BE USED FOR THIS
<br />SPECIFIC PROJECT AND ARE NOT APPLICABLE
<br />TO ANY OTHER STRUCTURE.
<br />9 7 5 1 O l y m p i c D r i v e
<br />H u n t i n g t o n B e a c h , C A 9 2 6 4 6
<br />7 1 4 -4 9 6 -6 7 7 2
<br />JOB NO.:
<br />ISSUE DATE:
<br />SCALE:
<br />SHEET NO.
<br />24051
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<br />STATE OF CALIFORNIA
<br />JASON SK UDLARSKINo. C67712
<br />Exp. 06/30/25
<br />CIV IL
<br />REGISTERED PROFESSIONAL ENGINEER
<br />REVISIONS DATE
<br />1 PLAN CHECK 01/13/25
<br />1000 W MacArthur Blvd
<br />Unit# 721/23/2025
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