HomeMy WebLinkAboutTRUSS SPECS - 16-00644 - 1121 Adams Ct - SFRi
II
IMMINUMN
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—21 Kadchner
.,FS2B5
Savannah
1121 .m5 Ct..
Rexburg,
5x6= Seats -1:22.0
6.00 F12
3x4= 4x6= 4x6= 3x4=
I3
LOADING (pan SPACING- 2-0.0 CSI. DEFL. In (lea) Ilden Ltd PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.85 Ved(LL) -0.32 L -N >999 3fi0 MT20 220/185
(Roof Snow -35.0) Lumber DOL 1.15 BC 0.61 V.ri -0.55 N -P >822 240
TCDL ZO Rep Stress Inc, VES WB 0.32 HOR(TL) 0.17 J No has
BCLL 0.0' Code IRD2g12rtP1269] (Matrix) Wintl(LL) 0.12 N >888 240 Weight:179lb FT=20%
111 -1
LUMBER- BRACING -
TOP CHORD 2x4 OF 1800F 1.6E or2x4 DF No.18Blr TOP CHORD
Sheathed o12-2-0 oc purlins.
BOTCHORD 2x4 OF 1800F 1.6E ar2x4 OF No.18Blr BOTCHORD
Rigid ceiling directly applied or 8 -2 -]ac bracing.
WEBS 2x4 OF StudiStd'Except' WEBS
1Raw at micipt G-N.E-N
W1,W2: 2x4 DF 1800F 1.6E or2x4 OF No.I&Btr
MiTek recommends that Stabilizers and required cross bracing be installed dung
tm3aerenian,inacwrdance with Stabilizer Installation guide.
REACTONS. (Iblsize) B=194810-5-8 (minA-2-1),J=194810-5-8 (min. 0-2-1)
Max Ham 3=177(LC 10)
Max UpIAB=-381(LC 10), J=-381(LC 11)
FORCES, (Ib) -Max. Coni Ten. -All forces 250(Ib) or less exceptwhen shown.
TOP CHORD B -C=-34731845, C-D=J0931569, 0.0-28751589, E-0=-28511591. E -F=-21751453. F -G=-21751453. G -R=-28511591.
H -R=-28751589, H-1=-30931569, I -J=-34731645
BOTCHORD B -P=%58/2984, P-8=44112444, S -T=-4412444, 04=44112444, N-0=-4418444, M -N=-28912444. M -U=-28912444,
U -V=-28912444. L -V=-28912444. J -L=48112984
WEBS F -N=-25011345, G -N=-00781341, G -L=-991511.1-1_=1471239, E -N=-10781341, E -P=-991511, C -P=4471239
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IR02012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=258; Cat. II; Exp Q shamed; MWFRS (envelope) gable end zone;
cantilever left and night exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL ASCE 7-10; Pt=35.0 psf (get root snow); Category II; Exp Q Fully Exp.; Ct= 1
3) Unbalanced snowloads have been considered for this design.
4) This muss has been designed for greaterof min roof live load of 16.0 psf or 2.00 times gat roof load of 35.0 Paton overhangs non -concurrent Win other live loads.
5) This Was has been designed fora 10.0 psf bottom chord live load nonconcument with any other five loads.
6) - This truss has been designed for a live load of 20,Cpsfon the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0.0 wide will fit between the bottom chord and any other
members, coif BCDL = ].Opsf.
T) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjolnt(s) except ji B=381, J=381.
8) This muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIffPI 1.
9)'Semi-rigid pitcbbreaks with fixed heels" Member end fixity model was used in the analysis and design of this trues.
LOAD CASE($) Standard
5x6 = Scale= 1:75.6
BA0 12 L
V R
3x6 = AP AD AN AM AL AK PJ N AH AG AF All AD AC AS PA Z Y X 3x6 = I�
3x6= 3x6=
LOADING (paB SPACING- 2-0.0 CSI. DEFL. in floc) Ildeg Ltd PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Ved(LL) 0.00 V n/r 120 MT20 2201185
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Ven(TL) 0.00 W Or 120
TCDL ].0 Be, Stress their VES WB 0.22 Hari 0.01 V Na rile
BCUL
BCDL ]0 Code IRC2012ffP1200] (Matrix) WeighC2291b FT=20%
LUMBER- BRACING.
TOPCHORD 2x4DF1800F1.6Ear2x4DFNo.18BV TOPCHORD Sheathed ar6-0.0 oc purlins.
BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.18Btr BOTCHORD Rigid ceiling directly applied or 10.0.0 to bracing.
OTHERS 2.4 OF Studi•E.ci WEBS 1Row at micipt L -AG, K -AH, M -AF
ST9,STB,ST7: 2x4 DF 180OF 1.6E or 2x4 OF N0.1BBV MiTek recommends that Stabilizers antl required crass trading be installed during
Wss erection in acoodance vnth Stabilizer Retaliation a.1ite.
REACTIONS. All bearings 361
(Ib)- Max Harz B=177(LC 14)
Max Uplift All uplift 10016 or less atpint(s) B, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AS, AA, Z, Y, X. V
Max Gray All reactions 250 lb or less at joints) B, AG, AL, AM, AN, AO, AS, AA, Z, V, V except AH=323(LC 1]),
AJ=308(LC 1]), AK=290(LC 1]), AP=2]2(LC 1]), AF=323(LC 18), AD=308(LC 18), AC=290(LC 18), X=272(LC 18)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250( Ib) or less except when shaver.
TOPCHORD K -L=-861257
WEBS K -AH= -295182, J -AJ= -280188, I -AK= -262184, M-AF=49599, N -AD= -28019Q O -AF -262184
NOTES -
1) Wind: ASCE 7-10; Vu11=115mph (3 -second gmuf V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2pst h=25ft; Cat. 11; Exp C; enclosed; MWFR6 (envelope) gable and zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Terse designed foi loads in the plane ofthe truss only. For studs exposed to W rid (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSIRPI 1.
3) TCLL ASCE 7-10; 11 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greaterof min roof live load of 16.0 psf or 2.00 times gat roof load of 35.0 psf on overhangs non-concuvent wth other live loads.
8) Gable studs spaced et 2A0 oa
9) This truss has been designed fora 10.0 psf bottom chod live lead ncnconcohent vdth any other live loads.
10) `This truss has been designed for alive load of20.Opsf on the bottom chard in all areas Mere a rectangle 36 tall by 2-60 Vida wfll fit between the bottom chod and any
other members.
11) Provide mechanical connection (by others) of mass to basing plate capable of wOstanding 10016 uplift at pings) B, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AS, AA, Z,
V, X, V.
12) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrtPi 1.
n6 r@ yd r$reeks with fixed heels"Member end fixity model was used in the analysis and design of this mass
LOAD CASES) Standard
Sad- 8.1. -1:75.6
4x8= u M 1 1
3x4= 4x8= 3x10= 4x6= 3,4=
Aid =
LOADING (pelf TCULSPACING- 2-0.0 C31. DEFL in (roc) IItleB ve PLATES GRIP
(R.& 35.0 Plate Grip DOL 1.15 TC 0.85 Ved(LL) -0.33 M -O >999 360 MT20 2201195
(Roof Bnow=35.0) Lumber DOL1.15 BC 0.64 Verl(ri-) .0.56 M -O >805 240
TCDL ].0 BCUL Rep Bm lncr 'E8 WB 0.32 Horz(iL) 0.17 J rile rile
BCDL I Code IRC2012RP1200] (Matrix) Wind(LL) 0.12 LK >999 240 Weight D]Ib FT=20%
LUMBER- BRACING-
TOPCHOR02x4DF1800F1.6Eor2x4DFNo.1&Btr TOPCHORD Sheathed or 2-2-0 ac punihs.
BOTCHORD 2x4 DF 1800E 1.6E or 2x4 DF No.i&Btr BOT CHORD Rigid ceiling directly applied or 84-12 oc bracing.
WEBS 2x4 DF StudI5ld'Except' WEBS 1Row at mldpt E -M, G -M
W2,W 1,W3: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr MITek recommends that Stabilizers and requlred cross brach, be installetl during
lmssee,do in accontance vAh Stabilizer lmtallidwin guide.
REACTIONS. (Iblsize) 8=195210.5-8 her. 0-2-1),J=1840111,1echanical
Max Harz 8=185(LC 10)
Mex 11,11113=382([_C 10), J=-347(LC 11)
FORCES. (Ib) -Max. Comp.lMax. Ten. -All farces 250(Ib) or less except when shown.
TOP CHORD B-0--34821645, C-D=J1051571, D -E=-28871593, E -F=-21831456, F -G=-21821455, G -P=-28751599, H -P=-28991597,
H-1=-311615]], W=414831654
BOTCHORD 8-0=66712991,0-0=-45112441,0-R=-45112441, N -R=45112441, WN=45112441,L-M=-29912454, L -S=-29912454,
ST= -29912454, K -T=-29912454, J -K=-50813018
WEBS 60=4461239,E-0=-1001513, E -M=-10431341, F -M= -25311353,G -M=-10891343, GK= -1081536,1-K=-4]21246
NOTES.
1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=9lmph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; endi M WFRS (envelope) gable and zone;
cantilever left and right exposed; Lumber DOL=1.33 plata gnp DOL=1.33
2) TCLL: ASCE 7-10; P1=35.0 psi (flet roof snow); Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This Was has been designed for greater M min roof live load of 16.0 psf or 2.00 times Bat roof load of 35.0 psf on overhangs non-connum rut with other live loads.
5) This Was has been designed for a 10.0 test bottom client live load nomenwrtent with any other live loads.
6)' This tress has been designed for a live load of 20.Opsf an the bottom thee] in all areas where a rectangle 3.6-0tall by 2-0.0 wide will fit between the bottom chont and any other
members, with SCOL= 7.01
7) Refer to girders) for tress to truss connectlons.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=11b) 8=382, J=347.
9) This Wes is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
10) "Semi-rigid pitchbreaka vdth fixed heels" Member end fixity model was used in the analysis and design of this tress.
LOAD CASE(S) Standard
5x6 = goals =1:]5.6
6.00 12 L
I�
3x6 = AD AN AM Al- AK AJ At AG AF AE AC AS AA Z y X W 3x9 =
AH AD
3x6= US=
LOADING its SI
gppCING- 2-0.0 C. DEFL In (loc) "'T ud PLATES GRIP
TCLL 35.0 plate Grip DOL 1.15 TC 0.12 Ved(LL) 0.00 A fill 120
"12201195
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vad(TL) 0.00 A nlr 120
TCDL ZO Rep Stress lncr YES WB 0.22 Hofz(TL) 0.01 V nla rile
BCLL 0.0' Code IRC2012?PI26g] (Matrix) WeighL2Dlb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4DF1800F 1.6E or2x4 OF No.18Btr
TOPCHORD
Sheathed or 6-0-0 cc purlins.
BOT CHORD 2.4 OF 180 OF 1.BEcr 2x4DFNo.IBBtr
BOTCHORD
Rigid ceiling directly applied or 10.0.0 ac bracing.
OTHERS 2x4 OF Studi'Except*
WEBS
1Row at midpt L -AF, K -AG, M -AE
ST9,ST8,ST7,ST10,ST11: 2x4 OF 180OF 1.6E cr2x4 OF N0.18Btr
MiTek recommends that Stabilizers and required crass bracing be installed during
Truss creation in accordance with Stabilizer Installation guide.
REACTIONS. Allbinrings3]-10.8.
(Ib) - Max Harz B=185(LC 14)
Mex Uplift All uplift 1001b or less atjoint(s) B, AG, AI, AJ, AK, AL, AM, AN, AO, AE, AC, AB, AA, Z, Y, X except
W=-1 f 0(LC 11)
Max Gmv All reactions 250 lb or less at joint(s) B, AF, AK, AL, AM, AN, AA, Z, Y, X, V except AG=324(LC 1]),
AI=304(LC 1]), AJ=2]5(LC 1]), A0=288(LC 1), AE=318(LC 18), AC=309(LC 18), AB=292(LC 18), W=296(LC tat
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250(Ib) or less exceptwhen shown.
WEBS K -AG= -298184,J -AI= -275188, M-AE=2901]], N -AC= -281190,0 -AB= -264184
NOTES.
1) Wind. ASCE 7-10; Vult=115mph (3 -second gust) VgRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) 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
Exp C; Fully Exp.; Ct=1
In.
d of 16.0 psf or 2.00 times get reof load of 35.0 psf on overhangs non -concurrent with other live loads.
are
9) This W ss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live load,
10)' This truss has been Met gned fore live load of20.0paf on the bottom chord in all areas where a rectangle 3.8-0 all by 2-0-0 wide will ft between the bottom chord and any
othermembers.
11) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 10016 uplift at joint(.) B, AG, At, AJ, AK, AL, AM, AN, AO, AE, AC, AB, AA, Z. Y, X
except tfi=lb)W=110.
12) This truss Is designed in accordance with the 2012 International Residential Code sectors R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1.
J�M§ lSr p$reaks with fixed heels' Member end fixity model was used in the analysis and design of this truss
LOAD CASE(S) SandaM
axe - Brad =1:70.3
D
3x8 3x6 II
8.0012 7x100
C
7.10 0
B I
46 J
E
6 11
dx8 J
F
G
�Bt U1 -132 Y.5x41N (q
�y X OY Z M
MM AA AB L K J I H U8�
7x100 4x1211 HTU210 8x12- 12x12=3x611 Eta= 30113x1011
HN210HTJ210H1LQl0 10x16 11 Hr11219 1.5x4 11
HTJ210
-1 ara_� R3eo
Plate Offsets (XY)- [Am-7-4Edg
] IJ9.380-3-Oj
IMO -9-00-381 (09-9.00-2-01 IT'0-1-1300.121
LOADING (psf)
SPACING-
2-0.0
C31.
DEFL.
in (IOC)
Ildell
Ud
PLATES GRIP
TOLL 35.0
Plate Grip DOL
1.15
TC 0.23
Vert(LL)
-0.08 N -O
>999
360
MT20 1371130
(Roof Snovr-35.0)
Lumber DOL
1.15
BC 0.40
Vert(TL)
-0.13 N -O
499
240
TOOL 7.0
Rep Stress lncr
NO
WB 0.98
Horz(TL)
0.02 L
me
No
SCLL 0.0
Cotle IRC2012RPI200]
(Matrix)
Wind(LL)
0.04 N -O
>999
240
Weight: 27916 FT=20%
BCDL 70
LUMBER- BRACING-
TOPCHORD 2x8 OF SS TOPCHORD Sheathed ar4A-7 oc purins.
BOTCHORD 1-112x11-718 LP-LSL 1.75E BOTCHORD Rigid ceiling directly applied or 6.0.0 oc bracing.
WEBS 2x40F S1udlStd•ExcepC WEBS 1R. at midpt 6LC-L,B-N
W3,W5: 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr MiTek recommends that Stabilizers and required cross bracing be Installed tluring
OTHERS 2x4 OF Stud/Std boaserectign laaccordance with Stabilizer Installation uida.
REACTIONS. All bearings 11-5.8 except Gt=length) A=0&8.
(to)- Mex Herz A=-196(LC 19)
Max Uplift All uplift 100 lb or less adjoint(s) except A=-1035(LC 8), G= -217(-C 1), L= -2061(-C 8), J= -249(11-C 9),
H=-158(LC24), K=a164(LC 1),1=218(LC 1)
Max Grav All reactions 250 to or less at joints) G, I except A=5458(LC 1), L=I C215(LC 1), J=1004(LC 1), H=328(LC
16), K=652(LC 8)
FORCES. (to). Max. Com,1Msx. Ten. -All forces 250(lb)arless exceptwben shown.
TOP CHORD A-13=51631951, B -C=-18221365, GD= -27211255, O -E=-24011260. E -F=-21211010. F -G=-2311660
BOTCHORD A -W=-87614318, W -X=47614318,0 -X=-87614318, O -V=-88114348, Y -Z= -88114348,N -Z=-6814348, N -AA= -33211537,
M-AA=-33211537,M-AB=-33211537,L-AB=33211537, K -L=-7461291, J -K= -7461291,1-J=-4781179, 11-1=4761179,
G -H=4771178
WEBS 0.L= -15621286.E -L=-3871153, F -J=-3121129, 6L=40161886, 6N=-807/4246, D -W-32601714, B -C=-58713168
NOTES.
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; T001-=4.2psf, BCDL=4.2psf, h=25ft; Cat If Exp C; enclosed; MWFRS (envelope) gable end zone;
can4lever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for vend loads in the plane of the truss only. For studs exposed to Wind (npnnal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI TPI 1.
3) TOLL: ASCE 7-10; Pt=35.0 psf (gat roof snow); Category 11; Exp G Fully Exp.; C1=1
4) Gable studs spaced at 2-00 00.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads.
6) `This truss has been designed for a live load of 20.0psf on the begun chord in ell areas where a rectangle 34A0 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 wthstanding 1036 Is uplift at joint A, 21716 uplift at joint G, 2051 to uplift at joint L, 249 to uplift at
Cdnl�in d6j 58 1pba lip at joint H, 3164 lb uplift at joint K and 218 th uplift at joint
NOTES -
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
10) This truss has large uplift reaction(s) from gravity lead case(s). Proper connection is required to secure truss against upwaM movement at the bearings. Building designer must provide for uplift reactions indicated.
11) Use Simpson Strong -Tie HTU210 (32-10d Giller,14-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 do max. starling at 0-6-12 from the left end to 106-12 to canned buss(es) A03 (1 ply 2x4 DF) to
back face of bottom chord.
12) Fill all nail holes where hanger is in contact wth lumber.
13) 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 + Saw (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pill
Vert: A -D= -84,D -G=-84, A -G=-14
Concentrated Load. go)
Vert W=1826(B)X=-1826(B)V=-1826(B)Z=.1826(8)AA=-1826(B)AS=-1828(8)
4x4 = Sr* =1:38.2
E
3x4 N M L K J 3x4 =
3x10 II 3x10 II
E
LOADING (ps0 SPACING- 2-0-0 G31. DEFL in floc) IAmil Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Ved(Ly 0.00 nil 120 MT20 2201195
(Roof Snovr--35.0) Lumber DOL 1.15 BC 0.07 WHIT-) 0.00 1 nlr 120
TCLL ].0 Rep Stress lncr VES WB 0.05 HOR(TL) 0.00 H N. He
BO^L 0.0' Code IRC2012RPI200] (Matrix) Weigh: 5916 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4OF180OF1.6E cr2x4 DF No.18Btr TOPCHORO Sheathed or 6-0.0 cc purlins.
BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 SBtr BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 DF Stud/Std MiTetemcommendsihat Stabilizers and required cross bracing be installaddunng
WEDGE /mss erection in ecoandano. vein Stabilizer lnatalletion aide.
Left :2x4 DF SmdIStd, Right: 2.4 OF SudlStd
REACTIONS. All beatings 126.0.
(to). Max Horz B-128(LC 6)
Max Uplift All uplift 1001b er less al joint(s) B, H, M, N, K, J
Max Gmv All reactions 25016 or less at joint(s) B, H, L, M, N. K.J
FORCES. (Ib)-Max.Comp.IMax.Ten. -All forces 250 (16) or less except when shown.
NOTES.
1) Wind: ASCE 1-10; Vult=115mph (3 -second gust) V(1 RC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. 11; Exp C; endosed; MWFRS (envelope) gable end zone;
cantilever left and tight exposed; Lumbar DOL=1.33 plate guns DOL=1.33
2) Truss designed forWhd load. in the pleneofthetmss 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 ANSI TPI 1.
3) TCLL ASCE 7-10; Pf=35.0 psf (Oat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
4) This /mss has been designed for greater of min roof live load of 16.0 psf or 2.00 times get roof load of 35.0 Pat on overhangs non -concurrent Wth other live trade.
5) All plates are 1.5x4 MT20 unless ethewse indicated.
6) Gable requires continuous bottom chord bearing.
]j Gable studs spaced at 2-0000.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Win any other live loads.
9)' This truss hes been designed for a live load of 20.0pf on the bottom ch.N in all areas vAere a rectangle 36-0 tall by 2-0-0 wide wit fit betiveen the bottom chord and any other
members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstain ing 10016 uplift at joint(s) B, H, M, N, K, J.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B.
12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTP11.
13) "Semi-rigid pitchbreaks voth fixed heels" Member end fixity made] was used in the analysis and design of this truss.
LOAD CASE(3) Standard
Scale=1:31.6
LOADING (psfl SPACING- 2-0-0 CSI. Di In (loc) )def Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.]0 Verl(LL) .0.23 G -H x999 360 MT20 2201195
(Roof Snow 35.0) Lumber DOL1.15 BC 0.5] Ved(fL) -0.41 G -H x682 240
TCDL ].0 Rep Strers lncr YES WB 0.40 Hom(rL) 0.10 E nla nla
BCLL 0.0 Code IRC2012rtP12007 (Matrix) Wind(LL) 0.11 G -H x999 240 Weight e]Ib FT=20%
LUMBER -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E ar 2x4 DF No.1&Btr
WEBS 2x4 OF StudlStd
REACTIONS. (Iblsize) A=113510-3-8 (min. 0-14), E=123910-3-8 (min. 0-1-8)
Max Hoe A=-71(LC 11)
Max UpliftA=235(LC 6), E=-291(LC ])
FORCES. (Ib) -Max. ComplMax.Ten.-All forcos 250( Ib) arless exceptwhen shovm.
TOPCHORD A-I=-31501643,B-I=-30401651,B-C=-26711519,GD=-26551507,D-E=-3120)836
BOT CHORD A -H=-526)29]6, G -H=-31211930, E -G=554)2928
WEBS C -G=-14]185], 0.G= -719125],C -H=-152)905, B -H=-7811280
BRACING-
TOPCHORD Sheathed or2-10-05 oc purl'ms.
BOTCHORD Rigid ceiling directly applied or 8-S3 oc bracing.
MiTek recommends )het Stabilizers and required crass bracing be installed during
truss erection in accordance with Stabilizer Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=81 mph; TCDL=4.2psr; BCDL=4.2psf, h=25f; Cal II; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL ASCE 7-10; PI= -35.0 Pat (fat roof snow); Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this tlesign.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times fat roof load of 35.0 psf on overhangs non -continent with other live loads.
5) This truss has been designed for a 10.0 Pat bottom chod live load nanconcunent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 fall by 2-60 wide Will fl between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 M uplift at joint(s) except Ut=1b) A=235, E=291.
8) This truss is designed in accordance with Me 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1.
9) "Semi-rigid pitchbreaks with fxed heels" Member end fixity model was used in the analysis and design of this )mss.
LOAD CASE(S) Standard
4.4 =
Scale =1:33.8
F
3x4= V U T 5 R Q PO N M 3x4=
3x4 =
"_ Iv'e
SPACING- 2-60
CSI.
DEFL in (loc) Ildeg Lid
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.13
Velt(LL) -0.00
L n/r 120
MT20 2201195
(Roof Smn,35.0)
Lumber DOL 1.15
Be 0.08
VedQL) 0.00
L n/r 120
TCDL ].0
Rep Stress lncr VES
WB 0.06
Hoa(TL) 0.00
K rile me
BCUL0]0'
Code IRC20121TP12007
(Matrix)
Weight: 9016 FT=20%
BCDL
LUMBER-
BRACING.
TOPCHORD2x4DF1800F1.8E or2x4 DF No.1&Btr
TOPCHORD
Sheathed Orb-0-0 oc pudire.
BOTCHORD 2x4 DF 180OF 1.6E or 2x4 OF N0,1&Etc
BOTCHORD
Rigid ceiling directly applied or 1660 oc bracing.
OTHERS 2x4 DF Stud/StdMi
Tek recommends that Stabilizers antl required cross brecing be installetl tivdng
tmss erection in 6ccoMance with Stabilizer Installation guide.
REACTIONS. All bearings 23.60.
(Ib)- Max Herz A=-7i (LC 15)
Max Uplift All uplift 10016 or less at joint(s) A, S, T, U, 0, P, N, M. K except V=-106(LC 10)
Max Gree All reactions 25016 or less at pinhe) A, R, U. N except S=2]2(LG 1]), T=275(LC
17), V=375(LC 17),
Q=268(LC 18), P=2]0(LC 18), M=349(11_C 1), K=255(LC 1)
FORCES fib) -Max. Comp.IMax. Ten. -All forces 250 fib) or less exceptvmen shown.
WEBS B-V=-294/121,J-M=-2811118
NOTES
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. ll; Exp G enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) Tress designed for wand loads in the plane of me mss only. For studs exposed to wind(normal to the face), see Standard Industry Gable End Details as applicable, or consult
Exp C; Fully Exp.; Ct=1
ln.
d of 20.0 psf or 2.00 times flat roof load of35.0 paten overhangs non-concunent with other live loads.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 pad bottom chord live lead renouncement with any other live loads.
10) * This these has been designed for a live load of 20.0psf on the bottom chord In all areas wfiere a rectangle 3.6.0 tall by 2.60 witle will ft between the bottom chord and any
othermembers.
11) Provide mechanical connection (by others) of tress to bearing plate capable of vriNstanding 10016 uplift at joints) A, S. T, U, 0, P, N. M, K except Ul=1b) V=10fi.
12) This truss is designed in accordance Wth the 2012 Interregional Residential Code sections R502.11.1 and R802.10.2 and referenced standard! ANSI/TPI 1.
13) "Semi-rigid pitchbre i s with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
3x411 Seals =1:259
D
3x4 = 1.5x4 II 3v4 =
TCLL o 1.p=35.0 SPACING- 2-0-0
(Roof Snov,311 Plate Gdp DOL 1.15
TCDL 7,0 Lumber DOL 1.15
BCLL Rep Stress trio VES
BCDL �,0 Code IRC2012,TPI2007
CSI.
TC 0.55
BC 0.26
WB 0.69
(Matrix)
DEFL.
Ved(LL)
Ved(TL)
Hom(TL)
Wind(LL)
in (loo) Udell Ud
-0.05 B -F >999 360
-0.09 B -F >999 240
0.02 E rile We
0.03 B -F >999 240
PLATES GRIP
MT20 2201195
Weight: 451b FT=20%
LUMBER-
BRACING.
TOPCHORD2x4OF1800F1.6E ar 2x4 OF Nod&Btr
TOPCHORD Sheathed or 5-7-0 as pudins, except end vedioals.
BOTCHORD 2x4 OF i800F 1.6E or 2x4 DF Nod&Btr
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF SludlStd
MiTekrecommtrds that Stabilizers and required woes bracing be installed during
truss erection in accordance wah Stabilizer Installation guide.
REACTIONS flid ize) E=5191Mechanicsl, B=6301036 (min. 0.1-6)
Max Hors B=145(LC 6)
Max UpliftE=-046(LO 10), B=-167(LC 6)
Max Grav E=652(LC 17), B=686(LC 17)
FORCES. (Ib)-Max.CompJMax.Ten,-Allf.res, s 250 (16) or less except when shown.
TOP CHORD B -G=-13121192, C -G=-11891199, 0.E=-250180
BOTCHORD B -F= -28311201,E -F=4!8311201
WEBS C -E= -1214128T
NOTES
1) Wind: ASCE 7-10; Vulf=115mph (3 -second gust) VgRC2(12)=91 mph; TCDL=42psf BCDL=42psf, h=25ft; Cat. II; Exp G and oaed; MWFRS (envelope) gable and no;
cantilever left and right exposed; Lumber DOL=133 plata grip DOL=1.33
2) TCLL ASCE 7-10; Pf=35.0 pat (flat roof snow} Category II; Exp G Fully Exp.; Ct= 1
3) Unbalanced snow loads have been considered forthis design.
4) This truss hes been designed for greater of min roof live load of 209 psf or 2.00lines flat roof load of 35.0 pat on overhangs non-concument with other live loads.
5) This truss hes been designed for a 10.0 pat bottom chord live load noncencunent with any other live loads.
6)' This truss has been designed for a live load of 20.0paf on the bottom chord in all areas v here a rectangle 3- 0 tall by 2-0-0 wide Wit ft between the bottom chord and any other
members.
T) Referm girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 100 1.h uplift at joint(s) except ot=1b) E=146, 3=167.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.114 and R802.10.2 and referenced standard ANSVTPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss.
LOAD CASE(S) Standard
t5vd II 8ca1e=1:20.2
C
2x4 =
LOADING (pst)
SPACING-
2-0.0
CSI.
DEFL.
in (lac) IltleO Vd PLATES GRIP
TOLL 35.0
plate Grip DOL
1.15
TC O.60
Ved(LL)
-0.05 B -D >999 3fi0 MT20 220/195
(Roof Srt.,35.0)
Lumber DOL
1.15
BC 0.20
Vert(TL)
-0.10 B -D >fi55 240
TCDL ].0
Rep Stress lncr
YES
WB 0.00
HoR(TL)
0.00 n/a rile
BCLL 0.0'
BCDL 0
Code IRC2012RPI200]
(Matdx)
Wind(LL)
0.00 B "" 240 Weight: 2011, FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4OF1800F1.BE or2x4 OF Na.1&Bir
TOPCHORD Sheathed or 5-8-8 cc pudins, except end veld..
BOT CHORD 2x4 OF 1800E 1.6Eor2x4DFNo.18Btr
BOTCHORD Rigid ceiling tlireclly applied ar10.0.0 oc bracing.
WEBS 2x4 OF Stud)Sttl
MiTek recommends that Stab,1gre and required crassbrecingbeinsmalled dunng
muss erection in acwmance with Stabilizer Installation guide.
REACTIONS. (Ib/size) B=383/0-3.8 (min. 0.1-8),D=26110-1-8 (min. 0.1-8)
Mex Hoe 8=101(LC 10)
Max UpIifIB=-101(LC 6), D=-81(LC 10)
Max Gov B=40](LC 1]), D=311(LC 1])
FORCES. (Ib) -Max. Camp.IMax. Ten. -All forces 250 (lb) or less exceptwhen shovm.
TOPCHORD C -D=-273/105
NOTES.
1) Wine. ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, ECDL=4.2psf, h=25X; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and night exposed: Lumber DOL=1.33 plate gnp DOL=1.33
2) TOLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Calegoly II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This wss has been designed for greater of min mot live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-conwnent with other live loads.
5) This muss has been designed for a 10.0 psf bottom chord live load nomwncument with any other live load,
6) -This muss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle M-0 tall by 2-0-0 wide will ft between the bottom chord and any other
members.
7) Bearing at joint(s) D wnsidem parallel to grain value using ANSI TPI I angle to grain formula. Building designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss t0 beanng plate at joint(.) D.
9) Provide mechanical wnnee ian (by others) of truss to heeding plate capable of withstanding 100 to uplift at joings) D except 6t=1b) 8=101.
10) This truss Is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSUfPI 1.
11) "Semi-rigid pitchmeaks with fixed heels" Member end fixity model was used in the analysis and design of this Imes.
LOADCASE(S) Standard