HomeMy WebLinkAbout19030144 Truss plansLOADING (psf) SPACING- 2-0-0
TCLL (root) 25.0 SPACING -
Snow (Ps[Pg) 17.925.0 0 P DOL 1.25
TCDL 10.0 LUmbar DOL 125
BOLL 0,0 - Rep Stress Incr YES
BCDL 10.0 Code IBC20151TPI2014
LUM6ER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF N0.2
WEBS 2x4 SPF No.2 "Except`
W1: 2x4 SPF Stud
OTHERS 2x4 SPF Stud'Except"
ST7: 2x4 SPF No_2
SLIDER Left 2x6 SPF N0.2 2fr0, Right 2x6 SPF No.2 2-0-0
REACTIONS. (lb/size) 2=95210,5-8 (min, 0-1-13), 1 0=9 5210-5-8 (min. 0-1-13)
Max Horz2--255(LC 15)
Max Uplif12=-i32(LC 16), 10=-92(LC 17)
Max Grav2=1154(LC30), 10=1154(LC31)
CSE. DEFL in (loc) Vdefl Ud PLATES GRIP
TC 0.45 Vert(LL) -0.1312-14 >999 360 AMO 1971144
BC 0.55 Vert(CT) -02012-14 >999 240
WB 0.41 Harz(CT) am 10 n7a We
Matrix -MSH Weigh: 180 Ib FT - 12%
BRACING.
TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins_
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (!b) -Maximum CompressionlMaximumTernsion
TOP CHORD 1-2=0154, 2-3 59110, 3-41=1293111B, 4-41=1151!148, 45=-1 2 3912 1 9, 5-42=-1125239, 6-42-11211260, 6-4�-11221260, 7-43=11251239,
743=12391219 844=11511148, 944 -12931118, 9 1 Y�j9010, 10-14=0154
BOT CHORD 245=13311094, 45-06=1 3 311 094, 1446=-133!1094, 1447=0(735, 1347=Cl735, 1348--W35, 1 24 4=0173 5, 1249=-18!966, 4 950=-1 81968,
10-50-18/9W
WEBS 6-12=-1881676, 8-1 2=36512 74, 6-14=1881576,4-141=-2550A
NOTES- (14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-11Omph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=_Opsf; h=2511; Cat II, Exp C; enclosed; MWFRS (envelope) gable end
zone and C -C Exteriar(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 11-11-0, Exterior(2) 11-11-0to 14-11-0 ;one; canuiever left and right exposed; end vertical left
and right exposed;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Cable End Details as
applicable, or consult qualified building designer as per ANSIITPI 1.
4) TCLL ASCE 7-10; Pr -25.0 psf (roof live load, Lumber DOL=1 25 Plate DOL=125); Pg=25.0 psf (ground snow); Ps717.9 psf (roof snow: Lumber DOL=1.15
Plate DOL�1.15); Category II; Exp C, Partially E:µt.. Ct=1.1
5) Raaf design snow load has been reduced to account for slope.
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs nDnconcurrent with other live
loads_
8) All plates are 1.5x4 M120 unless otherwise indicated.
9) Gable studs spaced at 2-G-0 oc.
10) This truss has been designed fora 10.0 psf bottom chard live load nonccncurrem with any other live loads.
11) . This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-0-0 tali by 2-40 wide will fit between the
bottom chord and any other members, with BCDL = 1ROpsf.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 2 and 92 Ib uplift at)oint 10.
13) -This truss is designed in accordance with the 2015 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1.
14) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1 11-11-0 [a -IL -u
11-11-0 10-8
me u a n sn_ as x a a xE a is it" II
LOADING (psf)
TCLL {roof) 25.0
SPACING- 2-0-0
CSI.
DEFL in
{ loo
I,defl
LldTPLA$
GRIPSnow
Plate Grip DOL 125
TC 0.10
Vert LL -0.00
17
Nr
180
197!144TCDL(PslPg)17911D0
LumberDOL 1.25
BC 0.09
Ven(CT} -0.00
17
Nr
90
BOLL 0.0 '
Rep Stress Incr YES
WB 0.15
Horz(CT) 0.0118
Na
Na
BOOL 10,0
Code IBC201511PI2014
Matrix -R
Wind(LL} -0.00
16
Nr
120t:
138lb FT= 12%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No -2 TOP CHORD Structural wood sheathing directly applied or -M ou purlins, except end verticals.
WE CHORD 2x4 SPF No2 Stud 'Except* EBOT CHORD Rigid ceiling drredly applied or 6-0-0 cc bracing.
OTHERS 2x4 SPF trxl
WEBS 2x4 SPF WBS 1 Row at midpt 9-24,8-25,10-23
ST6,ST5: 2x4 SPF No,2
REACTI0N& (iblsi7e) 3 0=1 35123-1 0-0 (min. 03-0), 18=135123-10-0 (min. 0-3-0), 24=133123-10-0 (min. G -3-9),25=158123-1C-0 (min. 03-9), 26=150123-10-0 (min. 03-9), 27=15103-1M (min. 039),
28=156,2310-0 (min. G-3-0), 29=132r2a-10-0 (mm. 0-3-9), 23=15812:3-10-0 (min. "-% 22=150!23-100 (min. 0-3-9),21=151123-1U-0 (min. 0-3-9), 20=156123-10-0 (min_ 0-34)),
1 9=1 32r23-10-0 (min. 03-9)
Max Horz 30= 276(LC 14)
Max UpIM30=-118(LC 12), 18-71(LC 13), 25=-71(LC 16), 26=32(LC 16), 27=-02(LC 16), 28=-00(LC 16), 29=-165(LC 16), 23=-69(LC 17), 22=-03(LC 17), 21=-02(LC 17), 20=-62(LC 17),
19=-153(LC 17)
Max Grav 30-244(LC 31), 18=206(LC 3D), 24--300(LC 17), 25=213(LC 23), 26=186(LC 30), 27-192(LC 30), 28=185(LC 2), 29=228(LC 30), 23-213(LC 24), 22=187(LC 31), 21=191(LC 31),
20=185(LC 2), 19=212(LG 31)
FORCES- ({b)-Ma)fmum Compression/Maigmum Tension
TOP CHORD 230=204!104, 1-2=0163 2-3--2231178,34---211/198,4 5=15&147, 5£--1381139, 6-7=-1361178, 7-31=-203(222,831=-187!227,
BMJ= -2611295, 9-10=-261!295, 1032=-187!127, 11 '2=-2 03 12 20, 11-12=1361149, 1 2-1 3=-9611 04, 1 3-14=-1 09197, 1415=173/141,
15-16--1841122, 16-17=6163, 16-18=17364
BOT CHORD 29-10-12011136,28-29=1201166, 27-28-12011136, 26-27=-1201166,25,-26---1201166, 24-25---1201166,23-24---1201166,22-23=-12011t36,
21-22=-1201166, 20-21=120/166, 1 9-2 0=-1 2 011 66, 18-19-1201166
WEBS 9-24=3111214 8-25=-173/95, 7-26=-1 4711 07, 6-27=-1501104, 528=146194, 4-29=-1631145, 10-23=-173!93, 11-22=-148/108, 12-21=-150/103
, 1 320=-1 4 819 5, 1 41 9=-1 6411 39
NOTES- (16)
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vult=110mph (3secondgust) Vasd=87mphi TCDL=6.Opsf; BCDL=6.Opsf, h--25ft; Cat. It Exp C; enclosed; MWFRS (envelope) gable end
zone and C -C Comer(3) -0-10-8to1-11-0, Exterior(2) 1-11-0 to 11-11-0, Comer(3)11-11-0io 1411-0zone; 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
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per ANSV71 1.
4) TOLD ASCE 7-10; Pr=25.0 psf (roof live loads Lumber DOL=1.25 Plate DOL -1.25); Pg=25.0 psf (ground snow); Ps=17.9 psf (roof snow: Lumber DOL=1.15
Plate DOL -1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5) Roof design snow load has been reduced to account for slope.
6) Unbalanced snow loads have been considered for this design
7) This truss has been designed for greater of min roof live lead of 12.0 psf or 2,00 times flat roof load of 19.3 psf on overhangs non -concurrent with other live
loads.
8) All plates are 1.5x4 MT20 unless otherwise indicated.
9) Gable requires continuous bofiom chord bearing.
10) Truss to be fully sheathed from one face or securely braced against iateral movement (Le, diagonal web).
11) Gable studs spaced at 2-M no
12) This truss has been designed for a 10.0 psf bottom chord live lead nonconcunent with any other live loads,
13)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift atjoint 30, 71 Ib uplift atjoint 18, 71 It; uplift at
joint 25, 82 Ib uplift atjoint 26, 82 Ib uplift atjoint 27, 60 €b uplift atjoint 28,165 Ib uplift atjoint 29, 69 to uplift atjoint 23, 83 lb uplift atjoint 22, 82 Ib uplift
at joint 21, 62 Ib uplift at joint 20 and 153 Ib uplift atjoint 19.
16) Th[s truss is designed in accordance with the 2015 lntemabonal Building Code section 2306.1 and referenced standard ANSVIT`1 1.
Continued on page 2
LOADING (psf)
TCLL{roof) 25.0 SPACING_ 2-0-0
CSL
Snow (Ps/Pg) 17.9!25.0 Plate Grip DOL 1.25
TC 0.45
TCLL 10.0 Lumber DOL 1.25
BC Q55
BC0.0 Rep Stress Imr YES
WS 0.41
BCDL 10.0 Code IBC2015f PV014
Matrix -MSH
LUMBER-
UMBERTOP
TOPCHORD 2x4 SPF No.2
BOTCHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 "Except'
W1: 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 2-6-0, Right 2x5 SPF No.2 2-"
REAGIICNS. (Iblsize) 2=9520-6-8 (min. 0-1-13), 10=952/g,5-8 (min. 0-1-13)
Max Horz 2=255(LC 15)
MaxUplift2--92(LC 16), 10=-92(LC 17)
Max Grav2=1154(LC30), 1D=II54(1-C 31)
DEFL. in (loc) udefl Ltd
Vert(LL) -0.13 12-14 >999 360
Vert(Cl� -0.2012-14 >999 240
Horz(CT) 0.03 10 n1a nla
PiATES GRIP
Nffm 1971144
Weight:1121b F -F=12%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-" cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-M cc bracing_
FORCES(Ib)-MawmumCompressionlMaximumTension
TOP CHORD 1-2=0154 23=-59110, 323=-1293!118, 4-23=-11 51 1148, 45--12391219, 524=-1 125123S, 6-24=11211260, 6-25=-11221"260, 7-25-1125t239,
7-8=1239M% 8-26=-11511148, 9-26=-12931118, 9-10--59D1O, 1411=0754
BOT CHORD 2 27=-1 3311 094, 27-28=-133!1094, 14-,28=-1 3 311 0 94, 1 4-2 9=17173 5, 1 3-2 9=0173 5, 13-W=01735, 1 2-30=017 3 5, 1 2-31--1 819 6 6, 31 32=-1 81966,
1M2= l 81966
WEBS 6-12=-188!676, B -12--36W74. 6-14=-1881676, 414=',.55!274
NOTES- (11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind' ASCE 7-10; Vult=l 1Omph (3-secend gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; 1v-25ft, Cat It, Exp C; enclosed; MWFRS (envelope) gable end
zone and C -C Exterior(2) -0-103 to 2-1-8, Interior(1) 2-1-8 to 11-11-0, Exterier(2) 11-11-0 to 14-11-0 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
3) TCLL' ASCE 7-10; Pr -25.0 psf (roof iive load: Lumber DOL=1 25 Plate DOL=1.25); Pg=25.0 psf (ground snowy; Ps -17.9 psf (roof snow: Lumber DOL=1.15
Plate DOL=1.15); Category Il; Exp C; Partially Exp.; Ct=1.1
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow leads have been considered for this design_
6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat ro& load of 19.3 psf on overhangs non -concurrent with other live
loads.
7) TNs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads_
8)' This truss has been designed for a live load of 2D.Opsf on the bottom chord in all areas where a rectangle 3£0 tall by 2-0-0 wide wiii ft between the
bottom chard and any other members, with BCDL = 1 O.Opsf.
9) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 to upllfl at joint 2 and 92 lb uplift at joint 10.
101 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVWI 1,
11) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
JOBS I TOISGE I R04 Special Structural Gable
-10 510-7 "'"""J'� Y" 1' "I'l'l "'Y"`h.,r�1r.-iw jl� Privvrvarrrr orvyVl5I'ODGOdJTZMjf.E4)wZkwBK
10-11-5 15-0-3 19-1-0 24-10-12 31-0-0 31-10
-10 5-10-7 15-{114 4-0-13 4-0-13 5-9-12 51-4 1
LOADING (psf)TGL
{roof) 25.0 SPACING- 2-0-9
CSI.
Snow Plate Grip DOL 1.25
Snow (Ps1Pg) 17.91 "`
TC 0.58
10.0
TCDL 10.0 Lumber DOL 125
BC 0.89
BOLL 0.0 " Rep Stress Incr YES
WB 0.95
BGDL 10_0 Code ;BC201 5"12014
Matrix -MSH
LUMBER-
UMBERTOP
TOPCHORES 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud "6ccept'
ill 2x4 SPF No.2
OTHERS 2x4 SPF Stud
REACTIONS. (lb/size) 2=1244105-8 (rain_ 0-2-4), 11=123110-5$ (min. 0-25)
Max Horz2=285ITC 15)
Max UpliN2=-159(LC 16), 11=-103(LC 17)
Max Grav2=1449(LC 2), 11=1460(LC 2)
DEFL in (loc) Udef! UJd PLATES GRIP
Vert(LL) -0.3213-15 -999 360 MT20 1971144
Vert(CT) -0.60 13-15 >618 240
Horz(CT) 0.09 11 nla ria
Weight 195 Ib FT- 12%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 255 cc purlins, except end verticals_
80T CHORD Rigid ceiling directly applied or 8-9-0 cc bracing.
WEBS 1 Row at midpt 5-13
FORCES. (lb) -Maximum Compression/Maximum Tens!on
TOP CHORD 1-2=0127, 241=36071342, 4142=357V346 3-02=-05571356, 3-0=-29031255, 45=-06511442, 5-43--13791222, 43-44=-1350/224,
44415--13201229, 6-45=-12621250, 61Ur-1282!244, 46 47=-1 3 0 512 20, 7-47-1 42 712 03, 7-8=-149w165, 8-08=-1607!140, 9-0B=17381135,
9-10=0163, 9-11=-13971185
BOTCHORD 2-16=-445/3388,15 1549=-13111521, 14-09"-i 3911521, 145D=-13111521, 13-5o=-13111521, 12-13=-3211235,11-12---1211378
WEBS 3-16=Cl183, 3-15=_832/120r 4-15--16504294, 5 -15 -31M407,5 -13=1U711291, 6-13=-209!1327, 7-13382!218, 7-12=-31157. 9-12=01895
NOTES- (14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=11 Om ph (3 -second gust) Vasd=87nrl TCDL-6.apsf; BCDL=6.0psf, h=25ft; Cat, II; Exp C; enclosed; MWFRS (envelope) gable and
zone and C -C Exterior(2) -0-10-0 to 2-2-11, Interior(1) 2-2-11 to 19-1-0, Exterior{2) 19-1-0 to 22-2-3 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and farces & MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per ANSPTPI 1.
4)'"" TOLL, ASCE 7-10; Pr --25.0 psf (roof live load: Lumber DOL=1 25 Plate DOL -1.25); Pg=25A psf (ground snow); Ps= varies (l roof snow=17.9 psf
Lumber COL=1.15 Plate DOL -1.15) see load cases, Category II; Exp C, Partially Exp.; Ct=1.1
5) Roof design snow load has been reduced to account for slope.
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 par on overhangs nnnconcurrent with other live
loads_
8) All plates are 1.5x4 MT20 unless otherwise indicated.
9) Gable studs spaced at 2-0-0 cc.
10) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
11) "This truss has been designed for a live load of 20.Cpsf 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.Cpsf
12) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 159 Ib uplift at joint 2 and 103 Ib uplift atjoint 11.
13) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVMI 1-
14) WARNING! Property of: Stark Truss Co., Ine.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
I ) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l
Uniform Loads (pit)
Ver{. 1-0=.58, 4-5=-96,6-9- 56, 9_10-56,11-38-20
ra-i�r [R7-10-12 39-0-0 31-1 OTS
10 5-10.7 5-0-1q 4-0-13 4-0-13 5-9-12 644 1
LOLLING (psf)TCL
SPACING
25.0 2-0-0
CSI-
Snow(roof)
t G
PlaeriP ❑
aow (PslPg) 17.9/25.0"" OL 1.25
TC 0.69
TCDL ion Lumber DOL 125
BC 0.90
BCLL 0.0 Rep Stress Incr YES
WB 0.96
BCDL 10.0 Code BC2015ITPM14
Malnx4MSH
LUMBER -
TOP CHORD 2x4 SPF Not
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud 'Except"
W6: 2x4 SPF No 2
SLIDER Right 2r6 SPF 12-"
REACTIONS. (Ibfsize) 2=1250/0-6-8 (min. 02-5), 10=122910-5-8 (min.
Max Herz 2=269(LC 15)
Max Uplift2=-159(1_0 16), 10=-101(LC 17)
Max Grav 2-14'56(1_0 2), I0=1456(1_0 2)
DEFT. in (loc) Ildefl Ud PLATES GRIP
Vert(LL) -0.3213-15 >999 360 MT20 1971144
Vert(CT) -0.6013-15 -617 240
Horz(CT) 0.10 10 rda nla
Weight 141 Ib FT=12%
BRACING -
TOP CHORD Structural wood sheathing directly applBad or2-0-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or B-7-12 oc bracing.
WEBS 1 Row at n idpt 5-13
FORCES. (Ib) -Maximum CompressionlMaximum Tension
TOP CHORD 1-2-0127 2-24=-3629!343, 24-25=-3592r346, 325=3578!357, 3-4=29241256, 4 _6781444, 5-26=-1 3951222, 2627=-13671224,
27-28=-15371229, 6-28=-12311250, 6-29=1301!243, 29-30--1317!220, 7_,l3,7_8=-1438/203,8 31=-1154-R175, 931=-1722!146,
9-1110-11 =0/,54
BOTCHORD 2-16-A5613408, 1°x16=45613408, 1532=-142!1536, 1432=-14211536, 1433=-142/1536, 1333=-142!1536. 12-13--45!1249, 10-12=-4511249
WEBS 3-16-01184,3-15=-8321190, 4-15=466V294, 5-15=-31&2418, S113=-1071!292, 6-13=208!1336, 8-13=-3891229,8-12=0/183
NOTES- (11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vui 10mph (3 -second gust) Vasd=87mph; TCDL=6.0051 BCDL=6.Opsf, h=25ft, Cat_ II; E C; enclosed; MWFRS (envelope) gable and
zone and C -C 1 -0-1 D-8 to 2-2-11, Interior(1) 2-2-11 to 19-1-0, Exterior(2)19-1-0 to 22 23 zone; cantilever left and right exposed; end vertical left
and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) `" TOLL: ASCE 7-10, 1 psf (roof live !Dad: Lumber DOL=1 25 Plate DOL=1.25); Pg=25A psf (ground snow); Ps- varies (min. roof snow -17.9 psf
Lumber DOL=1.15 Plate DOL -1.15) see load cases; Category 11; Exp C; Partially Exi CE -1.1
4) Roof design snow load has been reduced to account for slope_
5) Unbalanced snow loads have been considered for this design_
6) This truss has ?leen designed for greaterof min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non -concurrent with other live
loads
7) This truss has been designed for a 10.0 1 bottom chord live load nonconcurrent with any other live loads.
8) " This truss has been designed for a live load of 20.1 on the bottom chord in all areas where a rectangle 35-0 tall by 240-0 wide will fit between the
bottom chord and any other members, with BCDL - 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift atioint 2 and 101 Ib uplift aticint 16.
10) This truss is designed in accordance with the 2015 International Building Cade section 2306.1 and referenced standard ANSVTPI 1.
11) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASES) Standard
1) Dead +Snow (balanoaci: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert: 1-47 58, 4-0=56, 6-1156, 17-20=20
LOADING (psf)
TOLL (roof) 25.0
$PACING-
2-0-0
Calc
DEFL in loc Ildefl Lld PLATES GRIP
(
Snow (Ps/Pg) 17.9125.0"*
Pfate Grip DOL
p
1 25
TO 0.26
Vert(LL)
Ver LL -0.00 18 Nr 180 MT20 1971144
TCDL 10.0
Lumber DOL
1.25
BC 0.15
Vert(CT) -0.00 18 Nr 90
BOLL 0.0 "
Rep Stress Incr
YES
WB 0.16
Hora(Cll 0.01 19 ria ria
BCDL 140
Code IBC2u15rrP12014
Mal
Wind(LL) 0.00 17 nlr 120 Weight: 158 Ib FT= 12%
LUMBER
BRApNCr
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No
TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudins, except end verticals.
WEBS 2x4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF Stud "Fxcept"
WEBS 1 Row at midpt 10-25, 9-26,11-24
ST8,ST7: 20 SPF No.2
REACTIONS. (lb/size) 19-137131-0-0 (min_ 0-49), 2=222!314)-0 (min_ 0.4-9), 25=130131-0-0 (min. 045), 26=158131-0-0 (min. 04-9), 27=147!31-0-0
(min. 049), 28=165!31-0-0 (min. 04-9), 29=139/31-G-0 (min. 0-4-9), 30-1 8 8131-0-0 (min. 0-1-9), 31=32(31-0-0 (min. 0-49),
32=410131-0-0 (min. 0-1-9), 24=158131-0-0 (min. 04-9),23=150131-M (min. 049), 22=151131-M (min. 045), 21=1-%(31-0-0
(min. 049), 20=132J31 -0-0 (min. C45)
Max Hcrz2=285ti-C 15)
Max Uplift19=27(LC 13), 2=-74(LC 12), 25--20(LC 15), 26=-73(1-C 16), 27=-80(LC 16), 28=-07(LC 16), 29--09(LC 17), 30=A5(LC 12),
31=10(LC 16), 32=-91(LC 16), 24----09(LC 17), 23=-1 17), 22 =81(LC 117).21=-63([-C 17), 20=-150(LC 17)
Max Grav 19=187(LC 33), 2-258(LC 2), 25=309(LC 17), 2E�-213(LC 23), 27=182(LC 30), 28-206(LC 30),29=1156(!C 31), 30=242(LC 39),
31=72(LC 39), 32=474(LC 39), 24=254(1 24), 23=192(LC 24), 22=190(LC 31), 21=187(LC 31), 20-199(LC 31)
FORCES. (lb) -Maximum CompressionNaMmum Tension
TOP CHORD 1-2=01241, 2-33=-224153,33-34= 214/70 3 l-210190, 3 4=-1 8211 05, 4,5=-168!122, 5-6--1561140, 6-7=-174!182, 7-8=-15411186,
835=1841221, 35-W=-1701229 9:,6=-1681234, 9-10=243080, 10-11=-24M80, 1 1-12=-1 04121 2, 1 2-1 3-11 811 32, 1314=-61163,
14-15-811`66,115-16= lWl35,l6-17--1761118, 17-18=D163, 17-19=-152160
BOT CHORD 2-32=-118/1513. 3132=-1181158, 30-31=115/158,29-30---1151158,28-29=-121116C, 27-28---121/160,25-27=-121/160,25-26=-121116G,
2425=-1211160, 23-24=-121/160, 22-237-121/160,21-22=-121/160, 20-2 1=-1 2111 6 0, 19-20=-1211160
WEBS %-25=-294192, 9-26=-173197, 8-27=1421104,7-28-1651111, 6-29=-129!75, 5 30=1 9 07 7, 4-31=-00130, 3-32=-3441169,11-24=-214192,
1 2-2 3--1 5111 0 8, 1322--1491103, 14-21=150/96, 1 5-2 0=-1 7 011 37
NOTES- (15)
1) Unbalanced roof live loads have been considered for this design.
2) Wsnd- ASCE 7-10; Vult=110mph (3 -second gust) Vasd-87mph; TCDL-i.Cpsf; BCll Ops!; h-25ft; Cat_ I{, Exp C; enclosed; MWFRS (envelope) gable end
zone and C -C Comer(3) -0-10-8 to 2-2-11 Fxtenar(2) 2-2-11 to 19-1-0, Comer(3)19-1-0 to 22-23 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber D01160 plate grip DOL=1 60
3) Truss designed forwind loads in the plane of the truss only. For studs eased to wind (normal to the face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per ANSVTPI 1,
4) TOLL ASCE 7-10; Pr -25.0 psf (roof live load: Lumber DOL=1.25 Plate DOL=125); Pg -25.0 psf (ground snow), Ps= varies (min. roof snow -17.9 psf
Lumber DOL=1.15 Plate DOL=1.15) see load cases; Category II; Exp C, Partially Exp.; Ct=1.1
5) Roof design snow load has been reduced to account for slope_
6) Unbalanced snow loads have been considered forthis design.
7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 19.3 psf on overhangs non -concurrent with other live
loads.
8) All plates are 15x4 MT20 unless otherwise indicated.
9) Gable requires continuous bottom chord bearing.
10) Gable studs spaced at 2-0-0 cc.
11) This truss has been designed for a 10.0 psf bottom chord liva load nonconrurrerd with any other live loads.
12)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-M wide will fit between the
bottom chord and any other members_
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 19, 74 Ib uplift at joint 2, 201b uplift at joint
25, 73 Ib uplift at joint 26, 80 Ib uplift atjoint 27, 87 Ib upilfl atjoint 28, 49 Ib uplift atjoint 29, 45 Ib uplift atjoint 30, 10 Ib uplift at joint 31, 91 Ib uplift at joint
32, 69 Ib uplift at joint 24,83 Ib uplift atjoint 23, 81 Ib uplift atjoint 22, 63 Ib uplift at joint 21 and 150 Ib uplift atjoint 20.
14) This truss is designed In accordance with the 2015 hltemational Building Code section 2306.1 and referenced standard ANSVIPI 1.
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