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STRUCTURAL STEEL
<br />REINFORCED CONCRETE
<br />1.
<br />2.
<br />GENERAL
<br />MATERIALS
<br />3.CONCRETE AGGREGATES SHALL CONFORM TO CHARTER 4 C.R.C.
<br />FOUNDATION
<br />C
<br />110 MPHWIND SPEED:
<br />WIND EXPOSURE:
<br />3.
<br />LATERAL LOADS:4.
<br />TOTAL = 40 PSF
<br />LIVE LOAD = 20 PSF
<br />DEAD LOAD = 20 PSF
<br />ROOF LOAD
<br />DESIGN LOADS:
<br />SITE CLASS =
<br />RISK CATEGORY:
<br />TYPICAL FLOOR SHEATHING
<br />B.N.:10D COMMON NAILS AT 6" O.C.
<br />E.N.:10D COMMON NAILS AT 6" O.C.
<br />F.N.:10D COMMON NAILS AT 12" O.C.
<br />TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
<br />B.N.:8D COMMON NAIL AT 6" O.C.
<br />E.N.:8D COMMON NAIL AT 6" O.C.
<br />F.N.:8D COMMON NAIL AT 12" O.C.
<br />LUMBER GRADES ( U.N.O. )
<br />6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
<br />4X POSTS/BEAMS/HEADERS: #2 DFL
<br />2X JOISTS/RAFTERS: #2 DFL
<br />STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
<br />TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
<br />5.
<br />6.
<br />7.
<br />Ss:
<br />S1:
<br />STRENGTH
<br />7.
<br />9.
<br />10.MIN. CONCRETE COVER FOR REINFORCING:
<br />A- CONCRETE, PLACED AGAINST EARTH NOT FORMED - 3"
<br />B- CONCRETE FORMED OR TROWELED - 2"
<br />C- WALLS AND CURBS - 1 1/2"
<br />D- SLAB ON GRADE - AT CENTER
<br />8.
<br />DOWELS SHALL BE EQUAL IN SIZE AND SPACING.
<br />4.
<br />6.
<br />14.
<br />15.ALL LEDGERS SHALL BE SPLICED WITH ST22 STRAP, UNLESS NOTED OTHERWISE.
<br />16.
<br />II
<br />D - Stiff
<br />1.294
<br />0.462
<br />WOOD
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />10.
<br />11.
<br />12.
<br />13.
<br />9.
<br />17.
<br />18.
<br />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING
<br />APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER
<br />PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472),
<br />MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S.
<br />*NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING
<br />APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
<br />15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
<br />REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
<br />ALL STRUCTURAL WOOD SHALL BE OF DOC PS20 DOUGLAS FIR LARCH SPECIES, (19% MAXIMUM MOISTURE
<br />CONTENT AT THE TIME OF CONSTRUCTION U.N.O.).
<br />ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307. HOLES FOR BOLTS SHOULD BE DRILLED 1/16" LARGER
<br />THAN BOLT DIAMETER.
<br />FOR NON-SHEAR WALL APPLICATIONS, ROUND WASHERS SHALL BE USED ON ALL BOLTS AND SHOULD
<br />CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X
<br />9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O.
<br />ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE.
<br />ADHESIVE USED TO ATTACH FLOOR SHEATHING TO FRAMING ELEMENTS SHALL CONFORM WITH APA
<br />SPECIFICATION AFG-01.
<br />MANUFACTURED HARDWARE SPECIFIED ON THE DRAWINGS ARE TO BE SIMPSON STRONG TIE (UNLESS
<br />SPECIFICALLY AUTHORIZED IN WRITING BY DESIGNER). FOLLOW ALL MANUFACTURER'S REQUIREMENTS &
<br />RECOMMENDATIONS FOR INSTALLATION & HANDLING OF THE PRODUCT.
<br />ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE IN ACCORDANCE WITH
<br />BUILDING CODE UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED OR REQUIRED BY THE LOCAL
<br />JURISDICTION.
<br />FABRICATION AND HANDLING OF GLUE-LAM BEAMS SHALL BE PER ANSI/AITC A 190.1 STANDARD BEAMS TO
<br />BEAR LEGIBLE APA-ENS OR AITC GRADE STAND. AN APA- EWS CRAN AITC CERTIFICATE OF CONFORMANCE
<br />FOR GLUED-LAMINATED MEMBERS SHOULD BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO
<br />INSTALLATION AND GLUE-LAM
<br />MEMBERS SHALL BE 24F-V4, DF/DF WITH STANDARD CAMBER (U.N.O.) ALL BEAMS SHALL BE FABRICATED
<br />USING WATERPROOF GLUE.
<br />STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS IS FOR THE MAIN STRUCTURAL ELEMENTS.
<br />NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS.
<br />CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT FRAMED CONSTRUCTION
<br />SHOULD BE FOLLOWED AS REQUIRED.
<br />TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2X'S THE SAME WIDTH AS THE STUDS U.N.O. TOP
<br />PLATES SHALL LAP A MINIMUM OF 48" AND BE SPLICED WITH NOT LESS THAN 6-16D NAILS SPACED NOT
<br />MORE THAN 12" ON CENTER.
<br />ALL SHEAR PANELS SHALL HAVE CONTINUOUS SHEATHING MATERIAL FROM ONE END TO THE OTHER AND
<br />FROM PLATE TO PLATE AS SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL COORDINATE FRAMING
<br />SUCH THAT CONTINUITY OF SHEAR PANELS IS ASSURED.
<br />ALL SHEAR TRANSFER NAILING SHALL BE PER DRAWINGS, AND CONTRACTOR SHALL PROVIDE PROPER
<br />NOTIFICATION FOR INSPECTIONS TO REVIEW THE SAME.
<br />PROVIDE POST/MULTIPLE STUDS AT LOWER FLOOR UNDER POST/MULTIPLE STUDS ABOVE. EACH POST/STUD
<br />SHALL BE FASTENED BY GYPSUM WALL BOARD W/ 5D COOLER NAILS @ 7" O.C. U.N.O. ON PLAN. PROVIDE
<br />FULL WIDTH AND DEPTH COMPRESSION BLOCK BETWEEN FLOORS AT SUCH LOCATIONS.
<br />ALL JOIST HANGERS SHALL BE SIMPSON U HANGER, ALL BEAM HANGERS SHALL BE SIMPSON HU HANGERS
<br />U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION.
<br />ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE,
<br />CHAPTER 4.
<br />CEMENT SHALL CONFORM TO SECTION CHARTER 4 C.R.C. AND SHALL CORRESPOND TO THAT ON WHICH THE
<br />SELECTION OF CONCRETE PROPORTIONS WERE BASED.
<br />USE TYPE V CEMENT FOR CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE PER ACI 318-11 TABLE
<br />4.3.1 (MIN. F'C=4500 PSI, 28 DAYS SPECIAL INSPECTION IS NOT REQUIRED) VERIFIED WITH SOILS ENGINEER.
<br />REFER TO CHAPTER 4 OF THE BUILDING CODE FOR SPECIAL EXPOSURE CONDITIONS AS REQUIRED BY
<br />SOILS ENGINEER & SEE CORROSION ENGINEER'S RECOMMENDATIONS FOR CONCRETE EXPOSED TO
<br />CORROSIVE ELEMENTS.
<br />REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND #4 AND GRADE 60 FOR
<br />SIZES #5 AND LARGER.
<br />CONCRETE (28 DAYS) COMPRESSIVE STRENGTH, F'C, SHALL BE 3000 PSI MIN U.N.O. IN FOUNDATION
<br />DETAIL. USE CEMENT TYPE V.
<br />SPECIAL INSPECTION IS REQUIRED FOR CONCRETE WITH F'C > 4500 PSI UNLESS SOLELY USED FOR ITEM
<br />#4 ABOVE.
<br />ALL REINFORCING, DOWELS, HOLDOWNS, AND OTHER INSERTS SHALL BE SECURED IN POSITION AND
<br />APPROVED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE POURING OF ANY CONCRETE.
<br />23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN. SPAN
<br />RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
<br />OF USE
<br />5.
<br />SEISMIC DESIGN CATEGORY:D
<br />SEISMIC IMPORTANCE FACTOR (I) =1.0
<br />Csy:
<br /> Ry:
<br />0.111
<br />6.5
<br />BASIC SEISMIC FORCE RESISTING SYSTEM:
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />Csx:
<br /> Rx:
<br />0.111
<br />6.5
<br />ASTM A-325HIGH-STRENGTH BOLTS
<br />STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF RUST,
<br />HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A-325, AND BE PROVIDED WITH
<br />HARDENED WASHERS CONFORMING TO ASTM F-436.
<br />7.
<br />6.
<br />ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH STEEL PLATE, MIN. 1/4"
<br />IN THICKNESS,WITH GROUND SMOOTH WELD, U.N.O.
<br />5.
<br />4.
<br />3.
<br />2.
<br />EXPANSION BOLTS (RED-HEAD)
<br />POWER ACTIVATED FASTENERS
<br />SHEAR CONNECTOR STUDS
<br />SELF DRILLING ANCHORS
<br />HIGH-STRENGTH BOLTS
<br />MINIMUM SPACING
<br />MINIMUM EDGE DISTANCE
<br />ALL OTHER BOLTS
<br />BOLT HOLES
<br />L.A. RR NO. 22668
<br />W/ 2" DIAM. X 14 GA. DISCS. ICC NO. 1147
<br />0.15 DIAM. X 2-9/16 INCHES
<br />ICC NO. 1372 L. A. RR NO. 2748
<br />FRICTION TYPE W/ CLASS A FAYING SURFACE
<br />3 BOLT DIAMETERS
<br />ICC NO. 1821
<br />AISC TABLE J3.5
<br />ASTM A-307
<br />ALL OTHER SHAPES:
<br />BOLTS
<br />WIDE FLANGE
<br />TUBE
<br />PIPE
<br />THE AISC SPECIFICATIONS.
<br />1.
<br />ASTM A-53, TYPE E OR S, GRADE B
<br />ASTM A-36
<br />ASTM A-500, GRADE B
<br />ASTM A-992
<br />INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2 INCHES IN NET THICKNESS
<br />HEEL CUTS NOT ALLOWED UNLESS DETAILED ON DRAWINGS.
<br />PROVIDE STANDARD CAMBER UNLESS NOTED OTHERWISE ON PLAN.
<br />FIELD INSPECTOR SHALL BE PROVIDED WITH AN APPROVED "CERTIFICATION OF INSPECTION."
<br />GLU-LAM BEAMS SHALL CONFORM TO AND BE MARKED ANSI/AITC STANDARD A190.1 AND
<br />CANTILEVER AND OR CONTINUOUS BEAMS SHALL BE COMBINATION 24F-V4, DF/DF.
<br />SIMPLE SPAN BEAMS SHALL BE COMBINATION 24F-V4, DF/DF.
<br />MOISTURE CONTENT SHALL BE FROM 7% TO 12%.9.
<br />5.
<br />8.
<br />7.
<br />6.
<br />4.
<br />3.
<br />2.
<br />1.
<br />GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI AT 28 DAYS.
<br />FOR POURING WITHOUT SEGREGATION OF GROUT CONSTITUENTS.
<br />LIME OR LIME PUTTY. SUFFICIENT WATER SHOULD BE ADDED TO PRODUCE A CONSISTENCY
<br />CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS CONTAINING VERTICAL
<br />CONCRETE MASONRY UNITS SHALL CONFORM TO STANDARD SPECIFICATION FOR HOLLOW
<br />SOLID ALL GROUT ALL CELLS UNLESS NOTED OTHERWISE.
<br />LOAD BEARING CONCRETE MASONRY UNITS ASTM C 90, GRADE N-11.
<br />6.
<br />5.
<br />REINFORCEMENT FOR POURS EXCEEDING 4 FEET IN HEIGHT.
<br />4.
<br />3.
<br />1.
<br />2.
<br />1.
<br />7.
<br />6.
<br />DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
<br />ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
<br />COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF COMPACTED FILL FROM A SOIL
<br />APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING INSPECTOR WITH
<br />ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL SOILS OR
<br />MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
<br />THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA
<br />THEREIN AND MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS
<br />THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C.
<br />GEOLOGIST FOR ANY REQUIRED FILL.
<br />5.
<br />4.
<br />3.
<br />2.
<br />1.
<br />GENERAL REQUIREMENTS
<br />IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES, DIMENSIONS, ELEVATIONS
<br />AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. CROSS
<br />CHECK ALL DETAILS AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
<br />REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL DRAWINGS AND
<br />NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO STARTING WORK.
<br />EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN THE PLANS OR
<br />SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE
<br />REQUIREMENTS OF THE BUILDING CODE, LATEST ADDITION, AS WELL AS ALL APPLICABLE STATE AND
<br />LOCAL ORDINANCES AS ADOPTED BY THE CONTROLLING JURISDICTION.
<br />2.
<br />THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
<br />METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY
<br />SOUND ONLY IN THE COMPLETED FORM. GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING
<br />CONSTRUCTION. SUCH MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
<br />CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
<br />3.
<br />TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS. ANY
<br />DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION
<br />OF THE ARCHITECT AND ENGINEER FOR CLARIFICATION PRIOR TO PROCEEDING. ANY WORK
<br />INSTALLED PRIOR TO AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
<br />CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
<br />4.
<br />THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW OPENINGS, INTERIOR AND
<br />EXTERIOR WALLS SHALL BE DETERMINED FROM THE ARCHITECTURAL DRAWINGS. OTHER FLOOR,
<br />WALL AND ROOF OPENINGS AS REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR
<br />REQUIREMENTS SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS REQUIRED.
<br />5.
<br />6.FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED
<br />AREAS, AND ALL OTHER ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS
<br />MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
<br />7.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND COORDINATION WITH
<br />ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL
<br />OTHER RELATED DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
<br />DRAWINGS.
<br />8.IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS INCLUDED IN THE
<br />SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN GENERAL NOTES AND SPECIFIC
<br />DETAILS, THE ENGINEER SHALL BE NOTIFIED AND HE WILL INTERPRET THE INTENT OF THE CONTRACT
<br />DOCUMENTS.
<br />ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES ARE APPROVED IN
<br />WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL ENGINEER OF RECORD.
<br />9.
<br />10.ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE
<br />DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR
<br />AND/OR HIS SUBCONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR
<br />LABOR SPECIFICATION.
<br />WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE
<br />OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. DETAILS MARKED "TYPICAL" SHALL APPLY IN
<br />ALL CASES UNLESS SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN,
<br />THE FRAMING OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
<br />CONSTRUCTION.
<br />11.
<br />12.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE
<br />DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW AND COORDINATE ALL THE REQUIREMENTS
<br />IN THE ARCHITECTS PROJECT SPECIFICATION AS APPLICABLE.
<br />13.
<br />VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE NOT BEEN
<br />CONSIDERED BY THE STRUCTURAL ENGINEER.
<br />IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES,
<br />WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO PROTECT THEM FROM DAMAGE.
<br />REPAIR AND REPLACEMENT OF SAID WORK SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
<br />14.
<br />UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE TO THE TOP
<br />OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS "DROP" HAVE THE TOP OF BEAM AT THE HEIGHT
<br />OF THE TOP PLATE. BEAMS DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF
<br />THE TOP PLATE, U.N.O.
<br />15.
<br />DESIGN CRITERIA
<br />1.SOILS
<br />SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
<br />BUILDING CODE - 2022 CALIFORNIA BUILDING CODE2.
<br />FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED WOOD
<br />SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR
<br />COPPER.EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE
<br />PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED.
<br />STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO THE CONCRETE
<br />OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, MID-HEIGHT AND BOTTOM.
<br />ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE AISC MANUAL OF
<br />STEEL CONSTRUCTION AND SHALL BE DETAILED, FABRICATED AND ERECTED IN CONFORMANCE WITH THE
<br />AISC SPECIFICATIONS.
<br />EXCEPT WHERE ENCASED IN MASONRY, CONCRETE, OR SPRAYED ON FIRE PROOFING, ALL STEEL SHALL
<br />RECEIVE ONE COAT OF RUST INHIBITIVE PRIMER. EXPOSED STEEL SHALL BE PROTECTED FROM PHYSICAL
<br />DETERIORATION WITH APPROPRIATE COATINGS, GALVINIZING OR OTHER ACCEPTED METHOD.
<br />HOLES SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED ON DRAWINGS.STEEL
<br />MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT OR BURNED. BOLT HOLES SHALL
<br />CONFORM TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES U.N.O.
<br />GROUTING OF BASE PLATES SHALL BE WITH NON SHRINK GROUT OR DRYPACKED WITH MINIMUM
<br />COMPRESSIVE STRENGTH REQUIRED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL
<br />BE CLEANED OF FOREIGN MATERIAL PRIOR TO GROUTING.
<br />MILL SCALE, GREASE, ETC.
<br />CONCRETE MASONRY
<br />MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED AND COMPOSED OF ONE PART PORTLAND
<br />CEMENT, 1/4 TO 1/2 PART LIME PUTTY OR HYDRATED LIME AND DAMP LOOSE SAND EQUAL TO 2-1/4 TO 3
<br />TIMES THE SUM OF THE VOLUME OF CEMENT AND LIME USED.
<br />GROUT SHALL BE COMPOSED BY VOLUME OF ONE PART PORTLAND CEMENT, TWO TO THREE PARTS SAND,
<br />TWO PARTS PEA GRAVEL TO WHICH MAY BE ADDED NOT MORE THAN 1/10 PART HYDRATED
<br />A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR
<br />BOLT TO THE PLATE.
<br />5. HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16"
<br />OVERSIZED AT THE CONNECTOR OF THE HOLD DOWN TO THE POST.
<br />6. HOLD DOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING
<br />THE WALL FRAMING.
<br />7. ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
<br />8. FINAL SOILS / AS-GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
<br />1.
<br />ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE
<br />TO BE FIXED IN PLACE FOR THE FOUNDATION INSPECTION.
<br />FASTENERS FOR PRESERVATIVE-TREATED SHALL BE NOT DIPPED ZINC-COATED
<br />GALVANIZED STEEL, STAINLESS STEEL, SILLICON BRONZE OR COPPER.
<br />8. FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
<br />9. EXISTING FOOTING : USE EPOXY FOR A.B. WITH SAME LENGHT AS REGULAR BOLTS WITH
<br />SPECIAL INSPECTION.
<br /> MINIMUM 5/8"Ø STEEL BOLTS EMBEDED 7" @ 48" OC INTO THE FOUNDATION WITH MINIMUM 3" S.Q x 0.25"
<br />PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE 1-7/8" AND WITHIN 12" OF EACH END OF
<br />EACH PLATE.
<br />2.
<br />3.
<br />4.
<br />ANCHOR BOLTS:
<br />ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL BE INSPECTED AND
<br />APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO, AND AFTER PLACEMEMT OF
<br />REINFORCEMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT
<br />CUT AND/OR FILL SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
<br />THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION OF EXISTING UTILITIES
<br />AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL FROM THE ARCHITECT.
<br />ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION. DESIGN FOR THE DRAINAGE
<br />SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE REQUIREMENTS OF THE SOILS REPORT.BACK FILL
<br />AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS
<br />REACHED.
<br />SHEET INDEX
<br />10. THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT
<br /> APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES:
<br /> FOR "LVL" & "PSL" BEAMS:
<br /> Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
<br /> FOR "LSL" BEAMS/HEADERS:
<br /> Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
<br /> FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
<br /> BY WALL , AND MATCHES JOIST DEPTH:
<br /> Fc I (PERPENDICULAR)........ = 680 psi (MIN)
<br /> Fc // (PARALLEL)..................... = 1400 psi (MIN)
<br /> Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
<br /> GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
<br /> Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
<br /> Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
<br />GLU-LAM BEAMS
<br />GLUE LAMINATED LUMBER SHALL BE OF A COMBINATION AS ESTABLISHED BY THE AMERICAN
<br />INSTITUTE OF TIMBER CONSTRUCTION (AITC), AND FABRICATED BY A LICENSED FABRICATORIN
<br />ACCORDANCE WITH AITC 117, AND PRODUCT STANDARDS PS56.
<br />APPROVED INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE BUILDING OFFICIALPRIOR TO
<br />ERECTION. THE INSPECTION CERTIFICATES SHALL INCLUDE THE QUALITY CONTROL INSPECTION DATA.
<br />Plywood Shear Wall
<br />23.
<br />24.
<br />25.
<br />TOTAL LOAD AND LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO MAX. L/240, AND L/360 U.N.O.26.
<br />27.
<br />29.
<br />30.
<br />31.
<br />A. IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS.
<br />B. THE DESIGN LOAD.
<br />C. THE SPACING OF THE TRUSSES.
<br />CEILING JOISTS
<br />32.
<br />A. DEAD LOAD = 6.0 PSF
<br />B. LIVE LOAD = 10.0 PSF
<br />C. TOTAL DEFLECTION = L/240
<br />D. WITH CEILING DRYWALL
<br />E. USE #2 DOUGLAS FIR LARCH
<br />SIZE
<br />2x4
<br />2x6
<br />2x8
<br />12"
<br />16"
<br />10'-6"
<br />9'-7"
<br />16'-7"
<br />15'-1"
<br />21'-11"
<br />19'-11"
<br />BUILDING CODE CHAPTER 6 C.R.C BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS:
<br />- 2X4'S @ 16" O.C. MAXIMUM 14'-0" HEIGHT
<br />- 2X6'S @ 16" O.C. MAXIMUM 20'-0" HEIGHT
<br />TRUSS MANUFACTURER IS RESPONSIBLE FOR:
<br />A. PROVIDING ADDITIONAL SHEAR AND DRAG TRUSSES AS SHOWN ON THE FRAMING PLANS.
<br />28.
<br />C. MEET THE PROFILE AS INDICATED IN THE DRAWINGS.
<br />MAX. SPANSPACING
<br />16"
<br />12"
<br />16"
<br />12"
<br />21.
<br />33.
<br />22.
<br />19.
<br />20.
<br />IF A DOUBLE SILL PLATE IS USED AT LIGHT-WEIGHT CONCRETE FLOORING, THEN THE FRAMING
<br />CONTRACTOR SHALL APPLY SILL PLATE NAILING TO BOTH SILL PLATES, AT 16" O.C. MAX. OR AS SPECIFIED
<br />PER SCHEDULE.
<br />- NO MULTIPLES OF 2X4"S ARE ALLOWED TO SPAN MORE THAN 14'-0" BEARING WALLS EXCEEDING 10'-0"
<br />MUST BE DESIGNED CASE BY CASE.
<br />HEADERS: USE 4X4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. FOR
<br />NON-BEARING WALLS USE 2X4 FOR OPENINGS UP TO 3'-0" MAX. USE (2)2X4 FOR OPENINGS UP TO 6'-0" MAX.
<br />USE 4X6 FOR OPENINGS UP TO 12'-0" MAX. U.N.O. (2-2X ON EDGE CAN BE SUBSTITUTED FOR 4X MEMBERS).
<br />APPROVED END-JOINTED LUMBER MAY BE USED INTERCHANGEABLY WITH SOLID SAWN MEMBERS OF THE
<br />SAME SPECIES AND GRADE FOR BUILDINGS UP TO 2-STORY. WHEN FINGER JOINTED LUMBER IS MARKED
<br />"STUD USE ONLY" OR "VERT USE ONLY" SUCH LUMBER SHALL BE LIMITED TO USE FOR STUDS ONLY. ALL
<br />FINGER JOINTED LUMBER SHOULD BEAR A CERTIFIED FINGER JOINTED LUMBER GRADE STAMP.
<br />WOOD TRUSS MANUFACTURER SHALL SUPPLY TO THE ENGINEER AND THE BUILDING DEPARTMENT
<br />CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL OF DESIGN LOADS, CONFIGURATION (2 OR 3 POINT
<br />BEARING), AND SHEAR TRANSFER, PRIOR TO FABRICATION. IT SHALL BE THE RESPONSIBILITY OF THE
<br />MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATIONS AND SHOP DRAWINGS
<br />PRIOR TO FABRICATION.
<br />TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOADS
<br />IMPOSED, INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS.
<br />ALL CONNECTIONS INVOLVING TRUSSES SHALL BE ICC APPROVED AND OF ADEQUATE STRENGTH TO RESIST
<br />STRESSES DUE TO THE LOADINGS INVOLVED AND SHALL BE DESIGNED AND SPECIFIED BY THE TRUSS
<br />MANUFACTURER.
<br />CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED BY TRUSS MANUFACTURER AS
<br />REQUIRED TO ADEQUATELY BRACE ALL TRUSSES.
<br />TRUSS MANUFACTURER TO PROVIDE DETAILS WHICH ALLOW FOR NORMAL DEFLECTION WITHOUT IMPOSING
<br />LATERAL LOADS ON THEIR SUPPORTS (I.E., SCISSORS TRUSSES).
<br />B. REVIEWING FRAMING PLANS AND STRUCTURAL DETAILS PRIOR TO FABRICATION OF TRUSSES AND
<br />SPECIFYING HANGERS.
<br />D. DESIGN TRUSSES FOR DEFLECTION COMPATIBILITY OF THE TRUSS SYSTEM TO AVOID HUMP AND/OR SAG
<br />IN ROOF OR CEILING.
<br />ALL TRUSSES DESIGNED BY TRUSS MANUFACTURER SHALL BE DESIGNED TO SUSTAIN ALL VERTICAL,
<br />LATERAL AND OTHER PERTINENT LOADS, INCLUDING BRACING OF TOP AND BOTTOM CHORDS, IN ADDITION
<br />TO ANY CONNECTIONS RELATED TO TRUSSES. CONTRACTOR TO COORDINATE WITH TRUSS
<br />MANUFACTURER.
<br />ALL TRUSS LUMBER SHALL BE DOUGLAS FIR LARCH (U.N.O.). ROOF TRUSS LUMBER SHALL BE EITHER
<br />DOUGLAS FIR LARCH OR HEM-FIR. (U.N.O.)
<br />EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED
<br />THERETO THE FOLLOWING INFORMATION LOCATED WITHIN TWO FEET OF THE CENTER OF SPAN ON THE
<br />FACE OF THE BOTTOM CHORD:
<br />USE THIS SPAN TABLE FOR CEILING JOISTS GIVEN THE FOLLOWING CONDITIONS, UNLESS NOTED
<br />OTHERWISE ON PLAN.
<br />- SD0 : GENERAL STRUCTURAL NOTES.
<br />- S.1 : FOUNDATION & ROOF FRAMING PLAN
<br />- SD1 : STRUCTURAL DETAILS.
<br />SHEAR WALL NOTES:
<br />1.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND
<br />NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
<br />2.WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
<br />EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL
<br />MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN ACCORDANCE WITH
<br />SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN FRAMING MEMBERS.
<br />WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL
<br />CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE REQUIREMENTS.
<br />3.ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
<br />OF 0.229 INCHE BY 3 INCHES BY 3 INCHES IN SIZE, BETWEEN THE SILL PLATE AND NUT.
<br />WALL
<br />8 Stud to stud (not at braced
<br />wall panels)
<br />16d common (3 1/2″ × 0.162″)24″ o.c. face nail
<br />10d box (3″ × 0.128″);
<br />or 3″ × 0.131″ nails 16″ o.c. face nail
<br />9
<br />Stud to stud and abutting studs
<br />at intersecting wall corners (at
<br />braced wall panels)
<br />16d box (3 1/2″ × 0.135″);
<br />or 3″ × 0.131″ nails
<br />12″ o.c. face nail
<br />16d common (3 1/2″ × 0.162″)16″ o.c. face nail
<br />10 Built-up header (2″ to 2″ header
<br />with 1/2″ spacer)
<br />16d common (3 1/2″ × 0.162″)16″ o.c. each edge
<br />face nail
<br />16d box (3 1/2″ × 0.135″)12″ o.c. each edge
<br />face nail
<br />11 Continuous header to stud
<br />5-8d box (2 1/2″ × 0.113″);
<br />or 4-8d common (2 1/2″ × 0.131″);
<br />or 4-10d box (3″ × 0.128″)
<br />Toe nail
<br />12 Top plate to top plate
<br />16d common (3 1/2″ × 0.162″)16″ o.c. face nail
<br />10d box (3″ × 0.128″);
<br />or 3″ × 0.131″ nails 12″ o.c. face nail
<br />13
<br />Double top plate splice for SDCs
<br />A-D2 with seismic braced wall line
<br />spacing < 25'
<br />8-16d common (3 1/2″ × 0.162″); or
<br />12-16d box (3 1/2″ × 0.135″); or 12-10d
<br />box (3″ × 0.128″); or 12-3″ × 0.131″ nails
<br />Face nail on each
<br />side of end joint
<br />(minimum 24″ lap
<br />splice length each
<br />side of end joint)12-16d (3 1/2″ × 0.135″)
<br />Double top plate splice SDCs D0,
<br />D1, or D2; and braced wall line
<br />spacing ≥ 25'
<br />14
<br />Bottom plate to joist, rim joist, band
<br />joist or blocking (not at braced wall
<br />panels)
<br />16d common (3 1/2″ × 0.162″)16″ o.c. face nail
<br />16d box (3 1/2″ × 0.135″);
<br />or 3″ × 0.131″ nails 12″ o.c. face nail
<br />15 Bottom plate to joist, rim joist, band
<br />joist or blocking (at braced wall
<br />panel)
<br />3-16d box (3 1/2″ × 0.135″);
<br />or 2-16d common (3 1/2″ × 0.162″);
<br />or 4-3″ × 0.131″ nails
<br />3 each 16″ o.c. face
<br />nail 2 each 16″ o.c.
<br />face nail 4 each 16″
<br />o.c. face nail
<br />16 Top or bottom plate to stud
<br />4-8d box (2 1/2″ × 0.113″); or 3-16d box
<br />(3 1/2″ × 0.135″); or 4-8d common
<br />(2 1/2″ × 0.131″); or 4-10d box (3″ ×
<br />0.128″); or 4-3″ × 0.131″ nails
<br />Toe nail
<br />3-16d box (3 1/2″ × 0.135″); or 2-16d
<br />common (3 1/2″ × 0.162″); or 3-10d box
<br />(3″ × 0.128″); or 3-3″ × 0.131″ nails
<br />End nail
<br />17 Top plates, laps at corners and
<br />intersections
<br />3-10d box (3″ × 0.128″); or 2-16d
<br />common (3 1/2″ × 0.162″);
<br />or 3-3″ × 0.131″ nails
<br />Face nail
<br />18 1″ brace to each stud and plate
<br />3-8d box (2 1/2″ × 0.113″); or 2-8d
<br />common (2 1/2″ × 0.131″); or 2-10d box
<br />(3″ × 0.128″); or 2 staples 1 3/4″
<br />Face nail
<br />19 1″ × 6″ sheathing to each bearing
<br />3-8d box (2 1/2″ × 0.113″); or 2-8d
<br />common (2 1/2″ × 0.131″); or 2-10d box
<br />(3″ × 0.128″); or 2 staples, 1″ crown,
<br />16 ga., 1 3/4″ long
<br />Face nail
<br />20 1″ × 8″ and wider sheathing to each
<br />bearing
<br />3-8d box (2 1/2″ × 0.113″); or 3-8d
<br />common (2 1/2″ × 0.131″); or 3-10d box
<br />(3″ × 0.128″); or 3 staples,
<br />1″ crown, 16 ga., 1 3/4″ long Face nail
<br />Wider than 1″ × 8″ 4-8d box (2 1/2″ ×
<br />0.113″); 3-8d common (2 1/2″ × 0.131″);
<br />or 3-10d box (3″ × 0.128″); or 4 staples,
<br />1″ crown, 16 ga., 1 3/4″ long
<br />FLOOR
<br />21 Joist to sill, top plate or girder
<br />4-8d box (2 1/2″ × 0.113″); or 3-8d
<br />common (2 1/2″ × 0.131″); or 3-10d box
<br />(3″ × 0.128″); or 3-3″ × 0.131″ nails
<br />Toe nail
<br />22
<br />Rim joist, band joist or blocking to
<br />sill or top plate (roof applications
<br />also)
<br />8d box (2 1/2″ × 0.113″)4″ o.c. toe nail
<br />8d common (2 1/2″ × 0.131″);
<br />or 10d box (3″ × 0.128″);
<br />or 3″ × 0.131″ nails
<br />6″ o.c. toe nail
<br />23 1″ × 6″ subfloor or less to each joist
<br />3-8d box (2 1/2″ × 0.113″); or 2-8d
<br />common (2 1/2″ × 0.131″); or 3-10d box
<br />(3″ × 0.128″); or 2 staples, 1″ crown,
<br />16 ga., 1 3/4″ long
<br />Face nail
<br />24 2″ subfloor to joist or girder 3-16d box (3 1/2″ × 0.135″); or 2-16d
<br />common (3 1/2″ × 0.162″)Blind and face nail
<br />25 2″ planks
<br />(plank & beam—floor & roof)
<br />3-16d box (3 1/2″ × 0.135″); or 2-16d
<br />common (3 1/2″ × 0.162″)
<br />At each bearing,
<br />face nail
<br />26 Band or rim joist to joist
<br />3-16d common (3 1/2″ × 0.162″) 4-10
<br />box (3″ × 0.128″), or 4-3″ × 0.131″ nails;
<br />or 4-3″ × 14 ga. staples, 7/16″ crown
<br />End nail
<br />27 Built-up girders and beams, 2-inch
<br />lumber layers
<br />20d common (4″ × 0.192″); or
<br />Nail each layer as
<br />follows: 32″ o.c. at top
<br />and bottom and
<br />staggered.
<br />10d box (3″ × 0.128″);
<br />or 3″ × 0.131″ nails
<br />24″ o.c. face nail at
<br />top and bottom
<br />staggered on
<br />opposite sides
<br />And: 2-20d common (4″ × 0.192″);
<br />or 3-10d box (3″ × 0.128″);
<br />or 3-3″ × 0.131″ nails
<br />Face nail at ends and
<br />at each splice
<br />28 Ledger strip supporting joists or
<br />rafters
<br />4-16d box (3 1/2″ × 0.135″); or 3-16d
<br />common (3 1/2″ × 0.162″); or 4-10d box
<br />(3″ × 0.128″); or 4-3″ × 0.131″ nails
<br />At each joist or
<br />rafter, face nail
<br />29 Bridging to joist 2-10d (3″ × 0.128″)Each end, toe nail
<br />ITEM DESCRIPTION OF
<br />BUILDING ELEMENTS
<br />NUMBER AND TYPE
<br />OF FASTENER a, b, c
<br />SPACING OF
<br />FASTENERS
<br />Edges
<br />(inches)h
<br />30 3/8″ – 1/2″
<br />6d common (2″ × 0.113″) nail
<br />(subfloor, wall) 8d common
<br />(21/2″ × 0.131″) nail (roof)
<br />31 19/32″ – 1″8d common nail (21/2″ × 0.131″)
<br />11/8″ – 11/4″10d common (3″ × 0.148″) nail; or 8d
<br />(21/2″ × 0.131″) deformed nail
<br />33 1/2″ structural cellulosic fiberboard
<br />sheathing
<br />1 1/2″ galvanized roofing nail, 7/16″
<br />head diameter, or 1″ crown staple 16
<br />ga., 1 1/4″ long
<br />34 25/32″ structural cellulosic fiberboard
<br />sheathing
<br />1 3/4″ galvanized roofing nail, 7/16″
<br />head diameter, or 1″ crown staple 16
<br />ga., 1 1/4″ long
<br />Intermediate
<br />supports c,
<br />e (inches)
<br />Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
<br />to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
<br />6 12
<br />6 12
<br />32 6 12
<br />Other wall sheathing
<br />3 6
<br />3 6
<br />35 1/2″ gypsum sheathing
<br />1 1/2″ galvanized roofing nail; staple
<br />galvanized, 1 1/2″ long; 1 1/4″ screws,
<br />Type W or S
<br />7 7
<br />36 5/8″ gypsum sheathing
<br />1 3/4″ galvanized roofing nail; staple
<br />galvanized, 1 5/8″ long; 1 5/8″ screws,
<br />Type W or S
<br />7 7
<br />Wood structural panels, combination subfloor underlayment to framing
<br />37 3/4″ and less
<br />6d deformed (2″ × 0.120″) nail; or 8d
<br />common (2 1/2″ × 0.131″) nail 6 12
<br />38 7/8″ – 1″
<br />8d common (2 1/2″ × 0.131″) nail; or 8d
<br />deformed (2 1/2″ × 0.120″) nail 6 12
<br />39 1 1/8″ – 1 1/4″
<br />10d common (3″ × 0.148″) nail; or 8d
<br />deformed (2 1/2″ × 0.120″) nail 6 12
<br />d
<br />d
<br />f
<br />f
<br />NAILING SCHEDULE: (TABLE R602.3(1) W/ FOOT NOTES 2019 CRC)
<br />ITEM DESCRIPTION OF
<br />BUILDING ELEMENTS
<br />NUMBER AND TYPE
<br />OF FASTENERa, b, c
<br />SPACING AND
<br />LOCATION
<br />1
<br />Blocking between ceiling joists
<br />or rafters to top plate
<br />4-8d box (2 1/2″ × 0.113″) or 3-8d
<br />common (2 1/2″ × 0.131″); or 3-10d box
<br />(3″ × 0.128″); or 3-3″ × 0.131″ nails
<br />Toe nail
<br />2 Ceiling joists to top plate
<br />4-8d box (2 1/2″ × 0.113″); or 3-8d
<br />common 2 1/2″ × 0.131″); or 3-10d box
<br />(3″ × 0.128″); or 3-3″ × 0.131″ nails
<br />Per joist, toe nail
<br />3
<br />Ceiling joist not attached to parallel
<br />rafter, laps over partitions [see
<br />Sections R802.3.1, R802.3.2 and
<br />Table R802.5.1(9)]
<br />4-10d box (3″ × 0.128″); or 3-16d
<br />common (3 1/2″ × 0.162″);
<br />or 4-3″ × 0.131″ nails
<br />Face nail
<br />4
<br />Ceiling joist attached to parallel rafter
<br />(heel joint) [see Sections R802.3.1
<br />and R802.3.2 and Table R802.5.1(9)]
<br />Table R802.5.1(9)Face nail
<br />5 Collar tie to rafter, face nail or 11/4″ ×
<br />20 ga. ridge strap to rafter
<br />4-10d box (3″ × 0.128″); or 3-10d
<br />common (3″ × 0.148″);
<br />or 4-3″ × 0.131″ nails
<br />Face nail each rafter
<br />6 Rafter or roof truss to plate
<br />3-16d box nails (3 1/2″ × 0.135″);
<br />or 3-10d common nails (3″ × 0.148″);
<br />or 4-10d box (3″ × 0.128″);
<br />or 4-3″ × 0.131″ nails
<br />2 toe nails on one
<br />side and 1 toe nail on
<br />opposite side of each
<br />rafter or truss
<br />7
<br />Roof rafters to ridge, valley
<br />or hip rafters or roof rafter to
<br />minimum 2″ ridge beam
<br />4-16d (3 1/2″ × 0.135″); or 3-10d
<br />common (3 1/2″ × 0.148″); or 4-10d
<br />box (3″ × 0.128″); or 4-3″ × 0.131″ nails
<br />Toe nail
<br />3-16d box 3 1/2″ × 0.135″); or 2-16d
<br />common (3 1/2″ × 0.162″); or 3-10d box
<br />(3″ × 0.128″); or 3-3″ × 0.131″ nails
<br />End nail
<br />ROOF
<br />16" O.C. 8" O.C., OR
<br /> A35 @ 24" O.C.
<br />16" O.C. 4" O.C., OR
<br /> A35 @ 12" O.C.
<br />A. B. SILL PLATE NAILING
<br />(5 8"Ø) (16D SINKER)
<br />SHEAR WALL SCHEDULE:
<br />TYPE SHEAR PANEL
<br /> 1 260 PLF 3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />WITH 8d COMMON NAILS AT 6" O.C. EDGES
<br />AND 12" O.C. FIELD
<br /> 2 380 PLF
<br /> 3 490 PLF
<br />16" O.C. 3" O.C., OR
<br /> A35 @ 8" O.C.
<br /> 4 640 PLF
<br />12" O.C. 2" O.C., OR
<br /> A35 @ 6" O.C.
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />WITH 8d COMMON NAILS AT 4" O.C. EDGES
<br />AND 12" O.C. FIELD
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />WITH 8d COMMON NAILS AT 3" O.C. EDGES
<br />AND 12" O.C. FIELD
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />WITH 8d COMMON NAILS AT 2" O.C. EDGES
<br />AND 12" O.C. FIELD
<br /> 5 800 PLF
<br />8" O.C. (2)3" O.C., OR
<br /> A35 @ 6" O.C.
<br />15/32" APA STRUCT I. RATED PLYWOOD
<br />WITH 10d COMMON NAILS AT 2" O.C. EDGES
<br />AND 12" O.C. FIELD
<br />STRUCTURAL WOOD
<br />- SD2 : STRUCTURAL DETAILS.
<br />SOILS REPORT NO. GEO260224SANG, DATE: 03/29/2024
<br />REPORT BY: TMC ENGINEERS INC. ADD : 9542 PACIFIC AVE, ANAHEIM, CA 92804
<br />PHONE: 714-829-5053; EMAIL: Tienchu.pe@gmail.com
<br />SDS:
<br />SD1:
<br />0.863
<br />0.55
<br />GE
<br />N
<br />E
<br />R
<br />A
<br />L
<br />ST
<br />R
<br />U
<br />C
<br />T
<br />U
<br />R
<br />A
<br />L
<br />NO
<br />T
<br />E
<br />S
<br />5
<br />4
<br />3
<br />1
<br />2
<br />R E V I S I O N
<br />DATE BY
<br />11122 BIXLER CIR.,
<br />BUS: 714-928-2006
<br />EMAIL: TUNGCIVIL2018@GMAIL.COM
<br />GARDEN GROVE, CA92840
<br />FAX: 714-901-9535
<br />PROFESSIONAL BUILDING
<br />DESIGNS, INC.
<br />THIS DRAWING AND DESIGN
<br />CONCEPTS ARE PROPRIETARY TO
<br />TUNG VO, M.S., P.E.
<br />THE DRAWING OR DESIGN
<br />CONCEPTS SHALL NOT BE USED
<br />OR REPRODUCED IN THE PART
<br />OR IN WHOLE WITHOUT THE
<br />WRITTEN PERMISSION BY TUNG
<br />VO, M.S., P.E.
<br />ARCHITECTURAL - STRUCTURAL
<br />MECHANICAL - ELECTRICAL - PLUMBING
<br />RESIDENTIAL - COMMERCIAL - INDUSTRIAL
<br />ON TIME - ON BUDGET - PROFESSIONAL WORK
<br />ONE STOP SOLUTION PDC
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<br />SHEET NO.:
<br />DRAW BY:
<br />DUY NGUYEN
<br />PLOTE DATE:
<br />JOB NO.: 23026
<br />C 69546
<br />Exp: 06/30/26
<br />TUNG THANH VO
<br />C I V I LSTATE OF CALIFORNIA
<br />REGISTERED PROFESSIONAL ENGINEER
<br />09/29/2023
<br />08/19/2024 BLDG CMNT.
<br />SD0
<br />1
<br />1
<br />522 S Rosewood Ave & 1127
<br />W Bishop St
<br />4/29/2025
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