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STRUCTURAL STEEL
<br />REINFORCED CONCRETE
<br />WOOD
<br />CONCRETE MASONRY
<br />STRUCTURAL WOODGENERAL REQUIREMENTS
<br />1.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES,
<br />DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING
<br />AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS AND
<br />DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
<br />REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL
<br />DRAWINGS AND NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY
<br />DISCREPANCIES PRIOR TO STARTING WORK.
<br />2.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN
<br />THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS
<br />SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE, LATEST
<br />ADDITION, AS WELL AS ALL APPLICABLE STATE AND LOCAL ORDINANCES AS
<br />ADOPTED BY THE CONTROLLING JURISDICTION.
<br />3.THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
<br />INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE
<br />DRAWINGS IS STRUCTURALLY SOUND ONLY IN THE COMPLETED FORM. GENERAL
<br />CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH
<br />MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
<br />CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
<br />4.TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS.
<br />ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE
<br />BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR
<br />CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO
<br />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 />5.THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW
<br />OPENINGS, INTERIOR AND EXTERIOR WALLS SHALL BE DETERMINED FROM THE
<br />ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL AND ROOF OPENINGS AS
<br />REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR REQUIREMENTS
<br />SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS
<br />REQUIRED.
<br />6.FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB
<br />ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER ARCHITECTURAL,
<br />MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS MUST BE
<br />COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
<br />7.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND
<br />COORDINATION WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,
<br />PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL OTHER RELATED DRAWINGS.
<br />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
<br />INCLUDED IN THE SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN
<br />GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER SHALL BE NOTIFIED AND
<br />HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
<br />9.ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES
<br />ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL
<br />ENGINEER OF RECORD.
<br />10.ANY REFERENCE TO THE WORDS APPROVED OR APPROVAL IN THESE
<br />DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW
<br />AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUBCONTRACTORS OF
<br />ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR
<br />SPECIFICATION.
<br />11.WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
<br />APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE.
<br />DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY
<br />INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING
<br />OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
<br />CONSTRUCTION.
<br />12.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
<br />RESPONSIBILITY OF THE DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW
<br />AND COORDINATE ALL THE REQUIREMENTS IN THE ARCHITECTS PROJECT
<br />SPECIFICATION AS APPLICABLE.
<br />13.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING
<br />UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO
<br />PROTECT THEM FROM DAMAGE. REPAIR AND REPLACEMENT OF SAID WORK
<br />SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
<br />14.VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE
<br />NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.
<br />15.UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL
<br />DRAWINGS ARE TO THE TOP OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS
<br />"DROP" HAVE THE TOP OF BEAM AT THE HEIGHT OF THE TOP PLATE. BEAMS
<br />DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF THE TOP
<br />PLATE, U.N.O.
<br />5.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 />6.TYPICAL FLOOR SHEATHING
<br />23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN.
<br />SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
<br />OF USE
<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 />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
<br />ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
<br />AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
<br />USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE
<br />QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S.
<br />AND 12" O.C. F.S.
<br />7.TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
<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 />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 />NOTE*: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
<br />FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
<br />SHEAR WALL NOTES:
<br />1.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND NAILS
<br />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
<br />NOMINAL MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN
<br />ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
<br />FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE
<br />STAGGERED IN ALL CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE
<br />REQUIREMENTS. NAILS SHALL BE PLACED NOT LESS THAN 1/2" EDGE DISTANCE FROM THE
<br />PANEL EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
<br />MEMBERS.
<br />3.ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
<br />OF 0.229 INCHES BY 3 INCHES BY 3 INCHES IN SIZE, BETWEEN THE SILL PLATE AND NUT.
<br />ANCHOR BOLTS:
<br />1.MINIMUM 5/8"Ø STEEL BOLTS EMBEDDED 7" @ 48" O.C. INTO THE FOUNDATION WITH
<br />MINIMUM 3" S.Q x 0.25" PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE
<br />1-7/8" AND WITHIN 12" OF EACH END OF EACH PLATE.
<br />2.ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE TO BE FIXED
<br />IN PLACE FOR THE FOUNDATION INSPECTION.
<br />3.FASTENERS FOR PRESERVATIVE-TREATED SHALL BE NOT DIPPED ZINC-COATED
<br />GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
<br />4.A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO
<br />THE PLATE.
<br />5.HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16" OVERSIZED AT
<br />THE CONNECTOR OF THE HOLD DOWN TO THE POST.
<br />6.HOLD DOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL
<br />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 />NAILING SCHEDULE: (TABLE R602.3(1) W/ FOOT NOTES 2022 CRC)
<br />ITEM DESCRIPTION OF BUILDING
<br />ELEMENTS
<br />NUMBER AND TYPE OF
<br />FASTENERa, b, c
<br />SPACING AND
<br />LOCATION
<br />1 Blocking between ceiling joists or
<br />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 box
<br />(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 />WALL
<br />8 Stud to stud (not at braced wall
<br />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 at
<br />intersecting wall corners (at braced
<br />wall panels)
<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 />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 with
<br />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)Double top plate splice SDCs D0, D1,
<br />or D2; and braced wall line spacing ≥
<br />25'
<br />12-16d (3 1/2″ × 0.135″)
<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
<br />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 nailWider 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 Rim joist, band joist or blocking to sill
<br />or top plate (roof applications 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, face
<br />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″)
<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 rafter,
<br />face nail
<br />29 Bridging to joist 2-10d (3″ × 0.128″)Each end, toe nail
<br />ITEM DESCRIPTION OF BUILDING
<br />ELEMENTS
<br />NUMBER AND TYPE OF FASTENER a,
<br />b, c
<br />SPACING OF
<br />FASTENERS
<br />Edges
<br />(inches)h
<br />Intermediat
<br />e supports
<br />c, 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 />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 />6 12f
<br />31 19/32″ – 1″8d common nail (21/2″ × 0.131″)6 12f
<br />32 11/8″ – 11/4″10d common (3″ × 0.148″) nail; or 8d
<br />(21/2″ × 0.131″) deformed nail 6 12
<br />Other wall sheathing
<br />33 1/2″ structural cellulosic fiberboard
<br />sheathing
<br />1 1/2″ galvanized roofing nail, 7/16″ head
<br />diameter, or 1″ crown staple 16 ga., 1
<br />1/4″ long
<br />3 6
<br />34 25/32″ structural cellulosic fiberboard
<br />sheathing
<br />1 3/4″ galvanized roofing nail, 7/16″ head
<br />diameter, or 1″ crown staple 16 ga., 1
<br />1/4″ long
<br />3 6
<br />35 1/2″ gypsum sheathingd
<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 sheathingd
<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 6d deformed (2″ × 0.120″) nail; or 8d
<br />common (2 1/2″ × 0.131″) nail 6 12
<br />38 7/8″ – 1″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″10d common (3″ × 0.148″) nail; or 8d
<br />deformed (2 1/2″ × 0.120″) nail 6 12
<br />1.REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318,
<br />AND CRSI'S MANUAL OF STANDARD PRACTICE.
<br />2.REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE
<br />STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN
<br />SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE
<br />PLANS.
<br />3.WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL
<br />BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF
<br />EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2
<br />INCHES.
<br />4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO
<br />THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
<br />CONDITION COVER
<br />A. CAST AGAINST AND PERMANENTLY EXPOSED
<br />TO EARTH 3"
<br />B. EXPOSED TO EARTH OR WEATHER
<br />(INCLUDING SLABS ON GRADE)
<br />#6 AND LARGER 2"
<br />#5 AND SMALLER 1 1/2"
<br />C. NOT EXPOSED TO WEATHER OR
<br /> IN CONTACT WITH SOIL:
<br />1. STRUCTURAL SLABS, WALLS w/
<br /> #11 BARS AND SMALLER 3/4"
<br /> #14 BARS AND LARGER 1 1/2"
<br />2. BEAMS, COLUMNS 1 1/2"
<br />5.LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
<br />PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED
<br />6.MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC
<br />APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
<br />7.ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY
<br />BARS IN A MANNER THAT MAY DAMAGE REINFORCING.
<br />8.REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON
<br />CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING
<br />CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND
<br />APPROVAL.
<br />9.TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE
<br />6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB
<br />OVER THE TOP OF THE FLUTE OF THE METAL DECK.
<br />10.ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO
<br />PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER
<br />MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT
<br />OF CONCRETE.
<br />11.DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
<br />SIZE AND SPACING AS THE MAIN REINFORCING, UNO.
<br />12.CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
<br />COATED WHEN RESTING ON EXPOSED SURFACES.
<br />1.CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST
<br />EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION
<br />DOCUMENTS.
<br />2.PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
<br />3.AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR
<br />LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE
<br />FORLIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330
<br />4.DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
<br />MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
<br />5.CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS
<br />NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY
<br />REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME.
<br />6.CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
<br />SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
<br />7.ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS
<br />SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
<br />8.THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:
<br />a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
<br />REQUIRED WHEN f'c > 2500 PSI.
<br />b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT:
<br />4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT:
<br />4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />9.TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE
<br />WITH ASTM C94.
<br />10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI
<br />305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
<br />11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF
<br />CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB
<br />CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF
<br />CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY
<br />WORK.
<br />12.MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE
<br />BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOW ABILITY/WORKABILITY. THE
<br />SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH CONFORMING TO WEST
<br />COAST LUMBER INSPECTION BUREAU GRADING RULES #17. MOISTURE CONTENT NOT
<br />TO EXCEED 19% AT TIME OF CONSTRUCTION.
<br />2.WOOD-BASED STRUCTURAL USE PANELS SHALL MEET THE REQUIREMENTS OF DOC
<br />PS 2-10. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD.
<br />3.STRUCTURAL COMPOSITE LUMBER (SCL) SHALL CONFORM TO THE MANUFACTURER'S
<br />ICC REPORT IN COMPLIANCE WITH THE GOVERNING BUILDING CODE FOR THE
<br />PROJECT LISTED.
<br />4.ENGINEERED GLU-LAM BEAMS SHALL BE INSPECTED AND AN A.I.T.C. CERTIFICATE OF
<br />COMPLIANCE SHALL BE PROVIDED TO THE INSPECTOR PRIOR TO INSTALLATION. ALL
<br />GLU-LAM BEAMS SHALL BE FABRICATED WITH WATERPROOF GLUE WITH STANDARD
<br />CAMBER U.N.O.
<br />5.GLU-LAM BEAMS MAY NOT BE SUBSTITUTED FOR STRUCTURAL COMPOSITE LUMBER
<br />(SCL) BEAMS UNLESS WRITTEN AUTHORIZATION IS PROVIDED BY THE ENGINEER OF
<br />RECORD.
<br />6.ALL WOOD FRAMING MEMBERS DIRECTLY AGAINST CONCRETE OR MASONRY
<br />INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT SHALL BE PRESSURE TREATED
<br />DOUG-FIR TREATED WITH SODIUM BORATE (SBX/DOT). CORROSION RESISTANT
<br />CONNECTORS ARE NOT REQUIRED WITH SODIUM BORATE TREATED LUMBER. IF
<br />OTHER TREATMENTS ARE USED, GALVANIZED FASTENERS PER "FASTENER
<br />REQUIREMENTS" NOTE 3 ARE REQUIRED.
<br />7.LUMBER GRADE STAMPS ARE TO REMAIN IN PLACE AFTER INSTALLATION WHERE
<br />POSSIBLE.
<br />8.LUMBER GRADES ARE TO BE AS FOLLOWS:
<br />STUDS UP TO 10'-0"..............................................................................................STUD GRADE
<br />STUDS OVER 10'-0".............................................................................................................DF #2
<br />BLOCKING............................................................................................STANDARD OR BETTER
<br />PLATES & SILL.....................................................................................STANDARD OR BETTER
<br />TOP PLATES........................................................................................................................DF #2
<br />4X4 BEAMS/POSTS.............................................................................STANDARD OR BETTER
<br />4X6 THROUGH 4X12BEAMS/POSTS.................................................................................DF #2
<br />4X14BEAMS/POSTS.............................................................................................................DF#1
<br />6X & LARGER BEAMS/POSTS............................................................................................DF #1
<br />2X RAFTER/JOIST...............................................................................................................DF #2
<br />9.UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE.
<br />10.THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH
<br />CURRENT
<br /> APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL
<br /> 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 />11.ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING EXP 1 WITH A SPAN
<br />RATING OF 24/0 WITH 8D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 12" O/C
<br />FIELD NAILING.
<br />12.FLOOR SHEATHING SHALL BE 23/32" APA RATED SHEATHING EXP 1 WITH A MINIMUM
<br />SPAN RATING OF 48/24 WITH 10D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 10"
<br />O/C FIELD NAILING.
<br />FOUNDATION
<br />1.THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C. THE CONTRACTOR
<br />SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY
<br />ON THE JOB SITE AT ALL TIMES.
<br />2.THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN
<br />CRITERIA MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
<br />3.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL
<br />SOILS OR APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING
<br />INSPECTOR WITH COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF
<br />COMPACTED FILL FROM A SOIL GEOLOGIST FOR ANY REQUIRED FILL.
<br />4.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
<br />DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
<br />5.ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL
<br />BE INSPECTED AND APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO,
<br />AND AFTER PLACEMENT OF REINFORCEMENT. THE CONTRACTOR SHALL BE
<br />RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
<br />SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
<br />6.THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION
<br />OF EXISTING UTILITIES AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL
<br />FROM THE ARCHITECT.
<br />7.ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION.
<br />DESIGN FOR THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE
<br />REQUIREMENTS OF THE SOILS REPORT.BACK FILL AGAINST WALLS SHALL BE PLACED
<br />EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED.
<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 LENGTH AS REGULAR BOLTS
<br />WITH SPECIAL INSPECTION.
<br />GENERAL
<br />1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN
<br />ACCORDANCE WITH BUILDING CODE, CHAPTER 21.
<br />MATERIALS
<br />2.ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION SHALL
<br />CONFORM TO STANDARDS REQUIRED BY BUILDING CODE SEC. 2103.
<br />3.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270
<br />AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR
<br />MASONRY STRUCTURES (TMS 602-16).
<br />4.GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602-16 AND SHALL ATTAIN A
<br />MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 1500 PSI OR THE REQUIRED
<br />COMPRESSION, F'M, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF
<br />GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019.
<br />5.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD BEARING
<br />CONCRETE MASONRY UNITS. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
<br />SPECIFICATIONS FOR CONCRETE BUILDING BRICK.
<br />6.GRADE N CONCRETE BRICKS ARE FOR USE AS ARCHITECTURAL VENEER AND
<br />FACING, LIMITED TO IN EXTERIOR WALLS.
<br />7.GRADE S CONCRETE BRICKS ARE FOR GENERAL USE WHERE MODERATE STRENGTH
<br />AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED.
<br />STRENGTH
<br />8.THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, F'M, SHALL BE 2000 PSI,
<br />UNLESS NOTED OTHERWISE. IF HIGHER F'M IS NOTED, IT SHALL BE VERIFIED BY
<br />PRISM TESTS AS REQUIRED IN ARTICLE 1.4 SPECIFICATION OF MASONRY
<br />STRUCTURES (TMS 602-16).
<br />9.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND
<br />GRADE 60 FOR SIZES #4 AND LARGER.
<br />SPECIAL INSPECTION
<br />10.SPECIAL INSPECTION FOR CONCRETE MASONRY CONSTRUCTION SHALL BE CARRIED
<br />OUT IN ACCORDANCE WITH BUILDING CODE SECTION 1704 AND REQUIREMENTS IN
<br />SPECIAL INSPECTION TABLES ON SHEET SN-1. MASONRY COMPRESSIVE STRENGTH,
<br />F'M SHALL BE VERIFIED BY UNIT STRENGTH METHOD OR PRISM TEST METHOD PRIOR
<br />TO AND DURING CONSTRUCTION AS DESCRIBED IN ARTICLE 1.4 SPECIFICATION FOR
<br />MASONRY STRUCTURES (TMS 602-16).
<br />1.SOILS
<br />SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
<br />2.BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
<br />3.DESIGN LOADS:
<br />4.LATERAL LOADS:
<br />ROOF LOAD
<br />DEAD LOAD = 16 PSF
<br />LIVE LOAD = 20 PSF
<br />TOTAL = 36 PSF
<br />RISK CATEGORY: II
<br />SEISMIC DESIGN CATEGORY: D
<br />SEISMIC IMPORTANCE FACTOR (I) = 1.0
<br />SITE CLASS = D-Default
<br />WIND SPEED:110 MPH
<br />WIND EXPOSURE:C
<br />Ss:1.306
<br />S1:0.465
<br />Csy:0.113
<br />Ry:6.5
<br />Csx:0.113
<br />RX: 6.5
<br />DESIGN CRITERIA
<br />SILL PLATE
<br />NAILING
<br />(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 /> 4 640 PLF
<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 />15/32" APA STRUCT I. RATED PLYWOOD
<br />WITH 10d COMMON NAILS AT 2" O.C. EDGES
<br />AND 12" O.C. FIELD
<br />6" O.C., OR
<br />A35 @ 24" O.C.
<br />4" O.C., OR
<br />A35 @ 16" O.C.
<br />3" O.C., OR
<br />A35 @ 12" O.C.
<br />2" O.C., OR
<br />A35 @ 10" O.C.
<br />(2)3" O.C., OR
<br />A35 @ 6" O.C.
<br />FRAMING CLIP
<br />A35's,LS50's
<br />OR LTP4's.
<br />16" O.C.
<br />12" O.C.
<br />8" O.C.
<br />6" O.C.
<br />5" O.C.
<br />SHEET INDEX
<br />No.SHEET NO.SHEET NAME
<br />1 S0.0 - GENERAL STRUCTURAL NOTES.
<br />2 S0.1 - TYPICAL DETAILS.
<br />3 S1.0 - FOUNDATION PLAN & FRAMING PLAN.
<br />4 SD1 - STRUCTURAL DETAILS.
<br />BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALL
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />FLOOR LOAD
<br />DEAD LOAD = 15 PSF
<br />LIVE LOAD = 40 PSF
<br />TOTAL = 55 PSF
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<br />SHEET NO.:
<br />DRAW BY:
<br />DUY NGUYEN
<br />PLOTE DATE:
<br />JOB NO.: 24058
<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 />07/15/2024
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<br />2201 W Seventh St
<br />12/9/2024
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