|
15 Bottom plate to joist, rim joist, band joist or blocking (at
<br />braced wall panels)
<br />3-16d box (31/2″ × 0.135″); or
<br />2-16d common (31/2″ × 0.162″); or
<br />4-3” x 0.131 nails
<br />16 Top or bottom plate to stud
<br />4-8d box (2 ½” x 0.113”); or
<br />3-16d box (31/2″ × 0.135″); or
<br />4-8d common (21/2″ × 0.131″); or
<br />4-10d box (3” x 0.128”); or
<br />4-3” x 0.131 nails
<br />3-16d box (3 ½” x 0.135”); or
<br />2-16d common (3 ½” x 0.162”); or
<br />3-10d box (3”x 0.128”); or
<br />3-3” x 0.131 nails
<br />17
<br />18
<br />Top plates, laps at corners and intersections
<br />1″ brace to each stud and plate
<br />3-10d box (3” x 0.128”); or
<br />2 –16d common (3 ½” x 0.162”): or
<br />3-3” x 0.131 nails
<br />3-8d box (21/2″ × 0.113″); or
<br />2-8d common (2 ½”x 0.131”); or
<br />2010d box (3” x 0.128”); or
<br />2 staples 1 3/4″ ×
<br />19 1″ × 6″ sheathing to each bearing
<br />3-8d box (21/2″ × 0.113″); or
<br />2-8d common (2 ½” x 0.131”); or
<br />2-10d box (3” x 0.128”); or
<br />2 staples, 1” crown, 16 ga., 1 3/4″ long
<br />3-8d box (21/2″ × 0.113″); or
<br />3-8d common (2 ½” x. 0.131”); or
<br />3-10d box (3” x 0.128”); or
<br />3 staples 1” crown, 16 ga., 1 ¾” long
<br />20 1″ × 8″ and wider sheathing to each bearing Wider than 1” x 8”
<br />4-8d box (2 ½” x 0.113”); or
<br />3-8d common (2 ½” x 0.131”); or
<br />3-10d common (3” x 0.128”); or
<br />4 staples, 1” crown, 16 ga., 13/4″ long
<br />Floor
<br />21 Joist to sill, top plate or girder
<br />22 Rim joist, band joist or blocking to sill or top plate
<br />(roof application also)
<br />23
<br />24
<br />25
<br />26
<br />1″ × 6″ subfloor or less to each joist
<br />2″ subfloor to joist or girder
<br />2″ planks (plank & beam - floor & roof)
<br />Band or rim joist to joist
<br />4-8d box (21/2″ × 0.113″); or
<br />3-8d common (2 ½” x 0.131”); or
<br />3-10d box (3”x 0.128”); or
<br />3-3” x 0131” nails
<br />8d box (21/2″ × 0.113″)
<br />8d common (2 ½” x 0.131”); or
<br />10d box (3” x 0.128”); or
<br />3” x 0.131” nails
<br />3-8d box (21/2″ × 0.113″); or
<br />2-8d common (2 ½” x 0.131”); or
<br />3-10d box (3” x 0.128”); or
<br />2 staples, 1” crown, 16 ga., 1 3/4″ long
<br />3-16d box (3 ½” x 0.135”)
<br />2-16d common (3 ½ ” x 0.162”)
<br />3-16d box (31/2″ × 0.135″); or
<br />2-16d common (3 ½” x 0.162”)
<br />3-16d common (3 ½” x 0.162”)
<br />4-10 box (3” x 0.128”), or
<br />4-3” x 0.131” nails, or
<br />4-3” x 14 ga. staples, 7/16” crown
<br />20d common (4” x 0.192”); or
<br />27 Built-up girders and beams, 2-inch lumber layers
<br />10d box (3” x 0.128”); or
<br />3” x 0.131” nails
<br />And:
<br />2-20d common (4” x 0.192J; or
<br />3-10d box(3 ½” x 0.128”); or
<br />3-3” x 0.131” nails
<br />28
<br />29
<br />Ledger strip supporting joists or rafters
<br />Bridging to joist
<br />4-16d box (3 ½” x 0.135”); or
<br />3-16d common (31/2″ × 0.162″); or
<br />4-10d box (3” x 0.128”); or
<br />4-3” x 0.131 nails
<br />2-10d (3” x 0.128”), or 2-8d common
<br />(2 ½” x 0.131”; or 2- 3” x 0.131”) nails
<br />Face nail at ends and at each splice
<br />At each joist or rafter, face nail
<br />Each end, toe nail
<br />Face nail
<br />3 each 16” o.c. face nail
<br />2 each 16” o.c. face nail
<br />4 each 16” o.c. face nail
<br />Toe nail
<br />End nail
<br />Face nail
<br />Face nail
<br />Face nail
<br />Toe nail
<br />4” o.c. toe nail
<br />6” o.c. toe nail
<br />Face nail
<br />Blind or face nail
<br />At each bearing
<br />End nail
<br />Nail each layer as follows: 32” o.c. at top and
<br />bottom and staggered.
<br />24” o.c. face nail at top and bottom staggered on
<br />opposite sides.
<br />ITEM
<br />Roof
<br />1
<br />RESIDENTIAL NAILING SCHEDULE
<br />TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
<br />DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
<br />FASTENERa, b, c
<br />Blocking between joists or rafters to top plate, toe nail
<br />2
<br />3
<br />4
<br />5
<br />6
<br />Ceiling joists to plate, toe nail
<br />Ceiling joists not attached to parallel rafter, laps over
<br />partitions, face (see Sections R802.3.2, R802.3.2 and
<br />Table R802.5.1(9))
<br />Ceiling joist attached to parallel rafter (heel joint)
<br />(see Sections R802.3.1 and R802.3.2 and Table
<br />R802.5.1(9))
<br />Collar tie to rafter, face nail or 11/4″ × 20 gage ridge
<br />strap to rafter
<br />Rafter or roof truss to plate
<br />4-8d box (2 ½ x 0.113”)or
<br />3-8d (21/2″ × 0.113″); or
<br />3-10d box (3”x0.128”);or
<br />3-3”x0.131” nails
<br />4-8d box (2 ½ x 0.113”)or
<br />3-8d (21/2″ × 0.113″); or
<br />3-10d box (3”x0.128”);or
<br />3-3”x0.131” nails
<br />4-10d box (3”x0.128”);or
<br />3-16d common (3 ½” x 0.162”);or
<br />4-3”x0.131” nails
<br />Table R802.5.1(9)
<br />4-10d box (3”x0.128”); or
<br />3-10d common (3″ × 0.148″); or
<br />4-3”x0.131 nails
<br />3-16d box nails (31/2″ × 0.135″) or
<br />3-10d common nails (3″ × 0.148″); or
<br />4-10d box (3”x0.128”); or
<br />4-3”x0.131” nails
<br />7 Roof rafters to ridge, valley or hip rafters or roof rafter to
<br />minimum 2” ridge beam
<br />4-16d (31/2″ × 0.135″); or
<br />3-10d common (3″ × 0.148″); or
<br />4-10d box (3”x0.128”); or
<br />4-3” x 0.131 nails
<br />3-16d box (31/2″ × 0.135″); or
<br />3-16d common (31/2″ × 0.148″); or
<br />3-10d box (3”x0.128”); or
<br />3-3” x 0.131 nails
<br />Wall
<br />8
<br />9
<br />10
<br />11
<br />12
<br />13
<br />16d common (3 ½ ″ × 0.162″)
<br />Stud to stud (not at braced wall panels)l
<br />Stud to stud and abutting studs at intersecting wall
<br />corners (at braced wall panels)
<br />Built-up header (2” to 2” header with 1/2″ spacer
<br />Continuous header to stud
<br />Top plate to top plate
<br />Double top plate splice
<br />10d box (3” x 0.128”); or
<br />3”x 0.131” nails
<br />16d box (31/2″ × 0.135″); or
<br />3” x 0.131” nails
<br />16d common (3 ½” x 0.162”)
<br />16d common (31/2″ × 0.162″)
<br />16d box (3 ½” x 0.135”)
<br />5-8d box (21/2″ × 0.113″); or
<br />4-8d common (2 ½”x 0.131”); or
<br />4-10d box (3” x 0.128”)
<br />16d common (3 ½” x 0.162”)
<br />10d box (3″ × 0.128″); or
<br />3” x 0.131” nails
<br />8-16d common (31/2″ × 0.162″); or
<br />12-16d box (3 ½” x 0.135”); or
<br />12-10d box (3” x 0.128”); or
<br />12-3” x 0.131 nails
<br />14 Bottom plate to joist, rim joist, band joist or blocking (not
<br />at braced wall panels)
<br />16d common (3 ½” x 0.162”)
<br />16d box (3 ½” x 0.135”); or
<br />3” x 0.131” nails
<br />Toe nail
<br />SPACING OF FASTENERS
<br />Per joist, toe nail
<br />Face nail
<br />Face nail
<br />Face nail each rafter
<br />2 toe nails on one side and 1 toe nail on opposite
<br />side of each rafter or trussi
<br />Toe nail
<br />End nails
<br />24″ o. c. face nail
<br />16” o. c. face nail
<br />12″ o.c.
<br />16” o.c. face nail
<br />16″ o.c. each edge face nail
<br />12” o.c. each edge face nail
<br />Toe nail
<br />16” o.c. face nail
<br />12” o.c. face nail
<br />Face nail on each side of end joist (minimum 24” lap
<br />splice length each side of end joint)
<br />16” o.c. face nail
<br />12 “ o.c. face nail
<br />MATERIALS
<br />30
<br />31
<br />32
<br />3/8" - 1/2"
<br />19/32" - 1"
<br />11/8" - 11/4"
<br />6d common (2" × 0.113") nail (subfloor wall)j
<br />8d common (21/2" × 0.131") nail (roof); or RSRS-01(2⅜” x
<br />0.113” nail (roof) j
<br />8d common nail (21/2" × 0.131"); or RSRS-01; (2⅜” x
<br />0.113”) nail (roof)j
<br />10d common (3" × 0.148") nail or
<br />8d (21/2" × 0.131") deformed nail
<br />Other wall sheathing h
<br />33
<br />34
<br />35
<br />36
<br />37
<br />38
<br />39
<br />1/2" structural cellulosic
<br />fiberboard sheathing
<br />25/32" structural cellulosic
<br />fiberboard sheathing
<br />1/2" gypsum sheathingd
<br />5/8" gypsum sheathingd
<br />3/4" and less
<br />7/8" - 1"
<br />11/8" - 11/4"
<br />11/2" galvanized roofing nail, 7/16" head diameter or
<br />1¼” long 16 ga. Staple with 7/16” or 1” crown
<br />13/4" galvanized roofing nail, 7/16" head diameter or
<br />1½" long 16 ga. Staple with 7/16” or 1” crown
<br />11/2" galvanized roofing nail; staple galvanized,
<br />11/2" long; 11/4 screws, Type W or S
<br />13/4" galvanized roofing nail; staple galvanized,
<br />15/8" long; 1 5/8”screws, Type W or S
<br />6d deformed (2" × 0.120") nail or
<br />8d common (21/2" × 0.131") nail
<br />3
<br />3
<br />7
<br />7
<br />Wood structural panels, combination subfloor underlayment to framing
<br />6
<br />8d common (21/2" × 0.131") nail or
<br />8d deformed (21/2" × 0.120") nail
<br />10d common (3" × 0.148") nail or
<br />8d deformed (21/2" × 0.120") nail
<br />6
<br />6
<br />6
<br />6
<br />7
<br />7
<br />12
<br />12
<br />12
<br />Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing
<br />(see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing)
<br />6
<br />6
<br />6
<br />12f
<br />12f
<br />12
<br />Edges
<br />(inches) i
<br />Intermediate supports c, e
<br />(inches)
<br />FOR SI: 1 INCH = 25.4 MM, 1 FOOT = 304.8 MM, 1 MILE PER HOUR = 0.447 M/S; 1 KSI = 6.895 MPA.
<br />a.NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED.
<br />NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING
<br />YIELD STRENGTHS AS SHOWN: 80 KSI FOR SHANK DIAMETER OF 0.192 INCH (20D COMMON NAIL), 90
<br />KSI FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 KSI
<br />FOR SHANK DIAMETERS OF 0.142 INCH OR LESS.
<br />b.STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 7/16-INCH ON DIAMETER CROWN WIDTH.
<br />c.NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS
<br />ARE 48 INCHES OR GREATER.
<br />d.FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9-FOOT PANELS SHALL BE APPLIED VERTICALLY.
<br />e.SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(2).
<br />f.WHERE THE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR LESS, NAILS FOR WOOD STRUCTURAL
<br />PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACE 6 INCHES ON CENTER.
<br />WHERE THE ULTIMATE WIND SPEED IS GREATER THAN 130 MPH, NAILS FOR ATTACHING PANEL ROOF
<br />SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED 6 INCHES ON CENTER FOR MINIMUM
<br />48-INCH DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4 INCHES ON CENTER TO
<br />GABLE END WALL FRAMING.
<br />g.GYPSUM SHEATHING SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE
<br />WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C 208.
<br />h.SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGE SUPPORTED
<br />BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF
<br />FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING
<br />MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF AND FLOOR SHEATHING PANEL EDGES
<br />PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY
<br />OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS
<br />OR SOLID BLOCKING.
<br />j.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH
<br />THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE
<br />CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE
<br />OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED.
<br />j.RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.
<br />·THE FASTENER SCHEDULE PROVIDES MINIMUM NAILING REQUIREMENTS (I.E. SIZE,
<br />SPACING) FOR CONNECTING BUILDING ELEMENTS USED IN WOOD FRAMED
<br />CONSTRUCTION. FOR WOOD STRUCTURAL PANELS, BOTH EDGE NAILING AND
<br />INTERMEDIATE (FIELD) NAILING ARE SPECIFIED. IN ADDITION TO THE NAILING FOR
<br />WOOD STRUCTURAL PANELS, FASTENERS ARE SPECIFIED FOR GYPSUM WALL
<br />SHEATHING, CELLULOSIC FIBERBOARD WALL SHEATHING AND COMBINATION
<br />SUBFLOOR UNDERLAYMENT.
<br />GENERAL NOTES
<br />1.BUILDING CODE: 2022 CALIFORNIA BUILDING CODE (C.B.C.)
<br /> 2022 CALIFORNIA RESIDENTIAL CODE (C.R.C)
<br />2.FLOOR LIVE LOAD = N/A
<br />3.ROOF LOAD: DL = 15 PSF LL = 20 PSF
<br />4.CEILING LOAD:DL = 5 PSF LL = 20 PSF
<br />5.WIND DESIGN DATA:
<br />a)BASIC WIND SPEED ...............................................110MPH
<br />b)WIND IMPORTANT FACTOR, I ...............................1.0
<br />c)OCCUPANCY CATEGORY......................................II
<br />d)WIND EXPOSURE ...................................................C
<br />6.EARTHQUAKE DESIGN DATA:
<br />a)SEISMIC IMPORTANT FACTOR, I .........................1.0
<br />b)SEISMIC DESIGN CATEGORY .............................II
<br />c)SITE CLASS............................................................D
<br />d)Ss.............................................................................1.329
<br />e)S1 ............................................................................0.473
<br />f)SDS...........................................................................1.063
<br />g)SD1 ..........................................................................NULL
<br />h)DESIGN BASE SHEAR.............................................6103#
<br />i)Cs..............................................................................0.154
<br />j)RESPONSE MODIFICATION FACTOR....................R=6.5
<br />k)REDUNDANCY FACTOR ........................................ρ=1.3
<br />l)ANALYSIS PROCEDURE .......................................Equivalent Lateral Force Procedure
<br />USE LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
<br />RESISTANCE OR STEEL SHEETS
<br />7. SOIL REPORT NO : GEO252524LP, DATED: 09/12/2024, BY TMC ENGINEERS INC.
<br />STRUCTURAL NOTES AND SPECIFICATIONS
<br />FOUNDATION
<br />1.FOUNDATION HAVE BEEN DESIGNED USING ALLOWABLE SOIL BEARING CAPACITY OF 1,500 PSF,
<br />2.FOUNDATION DESIGN SHALL BE 24" MIN. DEPTH OF FTG BELOW LOWEST ADJACENT FINAL GRADE, AND
<br />12" MIN. WIDTH FOR 1 STORY, 15" MIN. WIDTH FOR 2 STORY, BEAR ON FIRM NATIVE OR PROPERLY
<br />COMPACTED SOILS.
<br />3.FOUNDATION DESIGN IS BASED ON NON-EXPANSIVE SOIL. IF FOUND THAT SOIL EXPANSIVE SO THAT
<br />FOOTINGS ARE REDESIGNED PRIOR TO POURING OF CONCRETE FOUNDATIONS.
<br />4.EXISTING FOUNDATIONS ARE ASSUMED TO BE IN GOOD CONDITION.CONTRACTOR SHALL NOTIFY THE
<br />ENGINEER OF ANY FOUNDATION WITH SIGNIFICANT SETTLEMENT, SEVERE CRACKING OR ANY
<br />INDICATION OF STRUCTURAL FAILURE OR DISTRESS OR DEFECT.
<br />5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, FENCE ENCLOSURES AND PROTECTION
<br />LIFE AND PROPERTY UNTIL THE PROJECT IS COMPLETE.
<br />6.A DILIGENT SEARCH SHALL BE CONDUCTED BY THE SOIL ENGINEER AND GRADING OR GENERAL
<br />CONTRACTOR TO LOCATE CESSPOOLS, SEPTIC TANK ETC, IF FOUND, PROPER ABANDONMENT
<br />PROCEDURE SHALL BE CONDUCT AS DIRECTED BY THE SOILS ENGINEER. ABANDONMENT AND/OR
<br />COMPACTION REPORT SHALL BE SUBMITTED TO THE CITY BUILDING DEPARTMENT AND ENGINEER
<br />REPORT.
<br />7.CONTRACTOR SHALL BRACE OR PROTECT FORM LATERAL LOADS FOR THE PIT AND RETAINING WALLS
<br />UNTIL ATTACHING SLABS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. NO
<br />VERTICAL EXCAVATIONS 4'-0" OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESEND
<br />SHALL BE PERMITTED
<br />REINFORCING STEEL
<br />1.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS OF A.S.T.M.
<br />A-615 GRADE 60 FOR BARS LARGER THAN #4, GR.40 FOR #4 OR SMALLER. WELDED WIRE FABRIC SHALL
<br />CONFORM TO A.S.T.M. A-82 AND A-185 . LAP 12 INCHES MINIMUM.
<br />2.DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS SHALL CONFORM TO THE LATEST
<br />EDITION OF A.C.I.
<br />3.MANUAL OF STANDARD PRACTICE FOR DETAILING AND REINFORCED CONCRETE STRUCTURES.
<br />4.MINIMUM COVER FORECAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:
<br />a.POURED AGAIN EARTH 3 INCHES
<br />b.POURED AGAIN FORM BELOW GRADE 2 INCHES
<br />c.FORMED SLABS 3/4 INCH
<br />d.SLAB ON GRADE, TOP COVER 1 INCH
<br />e.COLUMN AND BEAM MAIN BARS 1-1/2 INCHES
<br />f.WALLS EXPOSED TO WEATHER # 6 AND LARGER 2 INCHES
<br />g. WALL EXPOSED TO WEATHER # 5 AND SMALLER 1-1/2 INCHES
<br />5.BARS SHALL BE CLEAN OF RUST, GREASE AND OTHER DELETERIOUS MATERIAL THAT MAY AFFECT
<br />BOND.
<br />6.ALL BEND SHALL BE MADE COLD.
<br />7.LAP SPLICE LENGTH SHALL BE 42 BARS DIAMETERS MINIMUM AND SHALL BE STAGGERED.
<br />8.DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL HAVE SAME SIZE AS THE VERTICAL
<br />REINFORCEMENT, EMBEDMENT OF DOWELS SHALL BE 36 BAR DIAMETER OR 2'-0" MINIMUM UNLESS
<br />OTHERWISE SHOWN. DOWELS SHALL BE EQUAL IN SIZE AND SPACING.
<br />9.FOR STEM WALLS LONGER THAN 24", PROVIDE #4 VERTICAL BARS @ 24" O.C.
<br />10.LANDING - 3 ½" CONC W/ 6X6 10/10 WIRE MESH.
<br />11.PROVIDE VERTICAL AND HORIZONTAL REBAR IN FOUNDATION STEM WALL THAT EXCEEDS 24" IN
<br />HEIGHT MEASURED FROM TOP OF FOOTING.
<br />12.MINIMUM LAP OF MESH SHALL BE NOT LESS THAN THE SPACING OF THE CROSS WIRE PLUS TWO
<br />INCHES OR 60 DIA, OR 8 IN. WHICHEVER IS GREATER
<br />13.ALL REINFORCING BARS, EMBEDS, ANCHOR BOLTS, HOLDOWNS ETC. SHALL BE SECURED IN PLACE
<br />PRIOR TO PLACEMENT OF CONCRETE.
<br />14.CODE REQUIRED INSPECTIONS BY JURISDICTION AUTHORITY SHALL BE MADE AN SIGNED OFF PRIOR
<br />TO PLACEMENT OF CONCRETE.
<br />FRAMING LUMBER
<br />1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING MINIMUM GRADES:
<br />a.2X JOIST / RAFTERS NO.2 OR BETTER
<br />b.4X POSTS / BEAMS / HEADERS NO.2 OR BETTER
<br />c.6X AND 8X POSTS / BEAMS / HEADERS NO.1 OR BETTER
<br />d.FLOOR JOIST ABOVE GARAGE TO BE D.F.NO.1 OR BETTER
<br />e.STUDS: STUD GRADE (UP TO 9'-0"), NO.2 FOR TALLER THAN 9'-0"
<br />f.TOP PLATES & MUD SILLS: CONSTRUCTION GRADE OR BETTER
<br />2.WALL SILLS, NAILERS, AND LEDGERS IN CONTACT WITH CONCRETE: PRESERVATIVE TREATED
<br />3.STRUCTURE PANELS SHALL BE DOUGLAS FIR CONFORMING TO U.S. PRODUCT STANDARD PS-1-95 CD
<br />WITH EXTERIOR GLUE, AND SHALL BEAR THE STAMP OF AN APPROVED FABRICATOR.
<br />4.INSTALLATION OF VERTICAL AND HORIZONTAL SHEATHING SHALL FIRST BE APPROVED BY THE
<br />INSPECTOR PRIOR TO COVERING.
<br />5.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN ON APPROVED
<br />PLANS.
<br />6.MAXIMUM MOISTURE CONTENT OF ALL NUMBER SHALL BE 19%.
<br />7.BOLT HOLES TO BE NOMINAL DIAMETER OF BLOT PLUS 1/16 INCH UNLESS NOTED OTHERWISE.
<br />PROVIDE WASHERS UNDER HEAD AN NUTS OF BOLTS AND LAG SCREWS.
<br />8.FRAMING CONNECTION HARDWARE: AS MANUFACTURED BY SIMPSON STRONGTIE CO. OR APPROVED
<br />EQUIVALENTS DESIGNATIONS USED. USE NAILS PER ICBO APPROVAL AND AS RECOMMENDED BY
<br />SIMPSON FOR EACH DEVICE.
<br />9.THE NUMBER OF NAILS CONNECTING LUMBER SHALL NOT BE LESS THAN THE MINIMUM REQUIRED ON
<br />2022 CRC R602.3(1)
<br />10.ALL NAILS USED ON STRUCTURAL PANELS SHALL BE COMMON NAILS. ALL NAILING TO BE PER CBC 2022
<br />CRC R602.3(1) , UNLESS OTHERWISE NOTED.
<br />11.PROVIDE CONTINUOUS EDGE SUPPORT ALONG TOP AND BOTTOM OF 2X14 JOISTS.
<br />12.BUILT-UP FRAMING MEMBERS SHALL BE CONNECTED AS FOLLOWS: a. 2-2X 16D AT 12" O.C.
<br />STAGGERED TOP AND BOTTOM. b. 3-2X 5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP & BOTTOM. c. 4-2X
<br />5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP & BOTTOM.
<br />13.PROVIDE DOUBLE JOISTS UNDER PARALLEL PARTITIONS.
<br />14.PROVIDE SOLID BLOCKING UNDER ALL NON-PARALLEL PARTITIONS.
<br />15.INSTALL LAG BOLTS BY DRILLING LEAD HOLE 65% TO 75% OF SHANK DIAMETER AND FULL DIAMETER
<br />FOR SHANK PORTION.
<br />16.USE SOAP OR OTHER APPROVED LUBRICANT ON THREADS. INSTALLATION SHALL BE BY TIGHTENING
<br />OF SCREW NOT BY HAMMERING.
<br />17.TRUSS JOISTS SHOP DRAWINGS SHALL BE PROVIDED BY THE SUPPLIER AND SUBMITTED TO THE
<br />BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BE STAMPED
<br />AND WET SIGNED BY A LICENSED ENGINEER.
<br />STEEL
<br />1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO A.S.T.M. A-36 AND SHALL BE
<br />FABRICATED AND ERECTED IN ACCORDANCE WITH THE A.I.S.C. SPECIFICATIONS FOR THE DESIGN,
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDING, LATEST EDITION.
<br />2.PIPE COLUMNS SHALL CONFORM TO A.S.T.M. A-53 GRADE B.
<br />3.TUBULAR STEEL SHALL CONFORM TO A.S.T.M. A500 GRADE B.
<br />4.BOLTS SHALL CONFORM TO A.S.T.M. A-307 UNLESS NOTED OTHERWISE.
<br />5.SHOP DRAWING SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER AND BUILDING DEPARTMENT
<br />FOR REVIEW PRIOR TO FABRICATION.
<br />6.FABRICATION SHALL BE DONE IN THE SHOP OF LICENSED FABRICATORS.
<br />7.USED ELECTRIC ARC PROCESS WELDING WITH E70XX ELECTRODES.
<br />8.ALL WELDING SHALL BE DONE IN THE SHOP OF LICENSED FABRICATOR OR PROVIDE CONTINUOUS
<br />SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR.
<br />9.WHERE A FILLET WELD SYMBOL IS USED IN THE PLANS WITHOUT INDICATION OF SIZE, THE MINIMUM
<br />WELD SIZE AS SPECIFIED IN THE A.I.S.C. MANUAL OF STEEL CONSTRUCTION SHALL BE USED.
<br />CONCRETE
<br />1.THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE F'C=2,500 PSI @ 28 DAYS UNLESS
<br />OTHERWISE NOTED, WATER_CEMENT RATIO OF 0.45, TYPE V CEMENT.
<br />2.AGGREGATES SHALL CONFORM TO A.S.T.M. C33
<br />3.READY-MIXED CONCRETE SHALL BE IN ACCORDANCE WITH REQUIREMENTS OF ASTM C94.
<br />4.MAXIMUM SLUMP SHALL BE 5" UNLESS NOTED OTHERWISE.
<br />5.CONCRETE SHALL BE MAINTAINED MOIST A MINIMUM OF 10 DAYS AFTER PLACEMENT.
<br />6.PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL WELL SECURED IN
<br />PROPER POSITIONS.
<br />7.USE TYPE II OR V CEMENT AS REQUIRED AGAINST SULFATE ATTACK.
<br />8.ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
<br />9.HOLD-DOWNS SHALL BE RE-TIGHTENED JUST PRIOR TO COVER THE WALL FRAMING.
<br />1.ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODES AND
<br />ALL AMENDMENTS AND LOCAL, COUNTY, STATE AND FEDERAL REGULATIONS.
<br />2.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK
<br />ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO BID AND SIGNING OF CONTRACT. ALL
<br />DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND ENGINEER AND BE
<br />RESOLVED IN WRITING BEFORE PROCEEDING WITH THE WORK.
<br />3.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB EXCEPT WHERE THEY
<br />ARE IN CONFLICT WITH DETAILS AND NOTES ON OTHER DOCUMENTS; THE MORE STRICT CONDITION
<br />APPLIES SUBJECT TO REVIEW BY THE ENGINEER.
<br />4.ALL INFORMATION SHOWN ON THE PLANS RELATIVE TO EXISTING CONDITION WERE CAREFULLY TAKEN
<br />IN THE FIELD BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS ARE IN CONFLICT
<br />WITH THE PLANS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT PROPER CHANGES CAN BE
<br />MADE.
<br />5.REQUIRED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT
<br />FOR REVIEW.
<br />6.MODIFICATION OF STRUCTURAL PLANS AND MATERIAL SUBSTITUTIONS SHALL NOT BE DONE WITHOUT
<br />WRITTEN APPROVAL OF THE ENGINEER.
<br />7.THE APPROVED PLANS AND SPECIFICATIONS REPRESENT THE FINISH STRUCTURE AND DO NOT INCLUDE
<br />THE MOTHODS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPEVISE AND DIRECT THE WORK AND
<br />SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION METHODS, MEANS, TECHINQUES, SEQUENCES
<br />AND PROCEDURES INCLUDING BUT NOT LIMITED TO SHORING, INSURANCE, FENCING, CONSTRUCTION
<br />CANOPY, SCAFFOLDING ETC. FIELD OBSERVATIONS BY THE ENGINEER SHALL NOT BE CONSIDERD AS
<br />INSPECTIONS AS REQUIRED BY THE CODE.
<br />8.REFER TO THE ARCHITECTURAL PLANS FOR DIMENSIONS, OPENINGS, LAYOUT ETC.
<br />BAR SIZE MINIMUM EMBEDMENT *REMARKS
<br />#3 3 1/2"
<br />#4 OR 1/2" Ø 4 1/4"
<br />#5 OR 5/8" Ø 5 1/2"
<br />#6 OR 3/4" Ø 6 3/4"
<br />DESIGN CRITERIA
<br />FASTENER NOTES
<br />EPOXY ANCHORS
<br />1.EPOXY FOR EPOXY ANCHORS SHALL BE SET-XP BY "SIMPSON STRONG-TIE" (ICC ESR. #2508)
<br />2.ANCHORS USED FOR EPOXY ANCHORS SHALL BE ASTM A-307 THREADED RODS UNO. SIZE AND
<br />EMBEDMENT SHALL BE AS INDICATED ON PLANS
<br />3.ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE EPOXY MANUFACTURER'S
<br />RECOMMENDATIONS AND THE CURRENT ICC REPORT
<br />4.ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH CBC-2011 SECTION 1704 AND IN ACCORDANCE
<br />WITH THE SPECIFIC SPECIAL INSPECTION REQUIREMENTS SET FORTH IN THE CORRESPONDING ICC
<br />REPORT
<br />5.DRILLED HOLES SHALL BE CLEANED OF DUST AND ANY DEBRIS USING NYLON BRUSH AND COMPRESSED
<br />AIR OIL, SCALE, AND RUST SHALL BE REMOVED FROM THREADED RODS PRIOR TO INSTALLATION
<br />6.UNLESS NOTED OTHERWISE IN THE PLANS, EPOXY ANCHORS SHALL HAVE THE FOLLOWING MINIMUM
<br />EMBEDMENT.
<br />EXPOSED TO WEATHER
<br />1.ALL EXPOSED STEEL MEMBERS SHALL BE COATED WITH A ZINC RICH PRIMER.
<br />2.ALL EXTERIOR HANGERS AND OTHER SIMPSON TYPE PRODUCTS SHALL BE GALVANIZED.
<br />3.ALL PLYWOOD SHALL BE OF AN EXP. 1 GRADE.
<br />FRAMING
<br />1.DOUBLE FLOOR JOISTS REQUIRED UNDER PARALLEL BEARING PARTITIONS.
<br />2.APPLY CONT. LINE OF GLUE TO FLOOR PANELS AT ALL JOISTS.
<br />3.BLOCKINGS ARE REQUIRED AT ALL SHEARWALL PANEL EDGES.
<br />4.CONSTRUCT OF PLYWOOD SHEARWALL SHALL BE WITH COMMON NAILS ONLY.
<br />8.POWER DRIVEN PINS ARE NOT PERMITTED AT FOUNDATIONS HORIZONTAL
<br />9.HOLDDOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEARWALLS SHALL HAVE TOLERANCE OF NO
<br />MORE THAN 1/16".
<br />10.ALL POSTS WITH HOLDDOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE NAILING.
<br />11.ANCHOR BOLTS SHALL BE MIN. 5/8" DIA., 7" EMB. INTO CONCRETE, @ 4' OC U.O.N. ON SHEARWALL
<br />SCHEDULE, 12" FROM ENDS, 2 MINIMUM PER PLATE, AND WITH 3"X3"X.229" STEEL PLATE WASHERS. BOLTS
<br />SHALL EXTEND 5" INTO FOOTING ON TWO POUR SYSTEM (EXTRA LONG BOLTS). PROVIDE MINIMUM EDGE
<br />DISTANCE OF 1 7/8" FOR THE 5/8" DIA. ANCHOR BOLTS.
<br />12.PLATE WASHERS FOR ALL ANCHOR BOLTS TYPICAL:
<br />PLYWOOD SHEATHING:
<br />1.SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING: 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL
<br />INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE. ROOF SHEATHING RING
<br />SHANK #03 (2 1/2" X 0.131") NAIL @ 6" O.C. @ PANEL EDGES & 12" O.C. @ INTERMEDIATE.
<br />2.FLOOR/ROOF DECK/DECK SHEATHING: 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN
<br />RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE. T&G OR BLOCKING
<br />REQUIRED ALL EDGES, 10D @ 6" @ PANEL EDGES & 12" @ INTERMEDIATE.
<br />3.VERTICAL PLYWOOD SHEATHING: SEE SHEAR WALL SCHEDULE.
<br />4.ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES,
<br />APA, PFS/TECO OR PITTSBURG.
<br />5.USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA
<br />SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />6.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), MIN 2"
<br />LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S.
<br />GLULAM/PARALLAM/MICROLAM BEAMS
<br />1.GLUE LAMINATED BEAM S SHALL BE PER AMERICAN INSTITUTE OF TIMBER CONSTRUCTION 117.
<br />CONBINATION SYMBOLS SHALL BE AS FOLLOWS:
<br />a)24F-V4 DF/DF FOR SIMPLE BEAMS
<br />b)24F-V8 DF/DF FOR CANTILEVERED BEAMS
<br />2.PARALLAM BEAMS SHALL BE 2.0E PSL, ICC # ESR-1387
<br />3.MICROLAM BEAMS SHALL BE 2.0E LVL
<br />4.LAMINATED BEAMS SHALL BE FABRICATED BY A LICENSED FABRICATOR AND SHALL BE ACCOMPANIED TO
<br />THE JOB SITE WITH CERTIFICATE OF FABRICATION.
<br />BOLT SIZE (A307)PLATE SIZE (ASTMA-36)MIN. EDGE DISTANCE (IN.)
<br /> 5/8" Ø 0.229" x 3" x 3"1 7 8
<br />3/4" Ø 0.229" x 3" x 3"2 1 2
<br />7/8" Ø 5/16" x 3" x 3"2 5 8
<br />1 1/4" Ø 3/8" x 3 1/2" x 3 1/2"3 3 4
<br />SHEET INDEX
<br />DEFERRED SUBMITTAL
<br />Consultant:
<br />Address:
<br />Address
<br />Phone
<br />e-mail
<br />AD
<br />D
<br />R
<br />E
<br />S
<br />S
<br />:
<br />SHEET NAME
<br />DATE
<br />DRAWN BY:
<br />CHECKED BY:
<br />SHEET NUMBER
<br />REVISION
<br />STAMP
<br />PR
<br />O
<br />J
<br />E
<br />C
<br />T
<br />12
<br />/
<br />8
<br />/
<br />2
<br />0
<br />2
<br />4
<br />NE
<br />W
<br />
<br />D
<br />E
<br />T
<br />A
<br />C
<br />H
<br />E
<br />D
<br />
<br />A
<br />D
<br />U
<br />LP
<br />12/08/2024
<br />HP
<br /> 2
<br />7
<br />2
<br />6
<br />
<br />S
<br />T
<br />R
<br />A
<br />W
<br />B
<br />E
<br />R
<br />R
<br />Y
<br />
<br />L
<br />A
<br />N
<br />E
<br />,
<br />
<br />U
<br />N
<br />I
<br />T
<br />
<br />2
<br />Description Date
<br />SA
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />,
<br />
<br />C
<br />A
<br />
<br />9
<br />2
<br />7
<br />0
<br />6
<br /> 2
<br />7
<br />2
<br />6
<br />
<br />S
<br />T
<br />R
<br />A
<br />W
<br />B
<br />E
<br />R
<br />R
<br />Y
<br />
<br />L
<br />A
<br />N
<br />E
<br />SA
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />,
<br />
<br />C
<br />A
<br />
<br />9
<br />2
<br />7
<br />0
<br />6
<br />1ST PC RESPONSE 12/08/241
<br />GENERAL NOTES
<br />AND REQUIREMENT
<br />SN1
<br />(4)
<br />(2)
<br />(1)
<br />(3)
<br />870
<br />(PLF)
<br />SHEAR
<br />ALLOWABLE
<br />220
<br />2022 CALIFORNIA BUILDING CODE (1), (3)
<br />SHEAR WALL SCHEDULE
<br />PANEL
<br />TYPE
<br />SHEAR
<br />8 d's
<br />10 d's
<br />@ 2" O.C.
<br />8 d's
<br />@ 2" O.C.
<br />@ 3" O.C.
<br />15/32" APA
<br />Structural I
<br />rated
<br />3/8" APA
<br />rated
<br />10 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 4" O.C.
<br />NAILING
<br />(COMMON)
<br />EDGE
<br />8 d's
<br />@ 6" O.C.
<br />3/8" APA
<br />rated
<br />rated
<br />3/8" APA
<br />SHEATHING
<br />8 d's
<br />@ 12" O.C.
<br />@ 12" O.C.
<br />8 d's
<br />FIELD
<br />(COMMON)
<br />NAILING
<br />STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.
<br />PERIODIC SPECIAL INSPECTION IS REQUIRED.
<br />(4) (2)
<br />3
<br />2
<br />1
<br />4
<br />5
<br />(5)
<br />(6)
<br />USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).
<br />@ 4" O.C.
<br />@ 6" O.C.
<br />@ 3" O.C.
<br />@ 2" O.C.
<br />@ 16" O.C.
<br />@ 12" O.C.
<br />@ 8" O.C.
<br />@ 6" O.C.
<br />@ 5" O.C.
<br />@ 24" O.C.
<br />@ 16" O.C.
<br />@ 12" O.C.
<br />@ 10" O.C.
<br />@ 6" O.C.
<br />SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
<br />PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED.
<br />USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS.
<br />FRAMING CLIPS A35's,
<br />LS50's OR LTP5's
<br />(5), (6)
<br />2 ROWS
<br />STAGG.
<br />@ 3" O.C.
<br />(4) (2)
<br />(4) (2)
<br />(4) (2)
<br />(8)
<br />260
<br />320
<br />380
<br />410
<br />490
<br />(7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.
<br />(8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.
<br />(9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.
<br />(9)
<br />(7)
<br />(7)
<br />(7)
<br />3/8" APA
<br />rated 530
<br />640 (7)
<br />(10)FOR DOUBLE SIDED SHEAR PANELS:
<br />(10)(10)(10)
<br />(10)(10)(10)
<br />(10)(10)(10)
<br />a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE .
<br />b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING,
<br /> FOR TYPES & .
<br />3
<br />4 5
<br />c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING,
<br /> FOR TYPES , & .3 4 5
<br />SILL PLATE CONNECTION
<br />SINKER
<br />16d's SCREWS
<br />RIM BOARD
<br />LSL & DF
<br />1/4"Øx6"
<br />SDS
<br />SCREWS
<br />RIM BOARD
<br />LVL
<br />1/4"Øx6"
<br />SDS
<br />@ 14" O.C.
<br />@ 10" O.C.
<br />@ 7" O.C.
<br />@ 5" O.C.
<br />@ 4" O.C.
<br />(10)
<br />(10)
<br />(10)
<br />PRESCRIPTIVE TABLES
<br />JOIST
<br />SPACING
<br />ATTICS WITHOUT STORAGE,
<br />LL=10PSF
<br />ATTICS WITH STORAGE,
<br />LL=20PSF
<br />2X4 2X6 2X8 2X10 2X4 2X6 2X8 2X10
<br />12"12'-5"19'-6"25'-8"--9'-10"14'-10"18'-9"22'-11"
<br />16"11'-3"17'-8"23'-4"--8'-11"13'-0"16'-6"20'-2"
<br />24"9'-10"15'-0"19'-1"23'-3"7'-3"10'-8"13'-6"16'-5"
<br />DF #2 CEILING JOISTS, ALLOWABLE SPANS
<br />DATA FROM CRC TABLE R802.5.1(1) & R802.5.1(2) ATTIC WITH STORAGE ARE THOSE WHERE THE CLEAR HEIGHT BETWEEN
<br />THE CEILING JOIST AND RAFTER IS 42" OR GREATER. ATTICS SHALL BE UNINHABITABLE. CEILING DEAD LOAD SHALL NOT
<br />EXCEED 5 PSF.
<br />TIE
<br />SPACING
<br />ROOF PITCH
<br />3:12 4:12 5:12 7:12 9:12
<br />SPAN SPAN SPAN SPAN SPAN
<br />12'20'28'36'12'20'28'36'12'20'28'36'12'20'28'36'12'20'28'36'
<br />12"4 6 8 1 3 5 6 8 3 4 5 6 3 4 4 5 3 3 4 4
<br />16"5 8 10 13 4 6 8 10 3 5 6 8 3 4 5 6 3 4 4 5
<br />24"7 11 15 19 5 8 12 15 4 7 9 12 3 5 7 9 3 4 6 7
<br />RAFTER TIE CONNECTIONS, #16d COMMON NAILS
<br />DATA FROM CRC TABLE R802.5.2 VALUES ADJUSTED FOR DF#2 FRAMING. THE NUMBER OF NAILS SPECIFIED IN THE TABLE
<br />SHALL BE PROVIDED AT EACH CONNECTION. WHEN FULL-HEIGHT INTERIOR BEARING WALLS OR PURLIN BRACING ARE
<br />PROVIDED, RAFTER TIE NAILING MAY BE REDUCED PROPORTIONAL TO THE REDUCTION IN RAFTER SPAN; NO LESS THAN 3
<br />NAILS SHALL BE PROVIDED AT EACH CONNECTION. NO SNOW LOAD
<br />JOIST
<br />SPACING
<br />DL = 10PSF, LL = 40PSF
<br />2X6 2X8 2X10 2X12
<br />12"10'-9"14'-2"18'-0"20'-11"
<br />16"9'-9"12'-9"15'-7"18'-1"
<br />24"8'-3"10'-5"12'-9"14'-9"
<br />DF #2 FLOOR JOISTS, ALLOWABLE SPANS
<br />DATA FROM CRC TABLE R502.3.1(2)
<br />SHEATHING GRADE ALLOWABLE LL(PSF)ROOF FLOOR
<br />SPAN
<br />RATING
<br />FLOOR/R
<br />OOF
<br />SPAN
<br />THICKNE
<br />SS
<br />SPAN
<br />@16"O.C.
<br />SPAN
<br />@24"'O.C.
<br />MAX. SPAN (in.)LOADS (psf)
<br />PANEL EDGES WITH T&G
<br />JOINTS OR BLOCKING
<br />MAX. SPAN (in.)
<br />WITH
<br />EDGE
<br />SUPPOR
<br />T
<br />WITHOUT
<br />EDGE
<br />SUPPOR
<br />T
<br />TOTAL
<br />LOAD
<br />LIVE
<br />LOAD
<br />24
<br />0
<br />3
<br />8 100 30 24 20 40 30 0
<br />24
<br />16
<br />7
<br />16 100 40 24 24 50 40 16
<br />32
<br />16
<br />15
<br />32 180 70 32 28 40 30 16
<br />40
<br />20
<br />19
<br />32, 5
<br />8 305 130 40 32 40 30 20
<br />48
<br />24 3/4, 3/4, 0 -175 48 36 45 35 24
<br />PLYWOOD OR OSB FLOOR AND ROOF SHEATHING, ALLOWABLE SPANS
<br />DATA FROM CRC TABLE R503.2.1.1(1) SHEATHING PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS AND
<br />PERPENDICULAR TO SUPPORTS. FOR 1/2" SHEATHING MAXIMUM SPAN SHALL BE 24". EDGE SUPPORT MAY BE PROVIDED BY
<br />TONGUE AND GROOVE EDGES, 2X BLOCKING OR PANEL EDGE CLIPS.
<br />SIGNED DATE: 12/8/2024
<br />1
<br />2726 W Strawberry Ln &
<br />Unit# 23/17/2025
|