HomeMy WebLinkAboutB17-0066_B1705426TRUSSES - BUILDING 1 REVISED_359 & SGM REVIEWED_1506378876.pdf i t1OFI/4
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T01DGE
MOVED TRIPLE LVL BACK SO RELEASED INTERIOR BEARING
THAT OUTSIDE FACE LINES ON TRUSSES T01 C1 AND TO1C2
UP WITH GRID LINE. AND DESIGNED THEM AS CLEAR
REDESIGNED TO1A1 THRU SPAN.
B1705426 T01B3 SO THAT CANTILEVERS SGM SUBMITTAL REVIEW
CHAMONIX - VAIL ARE PLACED CORRECTLY.
2310 CHAMONIX ROAD Project #: 2016453.001
VAIL, CO. Submittal: B1705426 Truss Shops IX NO EXCEPTION TAKEN
❑REVISE AND RESUBMIT
❑MAKE CORRECTIONS NOTED
No Exceptions Taken ❑SEECONSULTANTREVIEW
Disposition: p ❑RECEIVED FOR RECORD ONLY
BUILDING 1 ❑REJECTED
Architect's or architect's consultant review is for
general conformance of the submittal to the design
Date of Review: 9/6/2017 concept and contract documents. Markings or
comments shall not be construed as relieving the
Contractor from compliance with the project plans and
specifications nor departures therefrom.The
J J P Contractor remains responsible for detail and accuracy,
Reviewer. for confirming and correlating all quantities and
dimensions,for selecting fabrication processes and
techniques of assembly,and for performing work in a
Review does not relieve contractor 3 9 DESIGN,
LLC
DESIGN, LLC
from responsibility for errors or de- BY: RobWilbefgef DATE: 09/06/2017
viations from contract requirements.
Job Truss Truss Type Qty Ply CHAMONIX-BUILDING 2
B1705426 TO1A1 ROOF SPECIAL 1 1 1Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:43 2017 Pa
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-z2QTQIbYLChfkwOt4NCBLRIfjYwO3EbefSm Eyxyg
-2-0-0 4-3-6 8-3-5 12-3-3 16-3-1 21-6-13 26-7-15 28-7-1028 11-230-11-2
2-0-0 4-3-6 3-11-14 3-11-14 3-11-14 5-3-12 5-1-2 I 1-11-11 0 318 2-0-0 I
Scale=1:53. It
7x10
4.00 12
7
6.00 12 09/25/1
5x6% 22
6 23
6x8% 3x6 II Ito
5 �� 8
4
6x12% 21 �� A 6x8
3
4x4 II 9 24 8x16
2 20 I0 li 10 5x6
000000300001112
25
1\11
h\oe
11
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W 12
0 W11 13
M
.I pm Y �.� 12IIMI y N
19 18 26 17 27 16 15 14 13
8x12= 5x8= 5x12 MT20HS= 6x8= 7x10= 7x10= 2x4 II
8-3-5 16-3-1 21-6-13 26-7-15 26111 -928-11-2 I
8-3-5 7-11-13 5-3-12 5-1-2 0-P 10 2-0-9
Plate Offsets(X,Y)-- [2:0-2-0,0-1-12],[7:0-5-0,0-3-12],[10:0-6-12,0-2-4],[11:0-2-11,0-2-8],[14:0-2-0,0-3-12],[15:0-2-12,0-3-4],[18:0-2-12,0-2-0],[19:0-8-8,0-4-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP
TCLL 110.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.19 16-18 >999 240 MT20 185/144
(Roof Snow=110.0) Lumber DOL 1.00 BC 0.73 Vert(CT) -0.24 16-18 >999 180 MT20HS 139/111
TCDL 20.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.09 14 n/a n/a
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Weight:229 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins,
BOT CHORD 2x6 HF/SPF 1650F 1.5E except end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
W10:2x4 SPF 2100F 1.8E,W11:2x6 HF/SPF 1650F 1.5E WEBS 1 Row at midpt 6-16,3-19
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 19=6370/0-5-8 (min.0-3-9),14=7499/0-5-4 (min.0-2-15)
Max Horz 19=197(LC 13)
Max Upliftl9=-243(LC 14),14=-288(LC 14)
Max Gray 19=6570(LC 19),14=7537(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/362,2-20=-372/91,3-20=-276/122,3-21=-6429/311,4-21=-6162/311,4-5=-6037/312,
5-6=-6456/361,6-22=-4622/324,7-22=-4386/325,7-23=-4626/311,8-23=-5120/309,
8-9=-4233/240,9-24=-4403/238,10-24=-4702/237,10-25=-168/1315,11-25=-169/1245,
11-12=0/520,2-19=-1921/282
BOT CHORD 18-19=-165/4525,18-26=-141/5328,17-26=-141/5328,17-27=-141/5328,16-27=-141/5328,
15-16=-53/3786,14-15=-1338/246
WEBS 3-18=-38/1807,5-18=-1960/149,6-18=-38/1012,6-16=-2541/175,7-16=-72/1744,
8-16=-167/889,8-15=-2617/228,10-15=-329/5489,10-14=-6567/376,3-19=-6390/264,
11-14=-1613/320
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-2-1-2 to 0-10-14,Interior(1)0-10-14 to 16-3-1,Exterior(2)16-3-1 to 19-3-1
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=110.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 110.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
8)Bearing at joint(s)19,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)19=243,
14=288.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard 1.
Continued page
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1A1 ROOF SPECIAL 1 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:43 2017 Pa.(filjf
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-z2QTQIbYLChfkwOt4NCBLRIfjYwO3EbefSm Eyxyg
NOTES-
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) 09/25/1
Vert:1-2=-401(F=-141),2-7=-401(F=-141),7-11=-401(F=-141),11-12=-401(F=-141),13-19=-20
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
/
B1705426 TO1A2 ROOF SPECIAL 3 1 i.l
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:44 2017 Pa. g
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-R E_rd5cA6WpW M4z3e5jQuelsuyDlolcn u6VoUOyg
28-11-2
-2-0-0 4-3-6 8-3-5 12-3-3 16-3-1 21-6-13 26-7-15 28-7-10 30-11 2
1 2-0-0 1 4-3-6 3-11-14 1 3-11-14 1 3-11-14 1 5-3-12 5-1-2 1 1-11-11 01318 2-0-0 1
6x8% Scale=1:56.
4.00 12
7
6.00 H2 09/25/1
4x4%22 IA
6 23
6x8% 2x4 I I le. 4x6
5 8
4
5x8% 21 ,0 125
6x8
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3x4 11 9
_ 24 7x10
2 20 1: �� 10 5x6
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11
X10 T �3 12 w
I! '.Shil �N I fail Al/Id-
GA MICR
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19 18 17 26 16 15 14 13
6x12= 5x8= 5x8 WB= 5x8= 6x8= 5x10= 2x4 II
28-11-2
I 8-3-5 16-3-1 21-6-13 26-7-15 26
8-3-5 7-11-13 5-3-12 5-1-2 0-�11D0-9 2-0-9
Plate Offsets(X,Y)-- [4:0-4-0,Edge],[9:0-4-0,Edge],[10:0-4-0,0-3-0],[11:0-2-11,0-2-8],[14:0-2-8,0-3-0],[15:0-2-12,0-3-0],[19:0-8-8,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP
TCLL 110.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.21 16-18 >999 240 MT20 185/148
(Roof Snow=110.0) Lumber DOL 1.00 BC 0.92 Vert(CT) -0.29 16-18 >999 180
TCDL 20.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.09 14 n/a n/a
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Weight:197 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except
T2:2x6 HF/SPF 1650F 1.5E,T3:2x6 DF 2400F 2.0E end verticals.
BOT CHORD 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* WEBS 1 Row at midpt 6-16,3-19
W11:2x6 HF/SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 HF/SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 19=4223/0-5-8 (min.0-2-6),14=4971/0-5-4 (min.0-1-15)
Max Horz 19=201(LC 13)
Max Upliftl9=-181(LC 14),14=-215(LC 14)
Max Gray 19=4423(LC 19),14=5009(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/340,2-20=-252/86,3-21=-4269/164,4-21=-4130/165,4-5=-4035/173,5-6=-4304/220,
6-22=-3022/210,7-22=-2859/223,7-23=-3015/208,8-23=-3341/191,8-9=-2543/148,
9-24=-2970/130,10-24=-3098/124,10-25=-134/1169,11-25=-137/1138,11-12=0/490,
2-19=-1486/228
BOT CHORD 18-19=-56/3000,17-18=-11/3529,17-26=-11/3529,16-26=-11/3529,15-16=0/2465,
14-15=-1226/210
WEBS 3-18=0/1234,5-18=-1308/99,6-18=-21/723,6-16=-1864/126,7-16=-48/1247,
8-16=-328/727,8-15=-1691/155,10-15=-182/3603,10-14=-4389/213,3-19=-4275/116,
11-14=-1528/289
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-2-1-2 to 0-10-14,Interior(1)0-10-14 to 16-3-1,Exterior(2)16-3-1 to 19-3-1
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=110.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 110.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
7)Bearing at joint(s)19,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)19=181,
14=215.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
ii standard ANSI/TPI 1.
10)'S mj rigid pitclabreaks including heels"Member end fixity model was used in the analysis and design of this truss.
onp 9
0• russ russ ype •ty -y CHAMONIX-BUILDING 2
Jo Ili
B1705426 TO1A2 ROOF SPECIAL 3 1 e u
Job Reference(optional) i
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:44 2017 Pa. g
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-R E_rd5cA6WpW M4z3e5jouelsuyDlolcn u6VoUOyg
LOAD CASE(S) Standard
A
09/25/1
o• russ russ ype •ty -y CHAMONIX-BUILDING 2
Jo 4
B1705426 T01AGE GABLE 1 1 i.l
Job Reference(optional)
Builders FlrstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:44 2017 Pae g
ID:OvMSPtP Ecr8s8AH2k5QSLIysbFz-RE_rd5cA6Wp W M4z3e5jQuelwzyQPosBn u6VoUOyg
I 16-2-4 28-7-10 281111-2
16-2-4 12-5-6 0-3-8
5x6% Scale=1:54. <11.14
4.00 12
13 14 15
12 .N 09/25/1
11 1650 6.00112
7x10% 10 y Z 17
7 8 9 Z 18
6 19
5r, y 20
4
4x4% 2 3 49 13 y ST8 ST9 ST10 ST11 ST12 ' ST14 S 15 y y 5121 22 2 3x4
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ST5 ST6 ST16 ST17 Z p3
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W ST1 ST20 v
37 26 25 1
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1AGE GABLE 1 1L{
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:45 2017 Pa.
I D:OvM5PtP Ecr8s8AH2k5QSLIysbFz-vRYDrQdptpxN_EYFBo EfQsg5jMmeXJ Rw7mFLOgyg
NOTES-
12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. IP
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
09/25/1
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1B1 ROOF SPECIAL 2 1 L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:45 2017 Pa. 1
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-vRYDrQdptpxN_EYFBoEfQsg0oMYjX7_w7mFLOgy•
5-7-6 10-11-4 16-3-1 21-6-13 26-7-15 28-7-10281 -230-11-2
5-7-6 5-3-14 5-3-14 5-3-12 5-1-2 I 1-11-11 0]318 2-0-0
3.00 12 6x8= Scale=1:51.-
5
6.0012 09/25/1
6x8= 4x6= 20
4 21
5x8= 3 4x6
2 IS 6
3x4 II 18 19
1 1 6x8
7Al, 22 7x10
W \� 8 5X6
ii 4 23
" _iro/ 'AV 9
w1
10
g W1 12 q
M
1 a
® XX
17 24 25 16 26 15 27 14 13 g 11
6x12= 4x4= 5x12 MT20HS= 5x8= 7x10= 7x10= 2x4
8-3-5 16-3-1 21-6-13 26-7-15 26111 -928-11-2
8-3-5 7-11-13 5-3-12 5-1-2 0-P 10 2-0-9
Plate Offsets(X,Y)-- [5:0-4-0,0-3-12],[8:0-4-4,0-2-8],[9:0-2-11,0-2-8],[12:0-2-8,Edge],[13:0-3-8,Edge],[17:0-8-8,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 125.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.18 14-16 >999 240 MT20 185/148
(Roof Snow=125.0) Lumber DOL 1.00 BC 1.00 Vert(CT) -0.26 14-16 >999 180 MT20HS 139/111
TCDL 20.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.11 12 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:203 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except
BOT CHORD 2x4 HF/SPF 1650F 1.5E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
W10:2x6 HF/SPF 1650F 1.5E WEBS 1 Row at midpt 4-14,2-17
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 17=4002/0-5-8 (min.0-2-5),12=5536/0-5-4 (min.0-2-3)
Max Horz 17=-220(LC 12)
Max Upliftl7=-101(LC 14),12=-214(LC 14)
Max Gray 17=4251(LC 19),12=5536(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4127/177,3-4=-3850/185,4-20=-3356/205,5-20=-3164/213,5-21-3422/201,
6-21=-3771/185,6-7=-3104/142,7-22=-3238/124,8-22=-3454/118,8-23=-134/1309,
9-23=-138/1279,9-10=0/551,1-17=-680/72
BOT CHORD 17-24=-23/3463,24-25=-23/3463,16-25=-23/3463,16-26=-11/3948,15-26=-11/3948,
15-27=-11/3948,14-27=-11/3948,13-14=0/2777,12-13=-1378/212
WEBS 2-16=0/772,4-16=-555/78,4-14=-1725/100,5-14=-21/924,6-14=-327/830,6-13=-1900/157,
8-13=-184/4023,8-12=-4836/210,2-17=-4893/212,9-12=-1718/291
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-3-1,Exterior(2)16-3-1 to 19-3-1
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TOLL:ASCE 7-10;Pf=125.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
8)Bearing at joint(s)17,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=101,
12=214.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 T01 B2 ROOF SPECIAL 1 1 L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:45 2017 Pa. 1
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-vRYDrodptpxN_EYFBoEfQsg1 WMYoX7zw7mFLOgyg
27-11-2
5-7-6 10-11-4 16-3-1 21-6-13 26-7-15 $7-7-1 30-11-2
5-7-6 5-3-14 5-3-14 5-3-12 5-1-2 0-11-11 3-0-0
0-3-8
6x8% Scale=1:55.
3.00 .
5
6.0012
4x6% 20 . 09/25/1
6x8% 4 21
5x8% 3 w 4x6
2 6
3x4 I 18 i9 `S 7x12 MT20HS=
1 6x8
7 22 12x12
.. W Ci 4 8
�� 4 �, 9
.,.
WI
10 0
y W13 12NB1 p �� Ka/w.
• Rk
17 23 24 16 25 15 26 14 13 12 11
6x12= 4x4= 5x12 MT20HS= 5x8= 5x8= 3x4 I I
7x10=
27-11-2
8-3-5 16-3-1 21-6-13 26-7-15 2610-9
8-3-5 7-11-13 5-3-12 5-1-2 0- 10
1-0-9
Plate Offsets(X,Y)-- [5:0-4-0,0-3-12],[8:0-6-0,0-7-0],[9:0-3-8,0-3-8],[12:0-2-8,Edge],[13:0-1-12,0-2-4],[17:0-8-8,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 125.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.17 14-16 >999 240 MT20 174/144
(Roof Snow=125.0) Lumber DOL 1.00 BC 0.99 Vert(CT) -0.24 14-16 >999 180 MT20HS 139/108
TCDL 20.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.10 12 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:207 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins, except
T4:1-1/2"x 9-1/2"VERSA-LAM®2.0 2800 DF end verticals.
BOT CHORD 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
B2:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt 4-14,2-17
WEBS 2x4 HF/SPF 1650F 1.5E*Except* MiTek recommends that Stabilizers and required cross bracing
W10:2x6 HF/SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 17=4002/0-5-8 (min.0-2-5),12=5529/0-5-4 (min.0-2-3)
Max Horz 17=-227(LC 12)
Max Uplift17=-104(LC 10),12=-243(LC 14)
Max Gray 17=4253(LC 19),12=5529(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4130/171,3-4=-3895/185,4-20=-3355/211,5-20=-3165/219,5-21=-3423/207,
6-21=-3761/190,6-7=-3276/158,7-22=-3356/138,8-22=-3530/133,8-9=-26/884,
9-10=0/795,1-17=-681/72
BOT CHORD 17-23=-11/3464,23-24=-11/3464,16-24=-11/3464,16-25=0/3951,15-25=0/3951,
15-26=0/3951,14-26=0/3951,13-14=-146/2752,12-13=-1507/197
WEBS 2-16=0/772,4-16=-556/91,4-14=-1725/99,5-14=-34/913,6-14=-290/847,6-13=-1766/136,
8-13=-149/3853,8-12=-4210/105,2-17=-4895/217,9-12=-3126/453
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-3-1,Exterior(2)16-3-1 to 19-3-1
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TOLL:ASCE 7-10;Pf=125.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
8)Bearing at joint(s)17,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=104,
12=243.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
/ 4
B1705426 TO1B3 ROOF SPECIAL 5 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:46 2017 Pa. g
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-Od6c2md Re74DbO7Sl WIuz3NBfmuzGaK4LQ_vYGyg
27-11-2
5-7-6 10-11-4 16-3-1 21-6-13 26-7-15 7-7-1 29-11-2
5-7-6 5-3-14 5-3-14 5-3-12 5-1-2 -11-1 2-0-0
0-3-8
3.0012 6x8% Scale=1:54.•'%-.11t
5
4x6= 19w 09/25/1
6x8% 4 20 6.0012
5x8% 3 w 4x6
2 6
3x4:11 I 17 18 2 `' tip
5x6
21 7x10
W n 7 22
Gf . 8
W1 . , 9
0
,eg W10 12
9
N
/ r..,,,
16 23 24 15 25 14 26 13 12 11 10
6x12= 4x4= 5x10 WB= 5x8= 5x8= 2x4
5x10=
27-11-2
8-3-5
8-3-5 16-3-1
7-11-13 I
21-6-13
5-3-12 I
26-7-15
5-1-2 206J1-09
1-0-9
Plate Offsets(X,Y)-- [5:0-4-0,0-3-12],[7:0-4-8,0-2-12],[8:0-2-11,0-2-8],[11:0-2-4,0-2-8],[12:0-1-12,0-2-4],[16:0-8-8,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 125.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.18 13-15 >999 240 MT20 185/148
(Roof Snow=125.0) Lumber DOL 1.00 BC 1.00 Vert(CT) -0.26 13-15 >999 180
TCDL 20.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.11 11 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:201 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except
BOT CHORD 2x4 HF/SPF 1650F 1.5E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
W10:2x6 HF/SPF 1650F 1.5E WEBS 1 Row at midpt 4-13,2-16
OTHERS 2x4 HF/SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 16=4046/0-5-8 (min.0-2-5),11=5182/0-5-4 (min.0-2-1)
Max Horz 16=-219(LC 12)
Max Upliftl6=-105(LC 14),11=-201(LC 14)
Max Grav16=4222(LC 19),11=5182(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4112/182,3-4=-3879/196,4-19=-3445/215,5-19=-3254/223,5-20=-3518/214,
6-20=-3867/198,6-21=-3297/164,7-21=-3646/139,7-22=-16/553,8-22=-20/537,8-9=0/551,
1-16=-678/72
BOT CHORD 16-23=-56/3440,23-24=-56/3440,15-24=-56/3440,15-25=-49/3943,14-25=-49/3943,
14-26=-49/3943,13-26=-49/3943,12-13=-5/2949,11-12=-878/109
WEBS 2-15=0/804,4-15=-586/81,4-13=-1693/94,5-13=-27/942,6-13=-448/769,6-12=-1773/129,
7-12=-130/3765,7-11=-4399/125,2-16=-4861/219,8-11=-1924/285
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-3-1,Exterior(2)16-3-1 to 19-3-1
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TOLL:ASCE 7-10;Pf=125.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
7)Bearing at joint(s)16,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=105,
11=201.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty -y CHAMONIX-BUILDING 2
4
B1705426 T01B3GE GABLE 1 1
Job Reference(optional) iiro
i1
Builders FlrstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:47 2017 Pa.
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29-11-2
16-3-1 27-7-10 2711-2 {
16-3-1 11-4-9 0-3-8 2-0-0
3.00 12 5x6% Scale=1:56.
N.
12 13 14 6.00112
11 °y 09/25/1
10
7x10% 8 9 1548
7 E 16
5 6 2 y y 17
5x6% 3 47 4 r y 9 18 3x6 II
2 • 19 6x8 3x6 II
E.
2021 5x6
:.•
ST ST5 ST6 ST7 ST8 ST9 ST10 S 11 ST12 S 3 S 14 ST'S ST16 ,• 22 23
W1 ST1 S + ST3 ST'7
ST18 4,- 24
ST 9 ST2• 4 O
m
N
25
Job Truss Truss Type Qty Ply CHAMONIX-BUILDING 2
B1705426 TO1B3GE GABLE 1 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:47 2017 Pa iii°(
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-spg_G6e3PQC4DYieJDG7W HwLO9MA?B2Da4kS4jyg
NOTES-
5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
8)Gable studs spaced at 1-4-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any 09/25/1
other members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)36,37,38,39,40,41,42,43,44,32,31,30,29,28 except
(jt=lb)46=1390,45=124,27=967,26=129.
12)Non Standard bearing condition. Review required.
13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
15)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer
must provide for uplift reactions indicated.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING2
B1705426 T01 C1 ROOF SPECIAL 1
2 Job Reference(optional) illri
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:47 2017 Pa.
I D:OvM5PtP Ecr8s8AH2k5QSLIysbFz-spg_G6e3 PQC4DYieJDG7W H WKN9EI?3rDa4kS4jyg
2-0-0 7-0-12 13-10-0 19-9-13 25-9-10 26I-1-228-1-2 I n
2-0-0 7-0-12 6-9-4 5-11-13 5-11-13 0-3-8 2-0-0
3x4 Scale=1:52.
5 6
18 6x8; 09/25/1
7 5x10
8
3.00 12 11
7x10= a 3x4 II
4 19 9
17 5 10
- N 8x12%
u•
5x8% 3 •
5x8% W6 m
g)
5x8% leo BL1 v
2 16 am' r WI M
c1 IA V
C r I' l 9 B1 ii S2 M
8x12= 15 14 13 12 11
2x4 II 4x6=8x14 MT2OHS= 5x8= 5x8=
7-0-12 13-10-0 19-9-13 26-1-2
7-0-12 6-9-4 5-11-13 6-3-5
Plate Offsets(X,Y)-- [2:0-0-0,0-3-8],[3:0-4-8,0-6-0],[4:0-7-4,0-3-8],[11:0-5-12,0-3-4],[12:0-3-8,0-2-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.39 14-15 >793 240 MT20 185/144
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.96 Vert(CT) -0.52 14-15 >604 180 MT2OHS 148/108
TCDL 20.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.18 11 n/a n/a
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Weight:367 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF 2100F 1.8E end verticals. Except:
WEBS 2x4 HF/SPF 1650F 1.5E 6-0-0 oc bracing:4-6
OTHERS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Left 2x4 HFSPF 1650F 1.5E 7-1-13 WEBS 1 Row at midpt 8-11
REACTIONS. (lb/size) 2=6399/0-5-8 (min.0-4-1),11=6459/0-5-8 (min.0-1-11)
Max Horz 2=-83(LC 16)
Max Uplift2=-438(LC 10),11=-422(LC 14)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-16=-14393/1302,3-16=-13973/1309,3-17=-10938/1244,4-17=-10598/1247,4-14=-32/1383,
4-6=-1904/462,6-18=-139/258,7-8=-297/27,9-19=-320/119,9-10=-1/254,
9-11=-2016/272
BOT CHORD 2-15=-1149/13364,14-15=-1150/13363,13-14=-1047/10321,12-13=-1047/10321,
11-12=-355/4855
WEBS 3-15=0/284,3-14=-4109/225,4-8=-5087/544,4-12=-6483/821,8-12=-401/3610,
8-11=-6510/441
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x8-2 rows staggered at 0-7-0 oc,2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-14 to 0-11-2,Interior(1)0-11-2 to 13-11-12,Exterior(2)11-10-0 to
14-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=438,
11=422.
Continued on page 2
o• russ russ ype •ty 'y CHAMONIX-BUILDING2
B1705426 T01 C1 ROOF SPECIAL 1
2 Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:47 2017 Pa.(filjf
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NOTES-
12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. N.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) 09/25/1
Vert:1-4=-381(F=-141),5-6=-381(F=-141),6-10=-381(F=-141),2-11=-20
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
/B1705426 TO1C2 ROOF SPECIAL 12 1 il'i
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:48 2017 Pa.
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-KODMTSfh9kKxrhGgtwnM2USQBZe9kYu NpkT?d9yg
-2-0-0I 4-9-11 9-3-13 13-10-0 19-9-13 I 25-9-10 2S-1-2
2-0-0 4-9-11 4-6-3 4-6-3 5-11-13 5-11-13 0-3-8
3x4 I I Scale=1:50.
7 8
19
09/25/1
— 5x6
9
3.00 12 7x10= W7 M 20 10x10=
6 ► 10
n 4x6% 18
in 7x10% 5tidi
4x12% 4
3
5x8% 11118x
�� 1 v
c1 2 ,1 16,0ONO
1m , �g BL
W3 ,
16 15 14 13 12
11
2x4 II 3x4= 8x14 MT2OHS=4x6= 8x12= 6x8=
4-9-11 9-3-13 13-10-0 19-9-13 26-1-2
4-9-11 4-6-3 4-6-3 5-11-13 6-3-5
Plate Offsets(X,Y)-- [2:0-0-0,0-3-2],[6:0-7-4,0-3-8],[11:0-4-8,0-0-0],[12:0-3-12,0-4-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.32 13-15 >954 240 MT20 185/144
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.76 Vert(CT) -0.42 13-15 >736 180 MT2OHS 148/108
TCDL 20.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.12 11 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:194 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
BOT CHORD 2x6 SPF 2100F 1.8E end verticals. Except:
WEBS 2x4 HF/SPF 1650F 1.5E 6-0-0 oc bracing:6-8
OTHERS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Left 2x4 HFSPF 1650F 1.5E 4-5-10 WEBS 1 Row at midpt 6-9,6-12
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=4182/0-5-8 (min.0-5-5),11=3573/0-5-8 (min.0-1-14)
Max Horz 2=-59(LC 16)
Max Uplift2=-236(LC 14),11=-133(LC 14)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-17=-8299/734,3-17=-8037/749,3-4=-8168/872,4-5=-8106/881,5-18=-6987/931,
6-18=-6872/934,6-13=0/1128,6-8=-1234/416,9-20=-3334/211,10-20=-3473/201,
10-11=-3509/262
BOT CHORD 2-16=-612/7555,15-16=-612/7555,14-15=-726/7864,13-14=-726/7864,12-13=-753/6727
WEBS 3-15=-384/708,5-15=-123/270,5-13=-2026/73,6-9=-3371/400,6-12=-4086/603,
9-12=-108/590,10-12=-241/3835
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-14 to 0-11-2,Interior(1)0-11-2 to 13-11-12,Exterior(2)11-10-0 to
14-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=236,
11=133.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1C3 MONOPITCH 1 1 i.l
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:49 2017 Pa. g
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-oCnkhogJw2SoSrr1 QeJcbi?hCz2nT2fW2ODZ9byg
2-0-0 4-7-9 8-11-9 13-3-10 1 -7ri2
2-0-0 4-7-9 4-4-1 4-4-1 -3-8
3x4 Scale=1:26.
3.00 I12 6
09/25/1
5x8% 11
5 T2
6x8
6x8% 4
3 ArrvW4
5x8
92
10 •111
11
7x10% 8
4x4— 7
5x10 MT2OHS=
6-9-9 13-7-2
6-9-9 6-9-9
Plate Offsets(X,Y)-- [2:0-1-2,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.09 8 >999 240 MT20 185/148
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.41 Vert(CT) -0.12 8 >999 180 MT2OHS 139/111
TCDL 20.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.04 7 n/a n/a
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Weight:99 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins, except
BOT CHORD 2x6 DF 2400F 2.0E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Left 2x6 HFSPF 1650F 1.5E 4-9-0 WEBS 1 Row at midpt 5-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 7=2574/0-5-8 (min.0-3-0),2=3604/0-5-8 (min.0-3-15)
Max Horz 2=152(LC 13)
Max Uplift7=-114(LC 10),2=-220(LC 10)
Max Grav7=3002(LC 19),2=3942(LC 19)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-5812/243,9-10=-5718/242,3-10=-5437/242,3-4=-4365/171,4-5=-4208/170,
5-11=-316/58,6-7=-821/102
BOT CHORD 2-8=-366/5090,7-8=-275/3504
WEBS 3-8=-1190/135,5-8=0/924,5-7=-4055/271
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-14 to 0-11-2,Interior(1)0-11-2 to 13-5-6 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=114,
2=220.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
Continued on page 2
o. russ russ ype •ty 'y CHAMONIX-BUILDING 2
/B1705426 TO1C3 MONOPITCH 1 1 Li
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:49 2017 Pae g
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-oCnkhogJw2SoSrrl QeJcbi?hCz2nT2fW2ODZ9byg
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00 '
Uniform Loads(plf)
Vert:1-6=-381(F=-141),2-7=-20
09/25/1
o• russ russ ype IPty -y CHAMONIX-BUILDING 2
4
B1705426 T01CGE GABLE 1 1
Job Reference(optional)
Builders FlrstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:49 2017 Pae
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-oCnkhogJw2SoSrrl QeJcbi?jSz7RT8uW2ODZ9byg
13-10-0 25-9-10 26-1I-2
13-10-0 11-11-10 0-3-8
9 10 Scale=1:43.-
11
12
13 09/25/1
14
i
15 37 16
17 4x4
3.00 12 8 : 18
7n
6 os " w
5 ST7 ST8 ,,
4 T9 ST10
2 3T1 ^ ,^� ST 1 ST12 ST 3 ST14 3
11 In
35 36 - T4 ST5 T6 I' CO
1 ST2 •.T3
O B1 0 g El 11 I 0 2- 0 0 a E A LY A a
V r
I. / / / / / / / / / / / / / / / ! / / / / / / / / / / / f
3x4
o• russ russ ype •ty -y CHAMONIX-BUILDING 2
4
B1705426 T01CGE2 GABLE 1 1
Job Reference(optional)
Builders FlrstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:50 2017 Pae
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-GOL6u8hxhLaf4?QD_Lgr7vYvJNT2CbQfG2y6h1 y•
13-3-10 18-7-
I 13-3-10 �3-:
Scale&1:21..
7
3.00 12 18 6 _ 09/25/1
5
4
3 T1
W1
2
ST6
17 ST5
16 ST4
ST3
ST2
ST1
1
o• russ russ ype •ty -y CHAMONIX-BUILDING 2
B1705426 T01CGE3 GABLE 1 1 L{
Job Reference(optional)
11
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:50 2017 Pa.
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-GOL6u8hxhLaf4?QD_Lgr7vYx7NTGCbVfG2y6h1 y.
11-11-10 1?(-g-2
11-11-10 0-3-8 #,
ok
3x4 Scale=1:39.-
12 3.00112
I I
09/25/1
r w 3 21 q
5
6
7
r
� 8 22 g 4x4
� 10
C pj
N A A A A A A A ..1 A
FNM N 1 �IIIIIIIIIIIIIIIIIIV
tata�74.1.atatatatat:e atatatatatatatatatatatatat'
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 Tel D1 ROOF SPECIAL 1 1 L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:50 2017 Pa.
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-GOL6u8hxhLaf4?QD_Lgr7vYshNJuCUbfG2y6h1 y•
4-7-9 8-11-9 13-3-10 13-7T2 15-7-2
4-7-9 4-4-1 4-4-1 d-3-8 2-0-0
3x4 II Scale=1:26.
1 3.00 H2
09/25/1
10
5x8
2
T1
7x10
3PON
41.11111 3x6
El a W1 4
511x1618HS
�
5 11
3 12
11111111 111: 6 7
8
9 4x4=
7x10=
5x10 MT2OHS=
6-9-9 T 13-7-2
6-9-9 6-9-9
Plate Offsets(X,Y)-- [6:0-0-3,Edge]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft LJd PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.13 8 >999 240 MT20 185/144
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.74 Vert(CT) -0.16 6-8 >999 180 MT2OHS 139/108
TCDL 20.0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.07 6 n/a n/a MT18HS 185/148
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:80 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except
BOT CHORD 2x4 SPF 2100F 1.8E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Right 2x4 HFSPF 1650F 1.5E 2-3-10 WEBS 1 Row at midpt 2-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 9=2635/0-5-8 (min.0-3-14),6=3547/0-5-8 (min.0-4-15)
Max Horz 9=-153(LC 10)
Max Uplift9=-118(LC 11),6=-210(LC 11)
Max Grav9=3069(LC 20),6=3880(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-9=-811/101,2-10=-317/61,2-3=-4233/179,3-4=-4363/179,4-5=-5357/248,
5-11=-5425/257,11-12=-5498/257,6-12=-5803/258
BOT CHORD 8-9=-127/3554,6-8=-184/4977
WEBS 2-9=-4150/283,2-8=0/899,4-8=-1046/139
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-8-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=118,
6=210.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
Continued on page 2
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
Ili
B1705426 TO1D1 ROOF SPECIAL 1 1L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:50 2017 Pa. I
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-GOL6u8hxhLaf4?QD_Lgr7vYshNJuCUbfG2y6h1 y.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00 %'
Uniform Loads(plf)
Vert:1-7=-381(F=-141),6-9=-20
09/25/1
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 T01 D2 ROOF SPECIAL 10 1 Li
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:51 2017 Pa.
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-kbvV6UhZSfiWi9?PY3L4g741 GnegxwkpViigDUyg
6-9-9 13-3-10 13-7T2 15-7-2
6-9-9 6-6-1 -3-8 2-0-0
4x6 I I 3.0012 Scale=1:26.
09/25/1
9
T1 6x8
2 5x6
111/ 3
'q W1
w
ow 4 5x6
5x6
10
11
5
W3 wig
7
8 2x4 I I 6x8 I I
5x10 MT20HS=
6-9-9 13-7-2
6-9-9 6-9-9
Plate Offsets(X,Y)-- [5:0-4-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.15 7 >999 240 MT20 185/148
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.82 Vert(CT) -0.19 5-7 >859 180 MT20HS 139/111
TCDL 20.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.07 5 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:79 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except
BOT CHORD 2x4 HF/SPF 1650F 1.5E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Right 2x4 HFSPF 1650F 1.5E 3-5-6 WEBS 1 Row at midpt 3-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 8=1710/0-5-8 (min.0-3-8),5=2284/0-5-8 (min.0-4-5)
Max Horz 8=-153(LC 12)
Max Uplift8=-78(LC 11),5=-155(LC 11)
Max Grav8=2144(LC 20),5=2617(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-8=-931/106,2-3=-319/44,3-4=-3547/107,4-10=-3728/96,10-11=-3800/87,
5-11=-3964/85
BOT CHORD 7-8=-45/3441,5-7=-45/3441
WEBS 3-8=-3576/182,3-7=0/302
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-8-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb)5=155.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1D3 ROOF SPECIAL 2 1L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:51 2017 Pa. I
I D:OvMSPtPEcr8s8AH2k5QSLIysbFz-kbvV6UhZSfi Wi9?PY3L4g742dne WxxKpViig DUyg
2-0-0 6-9-9 13-3-10 13-7r2 15-7-2
2-0-0 6-9-9 6-6-1 -3-8 2-0-0
Scale=1:28.-
1 3.00112
4x4 11
2
10 09/25/1
IIIIIIIIIIIIIIIII6x8
3 5x6
it 4
W1 ll 5 5x6
5x6
o 11
Bo
W3 6 7
alai
X a
9 2x4 6x8 11
sx8-
6-9-9 13-7-2
6-9-9 6-9-9
Plate Offsets(X,Y)-- [2:0-2-0,0-1-12],[6:0-4-8,Edge],[9:0-6-0.0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.14 8 >999 240 MT20 185/148
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.78 Vert(CT) -0.18 6-8 >916 180
TCDL 20.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.07 6 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:85 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except
BOT CHORD 2x4 HF/SPF 1650F 1.5E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Right 2x4 HFSPF 1650F 1.5E 3-5-6 WEBS 1 Row at midpt 4-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=2246/0-5-8 (min.0-4-2),9=2246/0-5-8 (min.0-1-9)
Max Horz 9=-174(LC 10)
Max Uplift6=-148(LC 11),9=-141(LC 14)
Max Grav6=2507(LC 20),9=2848(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-1704/207,3-4=-282/40,4-5=-3328/82,5-11=-3498/72,6-11=-3727/60
BOT CHORD 8-9=-21/3229,6-8=-21/3229
WEBS 4-9=-3366/146,4-8=0/303
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-1-11-2 to 1-0-14,Interior(1)1-0-14 to 15-8-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=148,
9=141.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o• russ russ ype •ty 'y CHAMONIX-BUILDING 2
B1705426 TO1D4 ROOF SPECIAL 1 1 L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:51 2017 Pa.
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-kbvV6UhZSfiWi9?PY3L4g741 inkWxzApViigDUyg
2-0-0 4-7-9 8-11-9 13-3-101 -7rr2 15-7-2
2-0-0 4-7-9 4-4-1 4-4-1 -3-8 2-0-0
1
4x6 I 3.00 12 Scale=1:29.
2
10
09/25/1
5x6
T1 3
6x8
' 4 6x8
W1 11/ 5
��
2 Lew 11 5x8
�. T2 12 6
4741,
11 41111111r 7 9
8
9 4x4=
4x12= 7x10
6-9-9 13-7-2
6-9-9 6-9-9
Plate Offsets(X,Y)-- [6:0-1-2.0-3-0]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 100.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.08 8 >999 240 MT20 185/148
(Roof Snow=100.0) Lumber DOL 1.00 BC 0.40 Vert(CT) -0.11 8 >999 180
TCDL 20.0 Rep Stress Incr NO WB 0.49 Horz(CT) 0.04 6 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:107 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except
BOT CHORD 2x6 DF 2400F 2.0E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
W1:2x6 HF/SPF 1650F 1.5E WEBS 1 Row at midpt 3-9
SLIDER Right 2x6 HFSPF 1650F 1.5E 4-9-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 9=3446/0-5-8 (min.0-4-0),6=3520/0-5-8 (min.0-3-12)
Max Horz 9=-172(LC 10)
Max Uplift9=-181(LC 14),6=-211(LC 11)
Max Grav9=4051(LC 20),6=3795(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-2060/264,3-4=-3862/89,4-5=-4039/89,5-11=-5179/179,11-12=-5457/181,
6-12=-5551/181
BOT CHORD 8-9=-24/3116,6-8=-122/4866
WEBS 3-9=-3632/214,3-8=0/1008,5-8=-1322/167
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)-1-11-2 to 1-0-14,Interior(1)1-0-14 to 15-8-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=100.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=181,
6=211.
8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00
Continued on page 2
o. russ russ ype •ty 'y CHAMONIX-BUILDING 2
Ili
B1705426 TO1D4 ROOF SPECIAL 1 1L'
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:51 2017 Pa. I
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-kbvV6UhZSfiWi9?PY3L4g741 inkWxzApViigDUyg
LOAD CASE(S) Standard
Uniform Loads(plf) '
Vert:1-2=-381(F=-141),2-7=-381(F=-141),6-9=-20
09/25/1
o• russ russ ype tty -y CHAMONIX-BUILDING 2
4
B1705426 T01DGE GABLE 2 1
Job Reference(optional)
Builders FlrstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:52 2017 Pa. I
I D:OvM5PtPEcr8s8AH2k5QSLIysbFz-CnTtJgiCDzgNKJac6msJ DKd FpA9GgVwykMRDmwy•
13-7-2 I +P
13-7-2
1 Scale=1:21.
2
3 09/25/1
16 3.00112
- 4
5
- T1 6
W1 7
ST1 17
ST2
ST3 18
ST4
ST5 •
ST6 8
r 0 E1 ir o co
66661515151566666 )56666 )5666 )5)566 )5666666666666615)566 )5 )5 6
Job Truss Truss Type Qty Ply CHAMONIX-BUILDING 2
B1705426 T0l El ROOF SPECIAL 2 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:52 2017 Pa g
I D:OvMSPtPEcr8s8AH2k5QSLIysbFz-CnTtJgiCDzgNKJac6msJ DKdB2A4kg IuykMRDmwyg
4-2-3 8-0-15 11-11-10 12-312 14-3-2
4-2-3 3-10-11 3-10-11 -3-8 2-0-0
4x6 I Scale=1:24. ilk
1
8 09/25/1
9 5x6
2 3.00 12
4x6
'' 3
.pl W1 T1
5x10
10
ftrel4 5
o
$1-
6
7 4x4=
5x6= 7x10=
6-1-9 12-3-2
6-1-9 6-1-9
Plate Offsets(X,Y)-- [4:0-0-2.0-2-8]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 125.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.08 6 >999 240 MT20 185/148
(Roof Snow=125.0) Lumber DOL 1.00 BC 0.40 Vert(CT) -0.10 6 >999 180
TCDL 20.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.03 4 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:89 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins,
BOT CHORD 2x6 DF 2400F 2.0E except end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E*Except* BOT CHORD 6-0-0 oc bracing.
W1:2x6 HF/SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
SLIDER Right 2x4 HFSPF 1650F 1.5E 4-1-2 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 7=2590/0-5-8 (min.0-3-0),4=3752/0-5-8 (min.0-4-2)
Max Horz 7=-138(LC 10)
Max Uplift7=-95(LC 11),4=-202(LC 11)
Max Grav7=2991(LC 20),4=4153(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-861/97,2-9=-353/55,2-3=-4098/127,3-10=-5096/179,4-10=-5537/178
BOT CHORD 6-7=-86/3318,4-6=-117/4746
WEBS 2-7=-3822/233,2-6=-73/809,3-6=-1102/279
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 14-4-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=125.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)4=202.
8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase-1.00,Plate Increase-1.00
Uniform Loads(plf)
Vert:5-8=-431(F=-141),4-7=-20
Trapezoidal Loads(plf)
Vert:1=-461(F=-141)-to-8=-431(F=-141)
Job Truss Truss Type Qty Ply CHAMONIX-BUILDING 2
B1705426 T01E2 ROOF SPECIAL 11 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:52 2017 Pa
ID:OvMSPtP Ecr8s8AH2k5QSLIysbFz-CnTtJgiCDzgNKJac6msJ DKdBCA_Lg P6ykM RDmwy
6-1-9 11-11-10 12-3T2 14-3-2
6-1-9 5-10-1 0-3-S 2-0-0
Scale=1:25.
• II
8
09/25/1
9 3.00112
5x6
2
a W1 Ti 3 5x6
5x6
10
4
W3 5
6
7 2x4 H 7x10 I I
5x10 MT20HS=
6-1-9 12-3-2
6-1-9 6-1-9
Plate Offsets(X,Y)-- [4:0-4-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defI L/d PLATES GRIP
TCLL 125.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.14 6 >999 240 MT20 185/148
(Roof Snow=125.0) Lumber DOL 1.00 BC 0.81 Vert(CT) -0.16 4-6 >891 180 MT20HS 139/111
TCDL 20.0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.06 4 n/a n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:72 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x8 DF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except
BOT CHORD 2x4 HF/SPF 1650F 1.5E end verticals.
WEBS 2x4 HF/SPF 1650F 1.5E BOT CHORD 6-0-0 oc bracing.
SLIDER Right 2x4 HFSPF 1650F 1.5E 3-1-4 WEBS 1 Row at midpt 2-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 7=1853/0-5-8 (min.0-3-12),4=2532/0-5-8 (min.0-4-14)
Max Horz 7=-140(LC 10)
Max Uplift7=-70(LC 11),4=-149(LC 11)
Max Grav7=2266(LC 20),4=2945(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-1022/103,2-9=-333/48,2-3=-3550/90,3-10=-3757/72,4-10=-4066/70
BOT CHORD 6-7=-31/3444,4-6=-31/3444
WEBS 2-7=-3585/170,2-6=0/271
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;enclosed;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-4-0 zone;cantilever left and right
exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pf=125.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 125.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)4=149.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:5-8=-290,4-7=-20
Continued on page 2
o• russ russ ype •ty -y CHAMONIX-BUILDING 2
B1705426 TO1E2 ROOF SPECIAL 11 1
Job Reference(optional) i1
li°(
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:52 2017 Pa.
ID:OvM5PtP Ecr8s8AH2k5QSLIysbFz-CnTtJgiCDzgNKJac6msJ DKdBCA_Lg P6ykM RDmwy.
LOAD CASE(S) Standard
Trapezoidal Loads(plf)
Vert:1=-320-to-8=-290
09/25/1
Job Truss Truss Type Qty Ply CHAMONIX-BUILDING 2
B1705426 T01EGE GABLE 2 1 Il Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:53 2017 Pa
ID:OvMSPtPEcr8s8AH2k5QSLIysbFz-gz1 FWAjq_GyExT9ofUNYlY9TfaVnPzB6y?BmlMyg
11-11-10 12-3-2
11-11-10 0-3-
2 Scale=1:21. g
21
3
22 3.00 112
4 09/25/1
5
6
T1
7
W1
8
ST1
ST2 ST3 — — 9 23 3x10 II
ST4 10
ST5
ST6 -
ST7
ST8 9
0
0 0 a a 0B1 0 0 0 0
`5Z'S2'St'St'St'St'St'St'SZ'S2'St'St'S V'St'St'4 Irc 'St'nt'St'St'SZ'S2'St It'2 V'St' 1t'2'45t'2'2 V'St'St'St 1
o. russ russ ype •ty -y CHAMONIX-BUILDING 2
B1705426 TO1EGE GABLE 2 1
Job Reference(optional)
Builders FirstSource#816,Dolores Co Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Sep 05 16:03:53 2017 Pa. aPif°(
ID:OvM5PtPEcr8s8AH2k5QSLIysbFz-gz1 FWAjq_GyExT9ofUNYIY9TfaVnPzB6y?BmlMyg
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:10-21=-290,11-20=-20
Trapezoidal Loads(plf)
Vert:1=-320-to-21=-290
09/25/1