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)]
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
General Framing
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.].
Wood Connectors
Foundation (Slab-on-grade)
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.
All Exterior walls, bearing walls, columns and piers shall
be supported on concrete footings [WFCM, SSTD, ICC
600].
Connectors shall be installed with the maximum
number of fasteners per the manufacturer's
recommendations and specifications unless specifically
noted otherwise.
Concrete footings/foundation shall have a minimum
specified compressive strength of 2500 psi [IRC, SSTD,
AND ICC 600].
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 CD 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]
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].
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].
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].
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
9'‐1" to 11'‐5"
2 X 8
11'‐6" to 13'‐5"
2 X 10
13'‐6" to 16'‐0"
2 X 12
Rafter spans based on wind speed factors for 150mph (V‐ult) / 120mph (V‐asd) for all pitches per Table 3.26A foot note 3 CEILING JOIST SPANS (Unihabitable attics with storage LL = 20psf)
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 NO storage LL = 10psf)
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.
Note: Max lumber span prescriptively is 26'
Floor Joist Span Table (Living areas LL = 40psf / DL = 10)
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 (Bedroom areas LL = 30psf / 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. Plan Review Hand-out
Page 1 of
Plan Review Hand-out
Page 2 of
Shearwall Corner (end) Hold‐down capacity requirements (Re: WFCM T3.17F)
Required Hold down Capacity (lbs) Per story
Wall Height (ft)
8
3488
9
3924
4360
10
Note: Holddown capacities are tabulated per story. Required holddown capacities shall be summed from the story above to the story below. Connectors shown are are example manufactured
Hold-downs by Simpson and/or USP. Prescriptive
alternative per WFCM or manufactured
Hold-downs may be used based on design uplift
capacity rating.
Plan Review Hand-out
Page 3 of
Exposure "B" Rafter and Stud to Top Plate Connection (Re: WFCM T3.4)
700‐yr (V‐ult) MPH
Rafter Spacing and/or Stud Min lbs. spacing at top plate *** Roof Span uplift req
L / S
Acceptable Simpson Connectors ** Acceptable USP Connectors **
LFTA6, LTW12, MTW12, SPT's, RSPT4, H1, H2A, H2.5A, H2.5T, H3, H4, SPTH's, SPTHW's,RT3A, RT4*, RT5*, RT7, H5*, H8, H10A*, H10S*, H10‐2*, RT7A*, RT8A*, RT10, RT15*, RT16A*, H11z*, H14*
RT16‐2*
X</= 24'
315
197/102
16 o.c. LFTA6, LTW12, MTW12, SPT's, RSPT4, H1, H2A, H2.5A, H2.5T, H3, H5*, SPTH's, SPTHW's,RT3A, RT4*, RT5*, RT7, H8, H10A*, H10S*, H10‐2*, RT7A*, RT8A*, RT10, RT15*, RT16A*, H11z*, H14*
RT16‐2*
150mph (V‐ult) X</= 36'
435
197/102
[120mph (V‐asd)]
LFTA6, LTW12, MTW12, SPT's, SPTH's, H1, H2A, H2.5A, H2.5T, H8, H10A, SPTHW's,RT3A, RT4, RT5, RT7, RT7A, H10S, H10‐2*, H11z*, H14
RT8A, RT10, RT15*, RT16A*, RT16‐2*
X</= 24'
472
295/153
24 o.c.
LFTA6, LTW12, MTW12, SPT's, SPTH's, SPTHW's,RT3A, RT4, RT5, RT7, RT7A, H8, H10A, H10S, H10‐2*, H11z*, RT8A, RT10, RT15*, RT16A*, RT16‐2*
H14
X</= 36'
653
295/153
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). V-ult
120mph (V-asd)
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).
Exposure "B" ‐ Sill Plate to Stud uplift connection (One Story ‐ Raised floor) (Ref: WFCM TABLE 3.2)
Example acceptable Simpson or USP Min plf of connectors (Equivalent connectors by 700‐yr (V‐ult ) MPH
Stud Spacing Roof Span
uplift req
other manuf may be used)
150mph (V‐ult ) [120mph (V‐asd)]
16 o.c.
X </= 24'
167
H6, LTW's, LFTA's or MTW's
H6, LTW's, LFTA's or MTW's
X </= 36'
258
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)
Example acceptable Simpson or USP connectors (Equivalent connectors by 700‐yr (V‐ult ) MPH
other manuf may be used)
Stud Spacing Roof Span
Min PLF req
H4, H8, TSP, SSP, DSP, SP1, SPH4, SPH4R, RSP4, (SPH6's for 2 X 6 walls), RSPT4, MPA1
X </= 24'
167
150mph (V‐ult ) 16 o.c.
[120mph (V‐asd)]
H4, H8, TSP, SSP, DSP, SP1, SPH4, SPH4R, RSP4, (SPH6's for 2 X 6 walls), RSPT4, MPA1
X </= 36'
258
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.
Plan Review Hand-out
Page 4 of
Ridge Straps required when collar ties in
upper 1/3 not provided. See prescriptive
reference per WFCM Table A-3.6
2x4 min for stripping
fasten at each rafter
point with (2) #8 deck
screws
Collar ties when used in lieu
of Ridge Straps shall be
placed in the upper 1/3 of attic
space and fasten per WFCM
Table A-3.6 footnote 5
Nominal 1X6 or 2X4
Collar Ties
(Recommend 2X6 when used to also
reduce rafter spans)
Rafter to Rafter Connection at Ridge 150mph (V‐ult) / 120mph (V‐asd) Exposure "B" ref: WFCM Table A‐3.6
Rafter Strapping over Ridge No. of 8d Common or 10d Box Collar Ties at top 1/3 Nails in each end of 1‐1/4" 20 No. of 10d Common or 12d Box Nails at each end of collar tie
guage strap
Roof Pitch
Roof Span = X
4 @ each end
X </= 24'
3:12
6 @ each end
X </= 36'
3 @ each end
X </= 24'
4:12
5 @ each end
X </= 36'
3 @ each end
X </= 24'
5:12
4 @ each end
X </= 36'
X </= 24'
2 @ each end
7:12 to 12:12
X </= 36'
3 @ each end
Plan Review Hand-out
Page 5 of
CEILING JOIST SPANS (Unihabitable attics NO storage LL = 10psf)
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.
Note: Max lumber span prescriptively is 26'
CEILING JOIST SPANS (Unihabitable attics with storage LL = 20psf)
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.
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
9'‐1" to 11'‐5"
2 X 8
11'‐6" to 13'‐5"
2 X 10
13'‐6" to 16'‐0"
2 X 12
Rafter spans based on wind speed factors for 150mph (V‐ult) / 120mph (V‐asd) for all pitches per Table 3.26A foot note 3 Plan Review Hand-out
Page 6 of
V-ult
120mph (V-asd)
Zone 1 - Interior Zone
Zone 2 - Perimeter Edge Zone
Zone 3 - Gable Endwall or Rake Truss
Plan Review Hand-out
Page 7 of
Floor Joist Span Table (Living areas LL = 40psf / DL = 10)
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. General Anchorbolt
150mph (V-ult) / 120mph (V-asd)
170mph (V-ult) / 130mph (V-asd)
Floor Joist Span Table (Bedroom areas LL = 30psf / 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. 180mph (V-ult) / 140mph (V-asd)
Plan Review Hand-out
Page 8 of
V-ult
120mph (V-asd)
V-ult
120mph (V-asd)
Note: This table is the prescriptive
alternative in lieu of using hurricane clips
at stud top and bottom plate connections.
Hurricane clips/straps still required around
all openings.
Plan Review Hand-out
Page 9 of