HomeMy WebLinkAboutEngineered Wall Panel Specs 02.25.2013Alpine Edge Engineering hlC
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Matthew D. Hepp, P.E.
605 River Park Dr.
Ridaway. CO 81432
Telephone 970 626-4225
Cell 970 318-1469
matthepp@ridgway.us
February 25, 2013
Building Inspector
Garfield County Building Dept.
0375 County Road 352, Suite 2060
Rifle, CO 81650
Subject: Wall Panel Specification for the Splaine Commercial Shop, 556 County Rd 352
Garfield County, Colorado.
Dear Building Inspector:
I have reviewed the attached wall panel drawings for the new structure mentioned above.
Typical assembly shall be as follows:
1. Wall panels shall be assembled off-site according to Mitek wood steel -plated
truss assembly standards.
2. Standard 8' wide panels shall be anchored with minimum (2) 5/8" anchor
bolts or equivalent.
3. The top of all panels shall be attached to a rigid roof (or floor) diaphragm,
such as a pre-engineered wood truss package, at maximum 4' O.C. with
Simpson HTS30 strap ties at eaves and LTP5 clips at gables.
4. Eave wall panels shall be skinned on the exterior with minimum 26 ga.
corrugated metal sheathing attached with #10x1.5" screws @ 9" O.C. horiz
and 24" O.C. vert. At top and bottom panel edges decrease spacing to 6" O.C.
max.
5. Gable wall panels and interior wall partition panels shall be skinned one side
with minimum 29 ga. corrugated metal sheathing attached with #10x1.5"
screws @ 9" O.C. horiz and 24" O.C. vert.
6. Panels at garage door openings shall be secured with Simpson LSTHD8 hold
down anchors.
7. Connect wall panel to adjacent wall panel with Simpson SDWH19 x 6"
Structural Wood Screw of equivalent at 2 feet on center vertical. The Very
Top Plate shall span across the panel connection a minimum 24" lap.
8. Connect wall panel to adjacent garage door header with (2) rows Simpson
SDWH19 x 6" Structural Wood Screw of equivalent at 6" on center vertical.
The Very Top Plate shall span across the panel connection a minimum 24"
lap.
9. Roof purlin panels shall be attached with (2) 10d framing nails at each perlin
panel to truss top chord intersection.
10. AEE shall be notified for structural inspection when all specified work is
complete, but prior to covering. 72 hour notice requested.
AEE certifies that the above assembly meets or exceeds requirements to support and
resist all applied loads (40 psf snow, 15 psf dead, 90 mph wind) for flexible finishes
according to Garfield County Building Code. By use of this specification, the owner
verifies that this structure is only to be used as a storage facility and will not be finished
as livable space. AEE explicitly limits this specification to the wall panels only.
Foundation, roof framing, and all other components are by others.
Please feel free to contact me if you have any questions.
Regards:
Matthew D. Hepp, P.E.
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LOOK Buildings, LLC Desi
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Job
BJ05734
Truss
DOR
Truss Type
ROOF TRUSS
LOADING (psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 6.0
BOLL 0 0
BCDL 5.0
SPACING 0-6-0
Plates Increase 1 15
Lumber Increase 1 15
Rep Stress Incr YES
Code IRC2006/TP12002
7
5
Cfty
1
Ply
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Job Reference o•tional)
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4-0-12
1 2
4-0-12
CSI
TC 0,05
BC 0.01
WB 0.00
(Malt ix)
4-0-12
ED TRUSS.
NLY
DEFL in (loc) I/defl Ud
Vert(LL) -0 00 4 >999 240
Vert(TL) -0 00 3-4 >999 180
Horz(TL) 0.00 3 rite n/a
Scale =1:48.5
PLATES GRIP
MT20 197/144
Weight 46 Ib f"T= 0%
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E lOP CHORD 2-0-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 4-0-0 oc bracing.
WEBS 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 1-4, 2-3
JOINTS 1 Brace at Jt(s): 1, 2
REACTIONS (Ib/size) 4=48/0-3-8, 3=48/0-35
Max Uplift4=-12(LC 3), 3=-12(LC 3)
FORCES (Ib) -Maximum Compression/Maximum Tension
TOP CHORD 4-5s-13/15, 5-7=-43/15, 1-7=-43/15, 1-2=-15/5, 3-6=-43/15, 6-8=-03/15, 2-8=-43/15
BOT CHORD 3-4=0/6
WEBS 5-6=-6/0, 7-8=5/16, 2-7=-0/0, 4-6=-0/0
NOTES
1) Wind: ASCE 7-05; 100mph; TCDL=3.6psf; BCDL=3.0psf; h=16ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1 33 plate grip DOL=1 33
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4 and 3.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11-1 and R802.10.2 and referenced standard ANSI/TPI
1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
PDF created with pdfFactory trial version www.odfactory.com
Job
BJ05734
Truss
FK5
Truss Type
FLAT
CRY Ply 00
4 1
Job Reference foplional)
Print 7.250 Aug 5 2011 iuliTek Induarrles, nc. rl Fe 6..1--7/paw-3
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6 5
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a
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Plate Offsets (X,Y) [244-0.0.6-01
LOADING (psf)
TCLL 30.0
(Roof SnoW=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006/TP12002
"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
Scale =1.75.8
PDF created with pdfFactory trial version www. r dffactorv.com
Joy
BJ05734
Truss
FK8
Plate Offsets IX Y1' [2:0.4-17,046.01
LOADING (psf)
TCLL 30 0
(Roof Snow=30 0)
TCDL 10 0
BCLL 0 0
BCDL 100
Truss Type
FLAT
Qty
120
00
1
Job Reference (optional)
Pair 7.2 s Aug 25 2011 MTak InduThles, inc. Fdeb 22 18 45:27 2013 Page
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8-0-0
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"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
Scale = 1/4.31
SPACING 0-6-0
Plates Increase 1 15
Lumber Increase 1 15
Rep Stress Incl NO
Code IRC20061TP12002
PDF created with pdfFactory trial version www.pdffactorv.cam
ate
BJ05734
Truss
FK8D3R
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FLAT
Qty
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Job Reference o.tional
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LOADING (psf)
TCLL 30.0
(Roof Snow=30 0)
TCDL 10 0
BCLL 0.0
BCDL 10.0
SPACING 0-6-0
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress 'nor NO
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TC 0.08
BC 0.08
WB 0.10
(Matrix)
"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
N
Scale = 1:74.2
DEFL in (loo) I/deft Ltd
Vert(LL) 0.03 6-7 >999 240
Vert(TL) -0.03 5 >999 180
Horz(TL) -0.00 4 n/a n/a
PLATES GRIP
MT20 197/144
Weight 410 Ib FT= 0%F, 0%E
LUMBER BRACING
TOP CHORD 6 X 2 SPF 1650F 1 5E TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals.
BOT CHORD 6 X 2 SPF 1650F 1.5E BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing.
WEBS 6 X 2 SPF 1650F 1.5E WEBS 2 Rows at 1/3 pts 3-4, 1-7
JOINTS 1 Brace at Jt(s): 11, 13, 22, 23, 24, 25, 26, 32, 37, 41, 42
REACTIONS (lb/size) 7=9710-3-0, 4=97/0-3-0
Max Horz 7=80(LC 4)
Max Uplift7=-82(LC 3), 4=-106(LC 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-43=-14/26, 2-43=-14/26, 2-44=-21/22, 3-44=-21122, 4-36=-96/151, 36-38=-102/172, 38-40=83/43, 34-40=-83/43, 15-34=-82/66,
15-30=-82/66, 19-30=-82/66, 19-21=-34/18, 3-21=-34/15, 3-16=0/0, 7-8=-92/101, 8-10=-107/114, 10-12=-84/30, 12-33=-84/30,
14-33=-82/39, 14-29=-82/39, 18-29=-82139, 18-20=-34/21, 1-20=-34/17, 1-17=0/0
BOT CHORD 6-7=-88/65, 5-6=-30/36, 4-5=-0/3
WEBS 8-41=-14/14, 9-41=-9116, 10-11=-41/28, 12-13=-12/10, 14-25=-14122, 15-25=-14/22, 18-23=-34/55, 19-23=-34/55, 20-27=-12/12, 22-27=-214
22-28=-2/4, 21-28=-25/16, 2-22=-22123, 22-23=-23123, 24-25=-24/24, 25-26=-24/24, 2-27=-67/35, 18-27=-75/51, 2-28=-07/71,
19-28=-75/97, 24-29=-4/8, 24-30=-4/8, 23-24=-24/24, 3133=-15117, 26-31=-38/35, 26-32=-38/35, 32-34=-70/57, 6-9=-35127, 9-11=-54/42,
11-13= 54142, 13-31=-54142, 5-35=-18/16, 35-37=-29/39, 37-39=-29/39, 3239=-29/39, 35-42=-13/11, 36-42=-4/9, 37-38=-14/18,
39-40=-22/31, 6-41=-69/120, 38-42=-1411120, 10-41=-105/167, 5-42=-92/91
NOTES
1) Wind ASCE 7-05: 90mph; TCDL=6.0pstt BCDL=6.0psr, h=25ft; Cat It Exp C, enclosed; MW FRS (low-rise) gable end zone; cantilever left and right
exposed ; end vertical lett and right exposed; Lumber 00L=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05: PF=30.0 psi (flat roof snow); Category It: Exp C; Partially Exp; Ct= 1, Lo= -50-0-0
3) Provide adequate drainage to prevent water podding.
4) All plates are 2x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 7 and 106 Ib uplift at joint 4.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI
1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails,
LOAD CASE(S) Standard
PDF created with pdfFactory trial version www.pdfactory.com
Truss Type
FLAT
dot!
BJ05734
Truss
FK13
Plate Offsets
5-10-8 HEADER HT.
a3 0.0-1-8] 10:0.2.0.0 2-8 Jl 6:0.2.00-2.8]
LOADING (pet)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10,0
BCLL 0.0
BCDL 10 0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006/TPI2002
Qty Ply
2 1
1
00
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For Design and
Configuration only.
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3-4
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PDF created with pdfFactory trial version www.pdffactorv.com
JOb
BJ05734
Truss
FM4H2H2
Truss Type
FLAT
1:
4f
1'
GAY
6
'Ply
1
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Job Reference (optional)
u 260 s Aug 25 2011 Print 7 260 s Aug 1r5 2011 MiTek Industries, Inc. Fri Feb 22 16.-15:28 2313 Page
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40-0
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16
7
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6 5 4
6X2 TREATED BC
a-0-0
4-1}0
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LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006/1P12002
CSI
TC 0.06
BC 0.01
WB 0.05
(Matnx)
Scale =1:76.1
"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
DEFL in (toc) I/deft
Vert(LL) -0.00 6 >999
Vert(TL) -0.00 6 >999
Horz(TL) 000 4 n/a
Ltd
240
180
n/a
PLATES GRIP
MT20 197/144
Weight 345 Ib FT= 0%F, 0%E
LUMBER
TOP CHORD 6 X 2 SPF 1650F 1.5E
BOT CHORD 6 X 2 SPF 1650F 1.5E
WEBS 6 X 2 SPF 1650F 1.5E
REACTIONS (Ib/size) 6=41/0-3-0, 4=41/0-3-0
Max Horz 6=-80(LC 3)
Max Uplift6=-203(LC 3), 4=-150(LC 4)
Max Grav6=136(LC 4), 4=189(LC 3)
FORCES (Ib) -
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
WEBS
JOINTS
Structural wood sheathing directly applied or4-0-0 oc purlins, except end verticals.
Rigid ceiling drreclly applied or 10-0-0cc.bracdng.
2 Rows at 1/3 pts 3-4, 1-6
1 Brace at Jt(s): 21, 22, 23, 24, 25, 26, 27
Maximum Compression/Maximum Tension
1-2=-22/18, 2-3=-14/21, 4-8=-187/152, 8-10=-206/166, 10-12=-52/59, 12-14=-52/59, 14-29=-52/59, 18-29=-52/59, 18-20=-14/24,
3-20=-14/15, 3-15=0/0, 6-7=-134/205, 7-9=-147/224, 9-11=-37/72, 11-13=-37/72, 13-28=-37/72, 17-28=-37/72, 17-19=-14/20, 1-19=-14/13,
1-16=0/0
5-6=57/83, 4-5=-4/5
7-30=-17/31, 27-30=-2/7, 27-31=-2/7, 8-31=-35/30, 9-26=-5/6, 10-26=-5/6, 11-25=-2/7, 12-25=-2/7, 13-24=-2/7, 14-24=-2/7, 17-22=-4/8,
18-22=-4/8, 19-33=-28/23, 21-33=-2/6, 21-32=-2/6, 20-32=-14/23, 2-21=-7/4, 21-22=-714, 23-24=-6/4, 24-25=-6/4, 25-26=5/4, 26-27=-6/4,
5-27=-5/4, 23-28=-217, 23-29=-2/7, 22-23=-614, 9-30=-169/124, 10-31=-120/172, 5-30=-116/85, 5-31=-81/119, 17-33=-65/99, 18-32=-88/76,
2-33=-38/61, 2-32=-50/48
NOTES
1) Wind ASCE 7-05; 90mph, TCDL=6.Opef; BCDL=6.0psr, h=25ft, Cat. II: Egi C, enclosed; MWFRS (low-rise) interior zone; cantilever left and right
exposed ; end vertical len and right exposed; Lumber DOL=1.33 plate grip D01=1.33
2) TCLL. ASCE 7-05; Pf=30.0 psf (flat roof snow): Calegony II; BpC Parlialty Exp.; Ct= 1, W=50-0-0
3) Provide adequate drainage to prewntwater ponding.
4) All plates are 3x12 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other he loads.
6) Provide mechanical connection (by others) of truss to bearing plate.capable of withstanding 203 Ib uplift at joint 6 and 150 Ib uplift at }oint 4.
7) This truss is designed In accordance with the 2006 Intemalfonal Residential Code sections R502.11.1 and R80210.2 and referenced standard ANSI/TPI
1
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
PDF created with pdfFactory trial version www.pdffactory.com
Job
BJ05734
Truss
FM7D3H2
Truss Type
FLAT
city
2
Ply
1
00
Job Reference (optional)
Run: 771ffh-sr-A-.5-5n011 Print. 7.250 s Aug 25 F11 MAIN. jndusttias, Inc. Pri Feb 22 16 45:29 2013 Page 1
ID:rscIL1oV3D31LCOUNdj7VytILX6-01-ISmdlIOIVISIXLwiHC1J1i8L6aXrQZu4arvfYh2aii D2
7-11-0
7-11-0
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2 44
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0
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LOADING
2000,0-0-
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0,0
BCDL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1-15
Rep Stress Incr NO
Code IRC20061TP12002
6 V-2-4
6X2 TREATED BC
2-5-14 5-8-2 7-11-0
2-5-14 3-2-4 2-2-14
N
0)
"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
Scale =1:74.2
CSI
TC 0.09
BC 0.13
WB 0.17
(Matrix)
DEFL in (loc) I/defl
Vert(LL) 0.05 6 >999
Vert(TL) -0.05 6 >999
Horz(TL) 0.00 4 n/a
Lid
240
180
n/a
PLATES GRIP
M120 197/144
Weight 449 Ib FT= 0%F, 0%E
LUMBER
TOP CHORD 6 X 2 SPF 1650F 1.5E
BOT CHORD 6 X 2 SPF 650F 1.5E
WEBS 6 X 2 SPF 1650F 1.5E
REACTIONS (lb/size) 7=92/0-3-0, 4=94/0-3-0
Max Horz 7=-128(LC 3)
Max Uplift7=-155(LC 3), 4=-157(LC 4)
Max Grav7=123(LC 4), 4=123(LC 3)
Maximum Compression/Maximum Tension
1-13=-07/45, 243=-37/45, 2-44=-29/35, 3-44=-29/35, 4-36=-176/213, 36-38=-203/240, 38-40=-79/43, 34-40=-79/43, 15-34=-79/76,
15-29=-79/76, 19-29=-79/75, 19-21=-32/23, 3-21=-32/17, 3-16=-0/0, 7-8=-173/209, 8-10=-194/230, 10-12=-77/37, 12-33=-77/37,
14-33=-76/56, 14-28=-76/56, 18-28=-76/56, 18-20=-32/26, 1-20=-33/23, 1-17=0/0
6-7=-136/138, 5-6=-57/66, 4-5=-2/6
8-41=-28/28, 9-41=-16/18, 10-11=-32/30, 12-13=-26/27, 14-24=-4/10, 15-24=-4/10, 18-30=-45/50, 19-30=-45/50, 20-26=-43/36,
22-26=-13/13, 22-27=-13/13, 21-27=-17/12, 2-22=-18/20, 22-30=-18/20, 23-24=-18/21, 24-25=-18/21, 2-26=-59161, 18-26=58193.
2-27=-62/81, 19-27=-70/113, 23-28=-2/11, 23-29=-2/11, 23-30=-18/21, 31-33=-50/49, 25-31=-17/28, 25-32=-17/28, 32-34=-18/27,
6-9=-56/60, 9-11=-81/86, 11-13=-81/86, 13-31=-81/86, 5-35=-33/36, 35-37=-62/66, 37-39=-62(66, 32-39=-62166, 35-42=-20/22,
36-42=-14/15, 37-38=-44/42, 39-40=-15/16, 6-41=-178/195, 38-42=-222/239, 10-41=-240/257, 5-42=-155/173
FORCES (Ib)
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
WEBS
JOINTS
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
2 Rows at 1/3 pts 3-4, 1-7
1 Brace at Jt(s): 11, 13, 22, 23, 24, 25, 30, 37, 39, 41, 42
NOTES
1)WInd: ASCE 7-O5; 90mph; TCDL=6.0psf; BOOL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) interior zone; cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30,0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x6 MT20 unless otherwise indicated
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib upllft at joint 7 and 157 Ib uplift at joint 4.
7) This buss is designed in accordance with the 2006 international Residential Code sections R502 11 1 and R80210.2 and referenced standard ANSI/TPI
1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails
LOAD CASE(S) Standard
PDF created with pdfFactory trial version wwwpdffactory.com
JOb
6J05734
TWOS
FM8D3
Truss Type
FLAT
Plate Offsets (X,Y): )1:0.9-0.Ed11)44, 2 -6-O,Edge), 13:0-9-4.Edge]
Job Reference o.tional
Run: . /4$ S 25 2011 Pant 7.2 • s Aug 2011 M ck industries, nc, 6 eb 22 16:45:29 2613 Page
-rsaUOy3B0310C ialMdj7VyhLX6-OF16melchrKIXLwIHtaJ1i9L&lxr8Pv4arYITh221W0a
8-0-0
8-0-0
2X10DF HEADER
2 44
16
0
61 3- 2 4
6X2 TREATED BC
2-4-14 1 5-7-2 8-0-0
2-4-14 3-2-4 2-414
34
N
"Sturdi-Lok" Wall System
NOT A TRUSS.
For Design and
Configuration only.
Scale = 1:742
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1,15
Rep Stress Incr NO
Code IRC2006/TP12002
CSI
TC 0 08
BC 0.08
WB 0.11
(Matrix)
DEFL in (loc) I/deft L/d
Vert(LL) -0 03 5 >999 240
Vert(TL) -0 03 5 >999 180
Horz(TL) -0 00 4 n/a n/a
PLATES GRIP
M120 197/144
Weight 409 Ib FT= 0%F, 0%E
LUMBER BRACING
TOP CHORD 6 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 6 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 6 X 2 SPF 1650F 1.5E WEBS 2 Rows at 1/3 pts 3-4, 1-7
JOINTS 1 Brace at Jt(s): 11, 13, 22, 23, 24, 25, 26, 37, 39, 41, 42
REACTIONS (lb/size) 7=97/0-3-0, 4=97/0-3-0
Max Horz 7=80(LC 4)
Max Uplift7=-82(LC 3), 4=-106(LC 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-43=-13/25, 2-43=-13/25, 2-44=-21/23, 3-44=-21/23, 4-36=-93/141, 36-38=-94/159, 38-40=-83/33, 34-40=-83/33, 15-34=-82/48,
15-30=-81/48, 19-30=-81/48, 19-21=-34/19, 3-21=34/16, 3-16=0/0, 7-8=-102/107, 8-10=-122/123, 10-12=-83/40, 12-33=-83140,
14-33=-82/53, 14-29=-81/53, 18-29=-81/53, 18-20=-34/21, 1-20=-34/17, 1-17=0/0
BOT CHORD 6-7=-85/64, 5-6=-42/45, 4-5=-1/2
WEBS 8-41=-14/13, 9-41=-8/15, 10-11=32/21, 12-13=-20/16, 14-25=-1/10, 15-25=-1/10, 18-23=-17/54, 19-23=-17/54, 20-27=-13/13, 22-27=-3/6,
22-28=-3/6, 21-28=-24/15, 2-22=-10/20, 22-23=-10/20, 24-25=-10/21, 25-26=-10/21, 2-27=-66/53, 18-27=-74/72, 2-28=-66/47, 19-28=-74/69
24-29=-2g, 24-30=-2/7, 23-24=-10/21.31-33=-17/22, 2631=-16/14, 2632=-16/14, 3234=-40/35, 6.9=46/15. 9-11=-3126, 11-13=-38/28,
13-31=38128, 5-35=-27/34, 35-37=-36/53, 37-3938/53, 32-3-38/53. 35-42=-15/13, 36-42=-1110, 3738e-21/28, 39-4-16/23,
6-41=-56/108, 38-42=-150/125, 10-41=-96/159, 5-42=-106/96
NOTES
1) Wind: ASCE 7.05; 90mph; TC0L=6.0psf; BCDL=6.0pst h=251 Cat. II; Exp C. enclosed; MWFRS (low-rise) gable end zone; cantilever left and right
exposed ; end 'rerlicai lett and right exposed; Lumber DOL=1.33 plate grip 0CL=1.33
2) TCLL: ASCE 7-05; Pf-30.0 psf (flat roof snow); Calegory ll; Exp C; Partially Exp; Ct= 1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding
4) All plates are 2x6 MT20 unless otherwise indicated
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads,
6) Protide mechanical conneollon (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 7 and 106 Ib uplift at joint 4.
7) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI
1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
PDF created with pdfFactory trial version www.pdffactory.com
deb Truss Truss Type Oty Ply O 0
BJ05734 FM8D3H2 FLAT 4 1
_ _ Job Reference (optional)
-- -- - Run: . s •u *11 -rine.250sAug 252011MRe1industries. Inc. Fri F 1 :4 : 13 Pagel
10: Icau 47VyhLX6-UrrrraremES95aDVIAA8zIGFi -LIK6git-MI3C25DUmWDZ,
8-0-0
8-0-0
2X1ODF HEADER
2
44
8
0
7 6 3-2-4 15
6X2 TREATED BC
2-6-6 5,•13-10 8-0-0
2-6-6 3-2-4 2-3-6
Plate Offsets (X,Y): )1:0- -0,Edge], [20$0 Edge], [3:0-9-0,EdgeLj20'0•£-0,0-0.12]
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc( NO
Code IRC2006/TPI2002
CSI
TC 0.09
BC 0.13
WB a17
(Matrix)
N
Scale = 1,74.2
"Sturdi-Lok" Wall System
NOTA TRUSS.
For Design and
Configuration only.
DEFL in floc) I/defl L/d
Vert(LL) 0 05 6 >999 240
Vert(TL) -0.05 6 >999 180
Horz(TL) 0.00 4 n/a n/a
PLATES GRIP
MT20 197/144
Weight 452 Ib FT= 0%F. 0%E
LUMBER BRACING
TOP CHORD 6 X 2 SPF 1650F 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals_
BOTCHORD 6 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing
WEBS 6 X 2 SPF 1650F 1.5E WEBS 2 Rows at 1/3 pts 3-4, 1-7
JOINTS 1 Brace at Jt(s): 11, 13, 22, 23, 24, 25, 30, 37, 39, 41, 42
REACTIONS (Ib/size) 7=93/0-3-0, 4=95/0-3-0
Max Holz 7=-128(LC 3)
Max Uplift7=-154(LC 3), 4=-155(LC 4)
Max Grav7=122(LC 4), 4=121(LC 3)
FORCES (Ib) - Maximum Cofnpres5ton/Madmtrn-Tana,ion
TOP CHORD 1-43=-37/45,:2.4:-•37/45, 2-44=29/35, 3-44=-29/35, 4-36=-173/210, 36-38=-198/236, 38-40=-80144, 34-40=-80/44, 15-34=-80/75,
15-29=-80/75, 19-29=-79/75, 19-21=-33/23, 3-21=-33/17, 3-16=-0/0, 7-8=-170/206, 8-10=-190/226, 10-12=-78/37, 12-33=-78/37,
1433= -77/56,14 -28=-77/56,18-28=-77/56,18-20=-33/26,1-20=-34/23,1-17=0/0
BOT CHORD 6-7=-136/138, 5-6=-57/66, 4-5=-3/6
WEBS 8-41=-28/28, 9-41=-16/17, 10-11=-32/30, 12-13=-26/27, 14-24=-4/11, 15-24=-4/11, 18-30=-46/51, 19-30=-46/51, 20-26=-43/36,
22-26=-14/13, 22-27=-14/13, 21-27=-17/12, 2-22=-17/20, 22-30=-18/21, 23-24=-18121, 24-25=-18/21, 2-26=-60/61, 18-26=-69/93,
2-27=-64/81, 19-27=-71/113, 23-28=-2/11, 23-29=-2/11, 23-30=-18/21, 31-33=-50/49, 25-31=-18/27, 25-32=-18/27, 32-34=-19/27,
6-9=-55/59, 9-11=-80/84, 11-13=-80184, 1331=-80184, 5-35=-32136, 3537=-60/65, 3739=-60/65, 32-39=-60/65, 35-42=-20/22,
36-42=-14/15, 37-38=-44/42, 39-40=15/16, 6-41=-176/193, 38-42=-217/235, 10-41=-236/253, 5-42=-153/171
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft Cat II; Exp C; enclosed; MWFRS (low-rise) interior zone; cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10 0 psf bottom chord Iive load nonconcunent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 7 and 155 Ib uplift at joint 4.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI
1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD GASES) Standard
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Job
BJ05734
Truss
FM8H2
Truss Type
FLAT
CItY
2
y 00
1
Job Reference o.tional
on 7. 20T P nt '' s Aug 2011 ek 1n • uatries, Inc. Fri Feb 2'216.45:31 2013 Page 1
ID w+ANhiZryw2r2QeM 48C1tVoZCZXiCNU1 gMtlsr11hr2RADY
8-0-0
1 8-0-0
2X10 HEADER
0
6X2 TREATED5 B4C
8-0-0o
Plate Offsets 1'0.9-0.Edgel, (2:0-0-0,Edge), )3:0.9.0,Edpa). [19:0 6-0,0-0-121
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCIL 10.0
SPACING 0-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006/TPI2002
CSI
TC 0.12
BC 0.02
WB 0.06
(Matrix)
"Sturdi-Lok" Wall System
NOTA TRUSS.
For Design and
Configuration only.
O
DEFL in floc) I/dell Lid
Vert(LL) -0.00 5-6 >999 240
Vert(TL) -0.01 5-6 >999 180
Horz(TL) 0.00 4 n/a n/a
Scale = 1:74.2
PLATES GRIP
MT20 197/144
Weight 419 Ib FT = 0%F, 0%E
LUMBER BRACING
TOP CHORD 6 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals
BOT CHORD 6 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing
WEBS 6X2 SPF 1650F 1.5E WEBS 2 Rows at 1/3 pts 3-4, 1-6
JOINTS 1 Brace at Jt(s): 21, 22, 23, 24, 25, 26, 33
REACTIONS (Ib/size) 6=93/0-3-0, 4=95/0-3-0
Max Horz 6=128(LC 4)
Max Uplift6=-154(LC 3), 4=-155(LC 4)
Max Grav6=122(LC 4), 4=121(LC 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-34=-40/48, 2-34=-40/46, 2-35=-31/37, 3-35=-31/37, 4-8=-117/159, 8-10=-130/172, 10-12=-64/70, 12-14=-64/70, 14-32=-64170,
18-32=-64/70, 18-20=-33/24, 3-20=-33/18, 3-15=0/0, 6-7=-117/158, 7-9=-129/170, 9-11=-62/57, 11-13=-02/57, 13-31=-62/57, 1731=b2/57,
17-19=-32/27, 1-19=-33/24, 1-16=0/0
BOT CHORD 5-6=-151/152, 4-5=-10/11
WEBS 7-27=-43/46, 26-27=-8/11, 26-28=-8/11, 8-28=-17/20, 9-25=-24/25, 10-25=-24/25, 11-24=-1/11, 12-24=-1/11, 13-23=-1/10, 14-23=-1/10,
17-33=-38/34, 18-33=-38/34, 19-29=-47/40, 21-29=-15/13, 21-30=-15/13, 2030=-17112, 2-21=-25/24, 21-33=-25/24, 22-23=-23/25,
23-24=-23/25, 24-25=-23/25, 25-26=-22/26, 5-26=-22/27, 5-27=-124/126, 9-27=-167/168, 5-26=-105/106, 10-28=-144/145, 2-29=-41/63,
17-29=-69/97, 230=-48174, 1630=-78/107, 22-31=-2/11, 2232=-2/11, 22-33=-23/25
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6,0psf; h=25ft; Cat. 0; Exp C; enclosed; MWFRS (low-rise) interior zone; cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x5 MT20 unless otherwise indicated
5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other like loads_
6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 6 and 155 Ib uplift at joint 4.
7) This truss is designed in accordance with the 2006 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI
1.
8) Design assumes 4X2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails,
LOADCASE(S) Standard
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Richard Splain Project; 556 County Road 352 Garfield County, CO
TEMPORARY / PERMANENT BRACING PLAN
1. Prefabricated Wall Panels should be installed and then add
temporary 2x4 diagonal bracing from the upper part of the walls
to the ground. These temporary braces should be kept in place
until complete roof system, including lateral bracing, diagonal
bracing, and purlin panels are in place. Then, they can be
removed as each section of the walls are sheeted with metal.
2. The roof system should be put up in sections with the X -
Bracing, Roll -Blocking, and Purlin Panels being installed as the
trusses go up.
3. Lateral Bracing and Diagonal Bracing should be installed within
the trusses by sections as the roof trusses are being installed.
4. Strap Hurricane ties should be attached from the trusses to the
wall panels prior to the metal being installed on the exterior of
the building.
5. The exterior metal should be installed on the wall panels first,
including the interior sheer wall.
6. The roof panels can then be installed.
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•
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LOOK Buildings, LLC Design
"STURDI-LOK" Wall System
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N6' O.C. BOTTOM CORD LATERAL BRACING DETAIL
P4X16 P4X15-11
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