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TABLE R602.3(l)
<br />FASTENING SCHEDULE
<br />11� 1 aI,p, NOTES:
<br />ITEM
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />NUMBER AND TYPE
<br />OF FASTENER a, b, c
<br />SPACING AND LOCATION
<br />I
<br />Blocking between ceiling joists or rafters to top plate
<br />4-8d box (2-1/2" x 0.113") or
<br />Toe nail
<br />3-8d common (2-1/2" x 0.131"); or
<br />3-10d box (3" x 0.128"); or
<br />3-3" x 0.131" nails
<br />2
<br />Ceiling joists to top plate
<br />4-8d box (2-1/2" x 0.113"); or
<br />Perjoist, toe nail
<br />3-8d common (2-1/2" x 0.131"); or
<br />3-10d box (3" x 0.128"); or
<br />3-3" x 0.131" nails
<br />3
<br />Ceiling joist not attached to parallel rafter, laps over
<br />4-10d box (3" x 0.128"); or
<br />Face nail
<br />partitions (see Section R802.5.2 and Table R802.5.2)
<br />3-16d common (3-1/2" x 0.162"); or
<br />4-3" x 0.131" nails
<br />4
<br />eiling joist attached to parallel rafter heeljoint)Table
<br />see Section R802.5.2 and Table R80 .5.2
<br />R802,5.2
<br />Face nail
<br />5
<br />Collar tie to rafter, face nail or 11/4" x 20 ga. ridge strap
<br />4-10d box (3" x 0.128"); or
<br />Face nail each rafter
<br />to rafter
<br />3-10d common (3" x 0,148"); or
<br />4-3" x 0.131" nails
<br />6
<br />Rafter or roof truss to plate
<br />3-16d box nails (3-1/2" x 0.135"); or
<br />2 toe nails on one side and 1 toe nail
<br />3 10d common Wads (3" x 0.148 ), or
<br />on.opposite side of each rafter or
<br />4-10d box (3" x 0.128"); or
<br />truss
<br />4-3" x 0.131" nails
<br />4-16d (3-112" x 0.135"); or
<br />Toe nail
<br />3-10d common (3" x 0 148"}; or
<br />4-10d box x t}.128");
<br />7
<br />Roof rafters to ridge, valley or hip rafters or roof rafter
<br />(3" or
<br />4-3" x 0.131' nails
<br />3-16d box 3-1/2" x 0,135"); or
<br />End nail
<br />to minimum 2' ridge beam
<br />2-16d common (3-1/2`° x 0.162"); or
<br />3-10d box (3" x 0.128"); or
<br />3-3" x 0,131" nails
<br />WALLS
<br />16d common 3-1/2„ x 0.16_7„
<br />( )
<br />24 o.c, face nail
<br />8
<br />Stud to stud (not at braced wall panels)
<br />14d box (3" x 0,128"); or
<br />16°' o.c. face nail
<br />3" x 0.131" nails
<br />„ X
<br />16d box 3 'I/2 0.135" • or
<br />7„
<br />1- o.c. face nail
<br />9
<br />f' P
<br />Stud to stud and abutting studs at intersecting wall corners
<br />9 g
<br />"x
<br />3 0.131 nails
<br />16d common (3-1/2" x 0.162")
<br />16" o.c. face nail
<br />(at braced wall panels)
<br />" X
<br />16d common 3-1/2 0.162°'
<br />(
<br />16" o.c. each edge face nail
<br />g
<br />10
<br />Built-up header (2" to 2" header with 1/2" spacer)
<br />16d box (3-1/2" x 0.135")
<br />12" o.c. each edge face nail
<br />11t
<br />Continuous header o stud
<br />t
<br />"x
<br />5 8d box 2-1/2 0.113 or
<br />Toe nail
<br />4-8d common (2-112" x 0.131 "); or
<br />4-1 Od box (3"x 0.128")
<br />" X
<br />16d common 3 1/2 .162°'
<br />0
<br />( )
<br />16°' o.c. face nail
<br />i
<br />1_
<br />Top late to to late
<br />PP PP
<br />„x
<br />10d box 3 0.128" � or
<br />( ),
<br />7°'
<br />1_ o.c. face nail
<br />c
<br />"x
<br />3 0.131' nails
<br />13
<br />Double plate splice
<br />le to t ce
<br />P P P
<br />" X
<br />8 16d common 3 1/ 0.162" • or
<br />2
<br />( ),
<br />P
<br />Fac., nail on each side of end joint
<br />J
<br />12-16d box 3-112" x 0,135" ); or
<br />(minimum 24" lap splice length each
<br />12-10d box (3" x 0.128"); or
<br />side of end joint)
<br />12-3" x 0.131" nails
<br />16d common (3-1/2" x 0A62")
<br />16" o.c. face nail
<br />14
<br />Bottom plate to 'oist, rim joist, band joist or
<br />blocking (not atsraced wall panels)
<br />16d box (3-1/2" x 0.135"); or
<br />12" o.c. face nail
<br />3" x 0.131"nails
<br />15
<br />Bottom plate to joist, rim joist, band joist or
<br />3-16d box (3-1/2" x 0.135"); or
<br />3 each 16" o.c. face nail
<br />blocking (at braced wall panel)
<br />2-16d common (3-1/2" x 0.162"); or
<br />2 each 16" o.c. face nail
<br />4-3" x 0.131" nails
<br />4 each 16" o.c, face nail
<br />4-8d box (2-1/2" x 0.113"); or
<br />Toe nail
<br />3-16d box (3-1/2" x 0.135"); or
<br />4-8d common (2-1/2" x 0.131"); or
<br />4-10d box (3" x 0.128"); or
<br />16
<br />Top or bottom plate to stud
<br />4-3" x 0.131" nails
<br />3-16d box (3-1/2" x 0.135"); or
<br />End nail
<br />2-16d common (3-1/2" x 0.162"); or
<br />3-10d box (3" x 0.128"); or
<br />3-3° x 0.131" nails
<br />17
<br />Top plates, laps at corners and intersections
<br />3-10d box (3" x 0.128"); or
<br />Face nail
<br />2-16d common (3-1/2" x 0.162"); or
<br />3-3" x 0.131" nails
<br />18
<br />1" brace to each stud and plate
<br />3-8d box (2-1/2" x 0.113"); or
<br />Face nail
<br />2-8d common (2-1/2" x 0A 31 "); or
<br />2-10d box (3" x 0A 28" ); or
<br />2 staples 1-3/4"
<br />19
<br />1" x 6" sheathing to each bearing
<br />3-8d box (2-1/2" x 0.113"); or
<br />Face nail
<br />2-8d common (2-1/2" x 0.131"); or
<br />2-10d box IF x 0.128"); or
<br />2 staples, °' crown, 16 ga., 1-3/4" long
<br />3-8d box (2-1/2" x 0.113"); or
<br />Face nail
<br />3-8d common'2-1/2" x 0.131"); or
<br />3-10d box (3" x O'128"); or
<br />3 staples, i crown, 16 ga., 1-3/4" long
<br />20
<br />1" x 8" and wider sheathing to each bearing
<br />Wider than 1" x 8"
<br />Face nail
<br />4-8d box (21/2" x 0.113"); or
<br />3-8d common (21/2" x 0.131"); or
<br />3-10d box (3" x 0.128"); or
<br />4 staples, '( crown, 16 ga., 13/4" long
<br />Floor
<br />4-8d box (2-1/2" x 0.113"); or
<br />Toe nail
<br />3-8d common (2-1/2" x 0.131"); or
<br />21
<br />Joist to sill, top plate or girder
<br />3-10d box (3" x 0.128"); or
<br />3-3" x 0.131" nails
<br />8d box (2-1/2" x 0.113") 4" o.c.
<br />Toe nail
<br />22
<br />Rim joist, band joist or blocking to sill or top
<br />plate (roof applications also)
<br />8d common 2-1/2" x 0.131 °' ; or
<br />( )
<br />6" o.c. toe nail
<br />1®d box (3" x 0.128"); or
<br />3'° x 0.131" nails
<br />3-8d box (2-1/2" x 0.113"); or
<br />Face nail
<br />2-8d common (2-1/2" x 0.131"); or
<br />23
<br />1" x 6" subfloor or less to each joist
<br />3-10d box (3" x 0.128"); or
<br />2 staples, 1" Crown, 16 ga., 1-3/4" Tong
<br />24
<br />2" subfloor to joist or girder
<br />3-16d box (3-1/2" x 0.135"); or
<br />Blind and face nail
<br />2-16d common (3-1/2" x 0.162")
<br />25
<br />2" planks (plank & beam -floor & roof)
<br />3-16d box (3-1/2" x 0.135"); or
<br />At each bearing, face nail
<br />2-16d common (3-112" x 0.162")
<br />26
<br />Band or rim joist to joist
<br />3-16d common (3-1/2" x 0.162")
<br />End nail
<br />4-10 box S3' x 0.128"), or
<br />4-3" x 0.1 1"nails; or
<br />4-3" x 14 ga. staples, 7116" crown
<br />20d common (4" x 0.192"); or
<br />Nail each layer as follows: 32" o.c. at
<br />top and bottom and staggered.
<br />10d box (3" x 0.128"); or
<br />24" o.c. face nail at top and bottom
<br />27
<br />Built-up girders and beams, 2-inch lumber
<br />layers
<br />3" x 0.131" nails
<br />staggered on opposite sides
<br />And:
<br />Face nail at ends and at each splice
<br />2-20d common (4" x 0.192"); or
<br />3-1od box (3' x 0.128"); or
<br />3-3" x 0.131" nails
<br />28
<br />Ledger strip supporting joists or rafters
<br />4-16d box (3-1/2" x 0.135"); or
<br />At each joist or rafter, face nail
<br />3-16d common 3-1/2" x 0.162"); or
<br />4-10d box (3" x .128"); or
<br />4-3" x 0.131" nails
<br />29
<br />Bridging or blocking to joist
<br />2-10d box (3" x 0.128"), or 2-8d comm
<br />nEach end, toe nail
<br />(2-1/2' x 0. 31"; or 2-3 x 0.131") nails
<br />SPACING AND LOCATION
<br />ITEM
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />NUMBER AND TYPE
<br />OF FASTENER a. b: c
<br />EDGES
<br />(inches)h
<br />INTERMEDIATE
<br />SUPPORTS
<br />(inches)c, e
<br />Wood structural ppanels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing
<br />Isee Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
<br />6d common 2" x 0.113") nail (subfloor, wall)i
<br />30
<br />3/8" -1/2"
<br />8d common �2-112" x 0.131") nail (roof); or
<br />6
<br />12 f
<br />RSRS-01 (2-3/8" x 0.113") nail (roof) i
<br />8d common nail (2-1/2" x 0.131"); or RSRS-01;
<br />31
<br />19/32" -1"
<br />(2-3/8" x 0.113") nail (roo0i
<br />6
<br />12 f
<br />10d common (3" x 0.148") nail; or
<br />32
<br />1-118"-1-1/4"
<br />8d (2-1/2" x 0.131°') deformed nail
<br />6
<br />12
<br />Other wall sheathing 9
<br />33
<br />1/2" structural cellulosic fiberboard
<br />1-1/2" galvanized roofing nail, 7/16" head
<br />diameter,
<br />i wn' or 1-1/4' long 16 ga. staple with 7/16" or
<br />3
<br />6
<br />sheathing
<br />crown
<br />25l32" structural cellulosic
<br />1-3/4" galvanized roofing nail, 7/16" head diameter,
<br />1-1/2" long 16 7/16"
<br />34
<br />fiberboard sheathing
<br />g
<br />or ga. staple with or
<br />1" crown
<br />3
<br />6
<br />1-1/2" galvanized roofing nail;
<br />35
<br />1/2" gypsum sheathin
<br />staple galvanized,
<br />1-1/2" long; 11/4" screws, Type Wor S
<br />7
<br />7
<br />1-3/4" gle alvanized roofing nail;
<br />36
<br />5/8" gypsum sheathin
<br />1t5/i
<br />7
<br />7
<br />lonlg�1�5/8" screws, Type W or S
<br />Wood structural panels, combination subfloor underlayment to framing
<br />37
<br />314" and less
<br />6d deformed (2" x 0.120") nail; or
<br />6
<br />12
<br />8d common 22-1/2" x 0.131°' nail
<br />(
<br />38
<br />7/8" -1"
<br />8d common (2-112" x 0.131 nail; or
<br />6
<br />12
<br />8d deformed (2-1/2" x 0.120') nail
<br />39
<br />1-1/8"-1-1/4"
<br />10d common (3" x 0.148") hail; or
<br />6
<br />12
<br />8d deformed (2-1/2" x 0,120") nail
<br />a. Nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have
<br />minimum average bending yield strengths as shown; 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger
<br />than 0.142 inch but not larger than 0.177 inch, and 100 ksi 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 sppaced at not more than 6 inches on center at a0 supports where spans 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 cased on Table R602.3(2)).
<br />f. For wood structural panel roof sheathingg attached to gable end roof framing and fo intermediate supports within 48 inches of roof edges and ridges,
<br />nails shall be spaced at 6 inches on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches on center where
<br />the ultimate design wind speed is 130 mpph or reater but less than 140 mph.
<br />gg Gypsum sheathing shall conform to ASTM CY396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
<br />h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters
<br />only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or
<br />floor sheathing ppanal edges perpendicular o the framing members need not e provided except as required by other provisions of this code. Floor
<br />perimeter shall Lae supported by framing members or soled blocking.
<br />i. Where a rafter is fas ened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe
<br />nails from the ceiling Joist to top plate in accordance with this schedule. The toe nail on the 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 />Key Design, Inc - 2021
<br />I IIRC R317.11 & IRC R317.1.2 All wood in contact with earth, or wood in conta
<br />-r--SW?-- �- - SW -I -- -- -- - I concrete that is in contact with earth, must be pressure treated wood su
<br />' - use. Cut ends of treated posts must be re -treated or be provided with pr
<br />concrete.
<br />�_
<br />�' I-;? �- ;� IRC R317.3.1 Fasteners for pressure treated wood must be of hot -dipped gaiv
<br />or copper. Exception: '/2-inch diameter or greater steel bolts.
<br />IRC R317.1 Wood joists closer than 18" or wood girders closer than 12" to the
<br />f
<br />wood or wood of natural resistance to decay.
<br />i
<br />DESIGN cRrrERla
<br />i 5 - SACK CONCRETE = 2500 PSI ��i�l� ��Pa� GRADE40 REAR =fy PSI
<br />a r.
<br />NOTE: I EQ FLUID PRESSURE ®30LBS/SQ FT
<br />6 MIL BLACK VISQUEEN SOIL BRG CAPACITY = 2000LBS/SQ FT
<br />VAPOR BARRIER.
<br />I
<br />S SHALL BE AT LEAST''/z INCH (12.7 mm) IN DIAMETER AND SHALL
<br />W-LT66Y1NIMUM OF 7INCHES (178 mm) INTO CONCRETE
<br />1TIriTlth/yASHER & NUT TO EA ANCHOR BOLT
<br />MIN. OF TWO BOLTS PER PLATE ESCTIION WITH ONE BOLT LOCATED NOT
<br />steel, st NE 12 INCHE
<br />THE PLATmmES OT IONS THAN SEVEN BOLT DIAMETERS
<br />must be of treated
<br />MIN LAP SPLICE OF REBAR
<br />iii Co
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<br />'
<br />I'
<br />9
<br />i I
<br />CONRETE FOOTINGS
<br />24"X24"X10"
<br />I
<br />I =
<br />W/ 2 #4 REBAR EA. WAY
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<br />UNLESS NOTED OTHERWISE
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<br />FNDN VENTILATION NOTE:
<br />1440 SQ FT DIVIDED BY
<br />150 EQUALS 9.6 SQ FT
<br />9.6 SQ FT EQUALS
<br />20 - 6" X 16" VENTS (72.5 SQ.IN FREE VENT)
<br />FOUNDATION VENTS TO BE PLACED
<br />IN FOUNDATION WALL - LOCATE IN
<br />FIELD TO ALLOW CROSS VENTILATION
<br />THROUGHOUT CRAWL SPACE.
<br />■
<br />N
<br />LL
<br />I
<br />I ,' r11---
<br />i
<br />PT 4x 6
<br />i I
<br />PROVIDE 18°' X 24" CRAWL SPACE I
<br />r
<br />AGG_tS S LOCATE IN FIELD
<br />I
<br />t"O IRC R403.1.1 Table R401.4.1 DECK FOOTINGS OR PADS.
<br />i'
<br />DECK CONCR ,TE FOOT GS
<br />.x
<br />The size offootings i ortin ie and columns shall. be based on the tributary load
<br />supporting piers e
<br />pP gp Y
<br />arid. allowable soil pressure, in accordance with Table R401.4.1. Attached deck
<br />4V/(2)#4 REABAR EA. WAY p ,
<br />foundations shall meet the same frost depth requirements as a residence. (18" below grade) fae
<br />i Poats sh 11 be anchored to ensure against uplift an lateral dis Iacem n
<br />t,wt
<br />4x PT 6 .
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<br />Fill
<br />NOTE:
<br />ATTACH TO EXISTING
<br />I I CONC. " OT FOUNDATION USING � �� FOOTPRINT
<br />j CONC. FOOTINGS REBAR STUB DRILLED '
<br />W/(2)#4 REBAR AND EPDXIED INTO
<br />EACH WAY EXISTING FOUNDATION
<br />-- AT LOACTIONS'TO MATCH
<br />HORIZONTAL REBAR IN
<br />Tl ADDITION FOUNDATION
<br />l Li
<br />I_ ( -
<br />-- I®®�
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<br />IRC R408.1 6-mil black polyethylene vapor retarder in crawl space. (State Amendment)
<br />IRC R408.1 Minimum net area of ventilation openings shall not be less than 1 sq,ft. for each
<br />300 sq.ft. of under floor area. (State Amendment)
<br />IRC R408.4 Under floor areas must be provided with access. Access openings shall be 18"x 24" if access
<br />is through the floor, and 16"x 24" if access is through an exterior wall. If access is through an
<br />exterior wall, a space 16 inches wide and 24 inches in depth must be provided in front of the
<br />opening. Through -wail openings must not be located under doors into the building.
<br />IRC R602.11.1 Anchor bolt washers (3"x3"x1/4" sq. ) hot dipped galvanized if w/ P.T. wood
<br />IRC R403.1,5 The top surface of footings must be level. Footings shall be stepped when necessary to
<br />change the top surface of a footing or where the bottom surface of a footing exceeds a 10% slope.
<br />IRC R403.1.3.2 For slabs -on -grade cast monolithically with a footing, one No.5 or two No. 4 bars
<br />must be located in the middle third of the footing depth.
<br />th.
<br />IRC R403.1.4.2 Interior footings supporting bearing or braced walls and cast monolithically with a slab on
<br />grade must extend to a depth of nof less than 12 inches below the top of the slab.
<br />IRC R403.1 & Table R403.1 Minimum requirements for foundations and footings:
<br />Footings must be a minimum of 6 inches in thickness. When the required width of footings
<br />exceeds 17 inches, per table R403.1, the footing must be a minimum of 8 % inches in thickness.
<br />IRC R403.1.3 Concrete footings shall have reinforcement located a minimum of 3 inches clear from the
<br />bottom of the footing.
<br />IRC R403.1.3 In Seismic Design Categories DI and D2, where a construction joint is created between a
<br />footing and a stem wall, a minimum of one vertical No. 4 bar must be provided at not more than
<br />4 feet on center. The vertical bar must extend to 3 inches clear of the bottom of the footing, have
<br />a standard hook and extend a minimum of 14 inches into the stem wall.
<br />IRC R403.1.3.1 Footings with stem walls must be provided with a minimum of one horizontal No. 4 rebar
<br />in the footing.
<br />IRC R403.1.6.1 Foundation plates must be b lted to foundation with not less than 1/2" steel bolts
<br />embedded 7" minimum into concrete and spaced not more than 6' apart. There ust be at least
<br />two bolts per piece with one bolt located between 3 %2' and 12" from each end of each piece.
<br />IRC R403.1.2 Braced wall panels at exterior and interior walls shall be supported by continuous footings.
<br />All requiredinterior braced wall panels shall also be supported on continuous footings at intervals
<br />not exceeding 50 feet.
<br />IRC R40 .1.7 Buildings hall be set back at the bottom of slope by /the height of the sic e but need
<br />3 s a e a e
<br />not be set backmorethan 15 feet, Buildings shall be setpback at the top of the slope but need
<br />not be set back more than 40 feet. Where a geotechnical report has been required and produced,
<br />the setbacks shall be as recommended by the geotechnical engineer.
<br />IRC R404.1.2 Concrete foundation walls. The IRC has total of 7 different tables dedicated to the rebar
<br />C a t
<br />re uirements for concrete foundation walls based on wall height, backfill soil class etc. Listed
<br />s q
<br />below are some common examples of minimum rebar requirements. All walls assume a floor
<br />diaphragm at the top of the wall b q
<br />IRC R404.1.4 Foundation walls not com I in with the requirements listed above for lain concrete must
<br />w ppY gg q P
<br />com i with tables R404.1.1(2),R404.1.1 3 R404.1. 4 or the table provided below for vertical
<br />tpY b O, 1( ),
<br />rein orcement.
<br />IRC R405.1 Foundation drains must be installed around foundations that retain earth and enclose
<br />habitable or usable space below grade. Tiles, pipes and other approved materials must discharge
<br />P
<br />b gravity or mechanical means to an approved drainage system.
<br />Y g Y PP 9 Y
<br />IRC R408.2 Under -floor areas must be ventilated b a r ve mechanical means or openings in
<br />a o d
<br />Y ppP Y
<br />exterior perimeter wall 1 s . for each 1 0 sq. fI. of area). Openings must be located as close to
<br />e ft 5
<br />P ( q)
<br />P
<br />corners as practical arrasge to provide cross ventilationon of 1e st two 0 Call., sides.
<br />a d d e sa
<br />P g Popposite
<br />Vents must be covered with 114" corrosion -resistant wire mesh.
<br />IRC R60_9
<br />.11.1 Hot -di ed- alvanized steel la washers a minimum of 3" x 3 x 1/4 must be used on
<br />p to
<br />each anchor bolt. This requirement applies to both exterior and interior braced walls.
<br />IRC R406.1 Foundation walls enclosing basements below finished grade must be damp -proofed.
<br />TAR] F 404 1 WI)
<br />MAXIMUM UNSUPPORTED MINIMUM HORIZONTAL REINFORCEMENT CONCRETE BASEMENT WALLS a'b
<br />HEIGHT OF BASEMENT WALL
<br />(feet)
<br />SOLID BLOCKING AS 8 OR LESS One #4 bar within 12 inches of the top of the wall story and one #4 bar near mid height of the wall story
<br />REQ'D
<br />ANCHOR BOLTS W/3" SQ WASHERS ANCHOR BOLTS tN13" SQ WASHERS
<br />PER IRC R403.1.6.1 " �! "1�' ��1 ;1 r `/ MORE THAN 8 One #4 bar within 12 inches of the top of the wall story and one #4 bar near third points of the wall story
<br />PER IRC R403.1.6.1
<br />PER HORIZONTAL
<br />R 04R 21NFORCEMENT �, PBR IRC R 04REINFORCEMENT
<br />For S1: 1 foot=304.8mm; 1 inch=25.4ni 1 pound per square inch = 6.895 kPa.
<br />a. Horizontal reinforcement requirements are for reinforcing bars with a min. yield strength of 40,000 psi, and concrete with a min. specified compressive strenth of
<br />SUPPORT BEAM PER PLAN 2500 psi and vertical reinforcement being located in the center of the wall
<br />z0 ® m b. See Section R404.1.2.2 for minimum reinforcement required for basement walls supporting above -grade concrete walls.
<br />X1
<br />FINISH GRADE � FINISH GRADE
<br />- ] -2X CLEAT (EACH SIDE) r-
<br />-- ----- OR IMPSON ACZ 0
<br />m
<br />S
<br />\ PRESSURE TREATED SUPPORT POST - -
<br />J
<br />U
<br />�-/����OR ELEVATED MIN. 8" ABOVE EARTH J
<br />VERTICAL REINFORCEMENT ¢ ¢
<br />ON MIN. 90# ROOFING. PROVIDE POSITIVE VERTICAL REINFORCEMENT a
<br />AS PER TABLE '� I F
<br />REBBR',AS ES,?`D _ �� � -�- CONNECTION TO FOOTING. AS PER REBARAS_REQ'.D -�
<br />BY IRC ' �1}#4 MIN. BY_�RC �11#4MIN.
<br />PER`PLAl41 �T
<br />---L-K�-_,-ILBA- - POLY M. VAPOR BARRIER BARRIER
<br />_
<br />ceo _
<br />REBAR PER PLAN
<br />8"
<br />6
<br />6" FOUNDATION WALL I
<br />O S
<br />4 1/2" M 4 1/2" MIN. PER PLAN 3 1/2" MI 3 1/2" MIN.
<br />PERMITTED IF MAXIMUM
<br />17" MIN, 13" MIN. WALL HEIGHT DOES NOT
<br />nPTA I I EXCEED 4' 6".
<br />WHILE KEY DESIGN, INC. HAS MADE EFFORT TO ENSURE THE ACCURACY
<br />LENF2®IFLPTEIBUESPROVIDED BY
<br />CLIENT FROMDRAWINGS
<br />INC HILDRLLKAND
<br />VERIFY ALL DIMENSIONS & COMPLIANCE TO APPLICABLE CODES PRIOR
<br />TO CONSTRUCTION.
<br />2X CLEAT WITH (5) 10d NAILS SIMPSON ACZ FOR POST
<br />BEAM & POST TO BEAM CONNECTION
<br />DETAIL
<br />POST/SEAM CONNECTION
<br />USING 2X CLEAT
<br />1/211 = 1' Q"
<br />INSTALL PER MANUF. SPEC'S
<br />�IMPSON A23 ATTACHED TO POST
<br />USING84, 0 048" X 1-112" NAILS &
<br />I FO ING USING (4 RAMSET 1-1/4"
<br />l..f PINS OR TRAPCON SCREWS I" MIN,
<br />4 EMBEDMENT
<br />DETAIL
<br />POST CONNECTIONS
<br />W/SIMPSON HARDWARE
<br />1 /2r' = 1' ®"
<br />DETAIL
<br />TYP. FOUNDATION
<br />WITH CRAWL SPACE
<br />AT MUDROOM
<br />1/21e = 11 Oil
<br />FLOOR TIES / I=ICLD®WNS
<br />MARK
<br />STRAP
<br />NAILING
<br />HOLDOWN
<br />STL
<br />ANCHORAGE
<br />B N
<br />ANCHOR HGR �OLTS
<br />STHD
<br />STHD
<br />STHD8RJ
<br />(24) 16d
<br />sinkers
<br />NIA
<br />1 Locate Holdownat each end of shearwall. 3 Extend foundation as required for holdown A.B. embedment.
<br />2� Cripple wall construct same as shearwall above. 43 Threaded rod and coupler as required.
<br />SHEARWALL SCHEDULE
<br />SILL PLATE
<br />MARK
<br />SHEATHING
<br />NAILING'
<br />SHEAR FLOW NAILING
<br />ANCHORS
<br />EDGES FIELD
<br />BASE PLATE TOE NAIL RIM
<br />BLOCKED
<br />JOIST OR TOP
<br />SVV1
<br />7116" OSB
<br />8d @ 8d @
<br />16d
<br />16d @
<br />112" OAnchor Bolt
<br />1 side
<br />6" o.c. 12" o.c.
<br />8" 0.c.
<br />5" o.c.
<br />@ 48" o.c, & @ ends
<br />SW2
<br />7116" OSB
<br />8d @ 8d @
<br />16d @Simpson
<br />LPT4 @
<br />112" oAnchor Bolt
<br />1 side
<br />4" o.c. 12" o.c.
<br />5" o.c,
<br />19" o.c.
<br />@ 32" o.c. & @ ends
<br />Use common nails for all nailing.
<br />�Anchor bolt washers must be 3 x 3" x 0.229" thick.
<br />) Framing members receiving edge nailin from abutting panels shall not be less than a single 3-inch nominal member or (2) 2x 6 HF#2
<br />stitched together with (2) rows of 16d 7" o.c. staggered.
<br />10-12-21
<br />West Coast Structural Engineering Inc.
<br />9540 Semiahni Parkway #137, Blaine, WA 98230
<br />STRUCTURAL REVIEW
<br />i THIS DRAWING HAS BEEN
<br />REVIEWED FOR STRUCTURAL.
<br />0 REQUIREMENTS ONLY PER
<br />THE ATTACHED
<br />CALCULATIONS.
<br />PROJECT NO: W4700
<br />
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