Use 7/16 APA Exposure 1 rated sheathing on all exterior ...
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All wood framing in regions where the basic wind speed (V-asd) equals or exceeds 110mph, the requirements of WFCM, SSTD 10-99, and/ or ICC 600 are applicable [LAC55:VI.301.A.3.a.ii.(b), IRC 301.2.1.1, and IBC 1609.1.1]. All wood framing members shall be #2 Southern Yellow Pine (Unless otherwise noted). All lumber in contact with earth, concrete and/or masonry shall be treated. Floor, attic and roof framing shall be as per plan or sized according to requirements not to exceed maximum span tables per WFCM 2012. Provide bridging where shown or when joists exceed 8 foot span. Provide double floor joist or beams under non-load bearing walls when joists are parallel to wall. Load bearing walls parallel to joists shall be directly supported by beams, girders, or other load bearing walls. [WFCM 3.3.1.5.] Where load bearing walls above are perpendicular to floor joists, walls shall not be off set from load bearing beams or walls below more than the width of the floor joist [WFCM 3.1.3.2.d.]. General Framing Wood Connectors Uplift connectors shall be provided for a continuous load path to transfer all lateral and vertical loads from from the roof, wall, and floor systems to the foundation. Connectors shall be installed with the maximum number of fasteners per the manufacturer's recommendations and specifications unless specifically noted otherwise. See Uplift Connector Tables (attached) for minimum allowable rated connectors that may be used for this project. Sheathing Use 7/16" APA Exposure 1 rated sheathing on all exterior walls, shear-walls, and roof. Plywood is an acceptable alternate for APA Exposure 1 rated sheathing. Floor sheathing shall be APA rated 3/4" thick minimum C- D Tongue & Grove nailed to floor joists with 8d common nails @ 6" O.C. at edges & 12" O.C. at intermediate joists. Edges of wood structural panel roof sheathing supported at 24 inches on center, shall be supported with blocking or edge clips. [WFCM 3.5.4.2] Nailing pattern for shear wall sheathing (exterior walls): - 8d common/10d box @ 6" O.C. at all edges/perimeter - 8d common/10d box @ 12" O.C. all interior studs. [WFCM Table 3.11] Nailing Pattern for roof sheathing: Interior Zone: (not within 4'-0" of roof edge) - 8d common/10d box @ 6" O.C. at all edges. - 8d common/10d box @ 12" O.C. at in the field. Perimeter Edge Zone: (within 4'-0" of roof edge) - 8d common/10d box @ 6" O.C. at all edges. - 8d common/10d box @ 6" O.C. in the field. Gable Endwall Rake: - 8d common/10d box @ 4" O.C. at edges. - 8d common/10d box @ 4" O.C. in the field. [WFCM Table 3.10] Foundation (Slab-on-grade) All Exterior walls, bearing walls, columns and piers shall be supported on concrete footings [WFCM, SSTD, ICC 600]. Concrete footings/foundation shall have a minimum specified compressive strength of 2500 psi [IRC, SSTD, AND ICC 600]. All exterior footings shall have a minimum of two (2) # 5 rebar. The outer bar of the foundation reinforcing shall be continuous around corners using corner bars or by bending the bar. Minimum bar lap shall be 25 inches [SSTD and ICC 600]. Slab shall not be less than 3 1/2" thick. The slab shall have 6x6w1.4 X W1.4 welded wire fabric at mid-height or synthetic fiber reinforcement. Double layer of welded wire fabric 3 feet wide shall be provided around the perimeter of the slab [SSTD and ICC 600] (see detail). Exterior footings shall be a minimum of 12 inches within natural undisturbed soil [IRC ]. Exterior footing depth (T) shall be a minimum of 20" (U.N.O.). Exterior footing Width (W) shall be a minimum of 12" (U.N.O.) [SSTD and ICC 600]. Interior footings Depth (T) shall be a minimum of 6" and Width (W) shall be a minimum 12 inches (U.N.O.) [SSTD and ICC 600]. Anchor Bolts All anchor bolts shall be ASTM A307 Bolts with standard hooks and shall have a minimum embedment of of 7". Each bolt shall have a 3"x3"x 1/8" square washer [WFCM 3.2.1.7, SSTD, & ICC 600]. Anchor bolts shall be a minimum 5/8" x 10" bolt spaced no greater than as indicated within attached hand-out for 120mph & within 12" of each corner [WFCM Table 3.2B, SSTD, ICC 600]. Corner Hold-downs Hold-down anchors shall be place at each shear-wall end (exterior wall corners), unless otherwise noted, with minimum capacities per detailed hold down chart within attached hand-out. [WFCM Table 3.17F, SSTD, ICC 600]. GENERAL All work/materials shall conform to the Louisiana State Uniform Construction Code (LSUCC) [LAC 55:VI.301]. It is the responsibility of individual builders and/or contractors to comply with all listed codes. Design Criteria CODES: IBC 2012 International Building Code (Commercial) IRC 2012 International Residential Code (Residential) IPC 2012 International Plumbing Code IMC 2012 International Mechanical Code IEBC 2012 International Existing Building Code NEC 2011 National Electrical Code WFCM 2012 Wood Frame Construction Manual ASCE 7-10 Minimum Design Loads for Buildings and Other Structures SSTD 10-99 Standard for Hurricane Resistant Residential Construction ICC 600 2008 Standard for Residential Construction in High-Wind Regions Loads Live Loads: Attics, Uninhabitable ..................= 10psf Attics (with limited storage)........ = 20psf Roof........................................... = 20psf Wind Loads: Basic Wind Speed, V-asd ........................ = 120mph Basic Wind Speed WFCM V-ult equivalent = 150mph Exposure Category ................................... = B Doors and Windows All windows in buildings located within windborn debris regions (120mph or greater or within a mile of the coast) shall be impact resistant or protected with an impact-resistant covering meeting the requirements of ASTM E 1996 and ASTME 1886 OR shall be provided with pre-cut 7/16" minimum plywood panels for each opening with attachment hardware in accordance with IBC 1609.1.2 and IRC 301.2.1.2. All windows shall be designed and installed to withstand design wind loads [IBC & IRC 301.2.1]. Roll up doors shall be designed and installed to withstand design wind loads [IBC & IRC 301.2.1]. All windows shall have a maximum U-Factor of 0.75 & Solar Heat Gain Coefficient rating of 0.40 [IRC 2006 as amended per LAC55:VI.301]. Plan Review Hand-out - 120mph 3 sec gust (V-asd) - Exposure B [NOTE: 2012 WFCM Lists wind speeds based on 700-yr return period. Equivalent 700-yr for 120mph (V-asd) equals 150mph (V-ult)] Plan Review Hand-out Page 1 of 9'‐1" to 11'‐5" 2X8 11'‐6" to 13'‐5" 2 X 10 Rafter spans based on wind speed factors for 150mph (V‐ult) / 120mph (V‐asd) for all pitches per Table 3.26A foot note 3 13'‐6" to 16'‐0" 2 X 12 Rafter Span Table ‐ Exp "B" (WFCM T3.26A Foot Note 3) SPAN (ft) RAFTER SIZE @ 24" O.C. Up to 6' 2X4 6'‐1" to 9'‐0" 2X6 SPAN JOIST SIZE SPACING 13'‐6" 2X6 16" O.C. 17'‐5" 2X8 16" O.C. 20'‐9" 2 X 10 16" O.C. 24'‐0" 2 X 10 12" O.C. CEILING JOIST SPANS (Unihabitable attics with storage LL = 20psf) SPAN JOIST SIZE SPACING 17'‐8" 2X6 16" O.C. 23'‐4" 2X8 16" O.C. 26'‐0" 2 X 10 16" O.C. CEILING JOIST SPANS (Unihabitable attics NO storage LL = 10psf) Note: Max lumber span prescriptively is 26' SPAN JOIST SIZE SPACING 9'‐9" 2X6 16" O.C. 12'‐10" 2X8 16" O.C. 16'‐1" 2 X 10 16" O.C. 18'‐10" 2 X 12 16" O.C. 18'‐0" 2 X 10 12" O.C. 21'‐9" 2 X 12 12" O.C. Floor Joist Span Table (Living areas LL = 40psf / DL = 10) SPAN JOIST SIZE SPACING 10'‐9" 2X6 16" O.C. 14'‐2" 2X8 16" O.C. 18'‐0" 2 X 10 16" O.C. 21'‐1" 2 X 12 16" O.C. 19'‐10" 2 X 10 12" O.C. 24'‐2" 2 X 12 12" O.C. Floor Joist Span Table (Bedroom areas LL = 30psf / DL = 10)
Transcript of Use 7/16 APA Exposure 1 rated sheathing on all exterior ...
All wood framing in regions where the basic wind speed (V-asd)equals or exceeds 110mph, the requirements of WFCM, SSTD10-99, and/ or ICC 600 are applicable [LAC55:VI.301.A.3.a.ii.(b),IRC 301.2.1.1, and IBC 1609.1.1].
All wood framing members shall be #2 Southern Yellow Pine(Unless otherwise noted).
All lumber in contact with earth, concrete and/or masonry shall betreated.
Floor, attic and roof framing shall be as per plan or sized accordingto requirements not to exceed maximum span tables per WFCM2012. Provide bridging where shown or when joists exceed 8 footspan. Provide double floor joist or beams under non-load bearing wallswhen joists are parallel to wall. Load bearing walls parallel to joistsshall be directly supported by beams, girders, or other load bearingwalls. [WFCM 3.3.1.5.] Where load bearing walls above are perpendicular to floor joists,walls shall not be off set from load bearing beams or walls belowmore than the width of the floor joist [WFCM 3.1.3.2.d.].
General Framing
Wood Connectors
Uplift connectors shall be provided for a continuousload path to transfer all lateral and vertical loads fromfrom the roof, wall, and floor systems to the foundation. Connectors shall be installed with the maximumnumber of fasteners per the manufacturer'srecommendations and specifications unless specificallynoted otherwise.
See Uplift Connector Tables (attached) for minimumallowable rated connectors that may be used for thisproject.
SheathingUse 7/16" APA Exposure 1 rated sheathing on all exteriorwalls, shear-walls, and roof. Plywood is an acceptablealternate for APA Exposure 1 rated sheathing.
Floor sheathing shall be APA rated 3/4" thick minimum C-D Tongue & Grove nailed to floor joists with 8d commonnails @ 6" O.C. at edges & 12" O.C. at intermediate joists.
Edges of wood structural panel roof sheathing supported at 24inches on center, shall be supported with blocking or edgeclips. [WFCM 3.5.4.2]
Nailing pattern for shear wall sheathing (exterior walls): - 8d common/10d box @ 6" O.C. at all edges/perimeter - 8d common/10d box @ 12" O.C. all interior studs. [WFCM Table 3.11]
Nailing Pattern for roof sheathing: Interior Zone: (not within 4'-0" of roof edge) - 8d common/10d box @ 6" O.C. at all edges. - 8d common/10d box @ 12" O.C. at in the field. Perimeter Edge Zone: (within 4'-0" of roof edge) - 8d common/10d box @ 6" O.C. at all edges. - 8d common/10d box @ 6" O.C. in the field. Gable Endwall Rake: - 8d common/10d box @ 4" O.C. at edges. - 8d common/10d box @ 4" O.C. in the field. [WFCM Table 3.10]
Foundation (Slab-on-grade)
All Exterior walls, bearing walls, columns and piers shallbe supported on concrete footings [WFCM, SSTD, ICC600].
Concrete footings/foundation shall have a minimum specified compressive strength of 2500 psi [IRC, SSTD,AND ICC 600].
All exterior footings shall have a minimum of two (2) # 5rebar. The outer bar of the foundation reinforcing shallbe continuous around corners using corner bars or bybending the bar. Minimum bar lap shall be 25 inches[SSTD and ICC 600].
Slab shall not be less than 3 1/2" thick. The slab shallhave 6x6w1.4 X W1.4 welded wire fabric at mid-heightor synthetic fiber reinforcement. Double layer of weldedwire fabric 3 feet wide shall be provided around theperimeter of the slab [SSTD and ICC 600] (see detail).
Exterior footings shall be a minimum of 12 inches withinnatural undisturbed soil [IRC ]. Exterior footing depth (T)shall be a minimum of 20" (U.N.O.). Exterior footingWidth (W) shall be a minimum of 12" (U.N.O.) [SSTDand ICC 600].
Interior footings Depth (T) shall be a minimum of 6" andWidth (W) shall be a minimum 12 inches (U.N.O.)[SSTD and ICC 600].
Anchor BoltsAll anchor bolts shall be ASTM A307 Bolts with standardhooks and shall have a minimum embedment of of 7". Eachbolt shall have a 3"x3"x 1/8" square washer [WFCM 3.2.1.7,SSTD, & ICC 600].
Anchor bolts shall be a minimum 5/8" x 10" bolt spaced nogreater than as indicated within attached hand-out for 120mph& within 12" of each corner [WFCM Table 3.2B, SSTD, ICC600].
Corner Hold-downsHold-down anchors shall be place at each shear-wallend (exterior wall corners), unless otherwise noted, withminimum capacities per detailed hold down chart withinattached hand-out. [WFCM Table 3.17F, SSTD, ICC600].
GENERALAll work/materials shall conform to the Louisiana StateUniform Construction Code (LSUCC) [LAC 55:VI.301].
It is the responsibility of individual builders and/orcontractors to comply with all listed codes.
Design CriteriaCODES:IBC 2012 International Building Code (Commercial)IRC 2012 International Residential Code (Residential)IPC 2012 International Plumbing CodeIMC 2012 International Mechanical CodeIEBC 2012 International Existing Building CodeNEC 2011 National Electrical CodeWFCM 2012 Wood Frame Construction ManualASCE 7-10 Minimum Design Loads for Buildings and Other StructuresSSTD 10-99 Standard for Hurricane Resistant Residential ConstructionICC 600 2008 Standard for Residential Construction in High-Wind Regions
LoadsLive Loads: Attics, Uninhabitable ..................= 10psf Attics (with limited storage)........ = 20psf Roof........................................... = 20psf
Wind Loads:Basic Wind Speed, V-asd ........................ = 120mphBasic Wind Speed WFCM V-ult equivalent = 150mphExposure Category ................................... = B
Doors and WindowsAll windows in buildings located within windborn debrisregions (120mph or greater or within a mile of the coast)shall be impact resistant or protected with animpact-resistant covering meeting the requirements ofASTM E 1996 and ASTME 1886 OR shall be providedwith pre-cut 7/16" minimum plywood panels for eachopening with attachment hardware in accordance withIBC 1609.1.2 and IRC 301.2.1.2.
All windows shall be designed and installed to withstanddesign wind loads [IBC & IRC 301.2.1].
Roll up doors shall be designed and installed towithstand design wind loads [IBC & IRC 301.2.1].
All windows shall have a maximum U-Factor of 0.75 & Solar Heat Gain Coefficient rating of 0.40 [IRC 2006 asamended per LAC55:VI.301].
Plan Review Hand-out - 120mph 3 sec gust (V-asd) - Exposure B [NOTE: 2012 WFCM Lists wind speeds based on 700-yr return period. Equivalent 700-yr for 120mph (V-asd) equals 150mph (V-ult)]
Plan Review Hand-outPage 1 of
9'‐1" to 11'‐5" 2 X 8
11'‐6" to 13'‐5" 2 X 10
Rafter spans based on wind speed factors for
150mph (V‐ult) / 120mph (V‐asd) for all pitches
per Table 3.26A foot note 3
13'‐6" to 16'‐0" 2 X 12
Rafter Span Table ‐ Exp "B" (WFCM T3.26A Foot Note 3)
SPAN (ft) RAFTER SIZE @ 24" O.C.
Up to 6' 2 X 4
6'‐1" to 9'‐0" 2 X 6
SPAN JOIST SIZE SPACING
13'‐6" 2 X 6 16" O.C.
17'‐5" 2 X 8 16" O.C.
20'‐9" 2 X 10 16" O.C.
24'‐0" 2 X 10 12" O.C.
CEILING JOIST SPANS (Unihabitable attics with storage LL = 20psf)
SPAN JOIST SIZE SPACING
17'‐8" 2 X 6 16" O.C.
23'‐4" 2 X 8 16" O.C.
26'‐0" 2 X 10 16" O.C.
CEILING JOIST SPANS (Unihabitable attics NO storage LL = 10psf)
Note: Max lumber span prescriptively is 26'
SPAN JOIST SIZE SPACING
9'‐9" 2 X 6 16" O.C.
12'‐10" 2 X 8 16" O.C.
16'‐1" 2 X 10 16" O.C.
18'‐10" 2 X 12 16" O.C.
18'‐0" 2 X 10 12" O.C.
21'‐9" 2 X 12 12" O.C.
Floor Joist Span Table (Living areas LL = 40psf / DL = 10)
SPAN JOIST SIZE SPACING
10'‐9" 2 X 6 16" O.C.
14'‐2" 2 X 8 16" O.C.
18'‐0" 2 X 10 16" O.C.
21'‐1" 2 X 12 16" O.C.
19'‐10" 2 X 10 12" O.C.
24'‐2" 2 X 12 12" O.C.
Floor Joist Span Table (Bedroom areas LL = 30psf / DL = 10)
Plan Review Hand-outPage 2 of
Required Hold down
Capacity (lbs) Per
story
3488
3924
4360
Shearwall Corner (end) Hold‐down capacity
requirements (Re: WFCM T3.17F)
Note: Holddown capacities are tabulated per story.
Required holddown capacities shall be summed from the
story above to the story below.
8
9
10
Wall Height (ft)
Connectors shown are are example manufacturedHold-downs by Simpson and/or USP. Prescriptivealternative per WFCM or manufacturedHold-downs may be used based on design upliftcapacity rating.
Plan Review Hand-outPage 3 of
Plan Review Hand-outPage 4 of
120mph (V-asd)V-ult
700‐yr (V‐ult) MPH
Rafter Spacing and/or Stud spacing at top plate *** Roof Span
Min lbs. uplift req L / S Acceptable USP Connectors **
X</= 24' 315 197/102
LFTA6, LTW12, MTW12, SPT's, RSPT4, SPTH's, SPTHW's,RT3A, RT4*, RT5*, RT7, RT7A*, RT8A*, RT10, RT15*, RT16A*,
RT16‐2*
X</= 36' 435 197/102
LFTA6, LTW12, MTW12, SPT's, RSPT4, SPTH's, SPTHW's,RT3A, RT4*, RT5*, RT7, RT7A*, RT8A*, RT10, RT15*, RT16A*,
RT16‐2*
X</= 24' 472 295/153
LFTA6, LTW12, MTW12, SPT's, SPTH's, SPTHW's,RT3A, RT4, RT5, RT7, RT7A, RT8A, RT10, RT15*, RT16A*, RT16‐2*
X</= 36' 653 295/153
LFTA6, LTW12, MTW12, SPT's, SPTH's, SPTHW's,RT3A, RT4, RT5, RT7, RT7A, RT8A, RT10, RT15*, RT16A*, RT16‐2*
Exposure "B" Rafter and Stud to Top Plate Connection (Re: WFCM T3.4)
NOTE: Single Asterisk "*" denotes connectors that meet the L/S Requirement and therefore would not require the prescriptive 8d or 10d box nails (No. toe nailed per Table 3.4A) at rafter connection to top plate for L/S alternative (See Table 3.4A).
NOTE: Double Asterisk "**" denotes connectors provided by a specific manufacture listed to meet required uplift loads. Although a specific manufacture type connector may be listed, any approved uplift connector with equivelant uplift capacities may be used. NOTE: Triple Asterisk "***" denotes connection requirements based on the following: Where rafters or trusses are not attached directly to studs, rafters or trusses shall be attached to the wall top plate and the wall top plate shall be attached to the stud with uplift connections in accordance with this table (see figure 3.2j‐k).
Acceptable Simpson Connectors **
H1, H2A, H2.5A, H2.5T, H3, H4, H5*, H8, H10A*, H10S*, H10‐2*,
H11z*, H14*
H1, H2A, H2.5A, H2.5T, H3, H5*, H8, H10A*, H10S*, H10‐2*,
H11z*, H14*150mph (V‐ult) [120mph (V‐asd)]
24 o.c.
16 o.c.
H1, H2A, H2.5A, H2.5T, H8, H10A, H10S, H10‐2*, H11z*, H14
H8, H10A, H10S, H10‐2*, H11z*, H14
700‐yr (V‐ult ) MPH Stud Spacing Roof Span
Min plf of
uplift req
Example acceptable Simpson or USP
connectors (Equivalent connectors by
other manuf may be used)
X </= 24' 167 H6, LTW's, LFTA's or MTW's
X </= 36' 258 H6, LTW's, LFTA's or MTW's
700‐yr (V‐ult ) MPH Stud Spacing Roof Span Min PLF req
Example acceptable Simpson or USP
connectors (Equivalent connectors by
other manuf may be used)
X </= 24' 167
H4, H8, TSP, SSP, DSP, SP1, SPH4,
SPH4R, RSP4, (SPH6's for 2 X 6 walls),
RSPT4, MPA1
X </= 36' 258
H4, H8, TSP, SSP, DSP, SP1, SPH4,
SPH4R, RSP4, (SPH6's for 2 X 6 walls),
RSPT4, MPA1
Each stud shall be fasten to top and bottom plate with two (2) 16d Common Nails or (2) 40d Box nails per stud
to plate connection to meet lateral connection requirements for wind loads.
Each stud shall be fasten to top and bottom plate with two (2) 16d Common Nails or (2) 40d Box nails per stud
to plate connection to meet lateral connection requirements for wind loads.
Exposure "B" ‐ Bottom Plate to Stud uplift connection (One Story ‐ slab on grade) (Ref: WFCM TABLE 3.2)
Exposure "B" ‐ Sill Plate to Stud uplift connection (One Story ‐ Raised floor) (Ref: WFCM TABLE 3.2)
150mph (V‐ult ) [120mph (V‐asd)]
16 o.c.
150mph (V‐ult ) [120mph (V‐asd)]
16 o.c.
Roof Pitch Roof Span = X
X </= 24'
X </= 36'
X </= 24'
X </= 36'
X </= 24'
X </= 36'
X </= 24'
X </= 36'
Collar Ties at top 1/3
No. of 10d Common or 12d Box
Nails at each end of collar tie
Rafter to Rafter Connection at Ridge 150mph (V‐ult) / 120mph (V‐asd) Exposure "B" ref: WFCM Table A‐3.6
4 @ each end
6 @ each end
3 @ each end
7:12 to 12:122 @ each end
3 @ each end
3:12
4:12
5:12
5 @ each end
3 @ each end
4 @ each end
Rafter Strapping over Ridge
No. of 8d Common or 10d Box
Nails in each end of 1‐1/4" 20
guage strap
Nominal 1X6 or 2X4Collar Ties (Recommend 2X6 when used to alsoreduce rafter spans)
Collar ties when used in lieuof Ridge Straps shall beplaced in the upper 1/3 of atticspace and fasten per WFCMTable A-3.6 footnote 5
Ridge Straps required when collar ties inupper 1/3 not provided. See prescriptivereference per WFCM Table A-3.6
Plan Review Hand-outPage 5 of
2x4 min for strippingfasten at each rafterpoint with (2) #8 deckscrews
Plan Review Hand-outPage 6 of
9'‐1" to 11'‐5" 2 X 8
11'‐6" to 13'‐5" 2 X 10
Rafter spans based on wind speed factors for
150mph (V‐ult) / 120mph (V‐asd) for all pitches
per Table 3.26A foot note 3
13'‐6" to 16'‐0" 2 X 12
Rafter Span Table ‐ Exp "B" (WFCM T3.26A Foot Note 3)
SPAN (ft) RAFTER SIZE @ 24" O.C.
Up to 6' 2 X 4
6'‐1" to 9'‐0" 2 X 6SPAN JOIST SIZE SPACING
13'‐6" 2 X 6 16" O.C.
17'‐5" 2 X 8 16" O.C.
20'‐9" 2 X 10 16" O.C.
24'‐0" 2 X 10 12" O.C.
CEILING JOIST SPANS (Unihabitable attics with storage LL = 20psf)
SPAN JOIST SIZE SPACING
17'‐8" 2 X 6 16" O.C.
23'‐4" 2 X 8 16" O.C.
26'‐0" 2 X 10 16" O.C.
CEILING JOIST SPANS (Unihabitable attics NO storage LL = 10psf)
Note: Max lumber span prescriptively is 26'
Plan Review Hand-outPage 7 of
120mph (V-asd)V-ult
Zone 1 - Interior ZoneZone 2 - Perimeter Edge ZoneZone 3 - Gable Endwall or Rake Truss
150mph (V-ult) / 120mph (V-asd) 170mph (V-ult) / 130mph (V-asd) 180mph (V-ult) / 140mph (V-asd)General Anchorbolt
Plan Review Hand-outPage 8 of
SPAN JOIST SIZE SPACING
9'‐9" 2 X 6 16" O.C.
12'‐10" 2 X 8 16" O.C.
16'‐1" 2 X 10 16" O.C.
18'‐10" 2 X 12 16" O.C.
18'‐0" 2 X 10 12" O.C.
21'‐9" 2 X 12 12" O.C.
Floor Joist Span Table (Living areas LL = 40psf / DL = 10)
SPAN JOIST SIZE SPACING
10'‐9" 2 X 6 16" O.C.
14'‐2" 2 X 8 16" O.C.
18'‐0" 2 X 10 16" O.C.
21'‐1" 2 X 12 16" O.C.
19'‐10" 2 X 10 12" O.C.
24'‐2" 2 X 12 12" O.C.
Floor Joist Span Table (Bedroom areas LL = 30psf / DL = 10)
120mph (V-asd)V-ult
V-ult 120mph (V-asd)
Note: This table is the prescriptivealternative in lieu of using hurricane clipsat stud top and bottom plate connections.Hurricane clips/straps still required aroundall openings.
Plan Review Hand-outPage 9 of
