HomeMy WebLinkAboutTRUSS SPECS - 16-00551 - 1070 Washington Blvd - New SFR4x6 c Scats= 1:79.4
5.6 =
LOADING (psf)
TCLL 35.0
gppCING- 2-0-0
C31.
DEFL, .
in
n 1
Ildeg
va
PLATE3 GRIP
W4:2x4 DF 180OF 1.6E r2x4 DF No.IBBtr
Plate Grip DOL 1.15
TC 0.65
Veri
-0. N -O
>et]
360
MT20 2201195
TCDL(RoofSnow=3'a
Lumber DOL 1.15
BC 0.69
VedQL)
-0.]1 &O
>4B4
240
BCLL 0.0
Rep Stress lncr YES
WB 0.JJ
Hma(U-)
0.51 K
nla
rile
BCDL ].0
Code IRC20127PI2007
(Matrix)
WimhUQ
0.21 N -O
>999
240
WeighL1681b FT=20°k
LUMBER- BRACING-
TOPCHORD 2x4OF180OF1.8E cr2x4 OF Na.1BBtr TOPCHORD
Sheathed or2-7-3 oc purlins.
BOT CHORD 2x4 DF 1800F 1.6E or2x4 OF N0.1BBtr BOTCHORD
Rigid ceiling directly applied or60.0 ac bracing.
WEBS 2x4 OF StudlStd'Except* WEBS
1Roe at midpt E -M
W4:2x4 DF 180OF 1.6E r2x4 DF No.IBBtr
MiTek recommends that Stabilizers antl required cress bracing be installed during
REACTIONS. (IbHo B=145410.5-8 (min. 0-0-8), K=210410.5 -B (min. 0.2.4)
truss erection, in accordance with to lizer
Sbilnstallation guide.
MaxxHars B=-280(LC e)
Max UpliGmv B=15468- 10), K=2104LC 11)
Max G2v B=154fi(LC 17), K=2104(LC 1)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250(N) or less excepmwhen shown.
TOPCHORD B -C= -476611016,G0- 44161879,D-P=-32151531,E-P=S9]01550,E-F=-18481389,F-G=-1J931382,G-H=-143512]2,
H-1=-161042
BOT CHORD B-0=-102014160, NA -.74513]39, M.N=-35]12]96, L -M=-11511209, K -L= -617240.1-K=531810
WEBS D-O=831420,0.N=-9021368,E-N=-3]912295, E-M=-2455f4BO,F-M=31011528,G-M=-1121459,G-L=-83J1156,H-L=-18811]42,
H -K=-18161364
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IR02012)=81mph; TCDL=4.2psf, BCDL=4.2psf, b=25ft; Cat. 11; Exp q enclosed; MWFRB (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DCL=1.33
2) TOLL: ASCE 7-10; PV35.0 psf(gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This muss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-conconent with other live loads.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads.
6) • This truse has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.D wide will ft between the bottom chord and any other
members.
])Bearing at joint(s) B considers parellei to grain value using ANSIIfPI l angle to grain formula. Building designer should verily capacity of bearing surface.
9) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) B=302, K=403.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSIRPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this Was.
LOAD CASE(S) Standard
M NMI-� a as 280T�a �,a ,
0.11-0 1 61d bib
4.6 II
561 F
7.00F12
E
N 3.6-1
i G
D
5x69 8J
C L H
]x10= K
M 5x8 C 0 1,{Pyor
AB 3x4%
4.
5x8 4.00 12 I
2x4 II
Scale=1:79.7
TOLL (Ps35.0
SPACING- 2-0.0
CSI.
DEP
in "00) "do'
L/d
PLATES
GRIP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TO 0.69
Ved(LL)
-0.42 L -M 1640
380
MT20
2201195
TOOL 7.0
Lumber DOL 1.15
BC 0.69
Vent(LL)
L -M 14]9
-ODOLL
240
"0.T3
Repress Stlncr YE6
WB 0.]0
Hors(TL)
0.54 nla
n/a
BCDL 7.0•
Coda I1
(Matrix)
Wnd(LL)
0.24 L -M 1999
240
WeighC15211,
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4OF1800F1.8E or 2x4 OF No.18Blr TOPCHORD Sheathed or2.7-7 ad pudins, excepleadverlicals.
BOTCHORD 2x4 OF 1,00F 1.6E or 2x4 OF N0.1 SBr BOTCHORD Rigid ceiling directly applied or 6-1-1 oc bracing.
WEBS 2x4 OF Stud/Std•ExcepP WEBS 1Rawatmidpl E -K
W4: 2x4 OF 1800F 1.6E or 2x4 OF No.18Blr MiTek recommentls That Stabilizers end required cress bracing be Installed during
Imes ereMion in accOMancewilh Stabilizer Installation auto..
REACTIONS. (Iblslze) 8=153910.5.8 (min. 0.1-8), 1=1425/058 (min. 0-1-5)
Max Harz B=269(LC ii))
Max Up1ittB=a06(LC 10), 1=237(1_c 11)
FORCES. (Ib) -Max. Comp.IMax. Ton. -All farces 250 (16) or less except when shown.
TOP CHORD B -G=-474911132, GD= -438611001, 6N=-32301613, E.N=.31101682. E -F=-19621461, F.G=.20651454. G -H=-18941324,
H -I=-13981261
BOTCHORD B -M=-120814146, L -M=-94]13698, K.L=-5621283], J -K=-25511652
WEBS 0.M=-]51411,0.L=-8391364,E.L=.50712279,E-K=-23001589,F-K=-38211588,G-K=-1181321,GJ=.7151180,H-J=-23211553
NOTE&
1) Wind: ASCE 7-10; VuIt=115mph (3 -second gust) VgRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25tt; Cat. 11; Exp 0; enclosed; M WFRS (envelope) gable end zone;
cantilever left and light exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=35.0 fief (eat mof snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been cava tiered for this design.
4) This "as has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof lead of 35.0 psf on overhangs non -concurrent with other live loads.
5) This "as has been designed for a 10.0 psf bottom chord live load nonconcunent wth 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 were vn11 fl between the bottom chord and any other
members.
]) Bearing soldiers)8, I considers parallel W grain value using ANSIMP1 l angle to grain formula. Building designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 10016 uplift atj.int(,) or 61=11h) 8=308.1=237.
9) This bass is designed in accordancew11h the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member and 5xiy model was used in the analysis and design of this truss.
LOAD OASES) Standard
46 = Scale=1:79.4
E
5xfi= U8= 46=
LOADING (pi SPACING- 2-0.0 CSI. DEFL. in doc) Ii Ud PLATES GRIP
TOLL 35
(Roof Snow=35.0) Plate Grip DOL 1.15 TO 0.98 Ven(LL) -0.55 H -I >fi31 380 MT20 2201195
TCDL ].0 Lumber DOL 1.15 BC 0]3 Vetl(TL) -1.02 H-1 >336 240
BCLL 0,0 Rep Stress our VES WB 0.40 Hom(TL) 0.07 H rile Na
DOTAL 7.0 Code IRC2012RP12a0] (Matrix) Wind(LL) 0.07 &J >999 240 WeighL1551b FT=20%
LUMBER- BRACING.
TOP CHORD 2x4OF1800F1.8E or2x40F Nod&Bir TOPCHORD Sheathed or 4.0.3 cc purlins, except end verticals.
BOTCHORD 2x4 OF 1800F 1.8E or 2x40F No.1&Bir BOTCHORD Rigid ceiling directly applied or 8.11.7 cc bracing.
WEBS 2x4 OF 1800F 1.8E or 2x4 OF Nod&EV'Excep' WEBS IRow, at midi DI,F-I,F-H
W5,W4, W1: 2x4 OF StudlStd MiTek recommends that Stabilizers antl required cross bracing be installed during
Imss erection in eccomence with Stabilizer lmd.11a1ion curds.
REACTIONS. (Ib/size) 8=151710-5-8 (min. 0-1-10), 11=1402IMechanical
Max Hoa B=2]5(LC 10)
Max Up1iftB=-302(LC 10), H=-231(LC 11)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250( Ib) or less except whan Shawn.
TOP CHORD B -C=-23001440, 6D=-192]/390, 6K=-12]212]], E -K=-11401299, E -F=-12811322
BOTCHORD BJ=-551H904,J-L=-35511491,L-M=-35511491,1-M=-35511491,1-N=-1]31996,N-C=-i]31996,H-0=-1]31990
WEBS C -J=-4071226, DJ= -88/425, D-1=-8 0 9131$ E-1=-0]]048, F-H=-1469I2]S
NOTES -
1) WInU: ASCE 7-10; Vu11=115mph (3 -second gust) VgRC2012)=9lmph; TCDL=42psf, BCDL=42psf, h=25fi; Cat. ll; Exp C; erdosed; M WFRS (envelope) gable and zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL: ASCE 1-10; Pfi psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof five load of 16.0 psf or 2.00 times flat roof load of 35.0 psf an overhangs non-conour ent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load noncencmrent 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 M-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members, with BCDL = 7.0psf.
]) Refer to girders) for Imss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of W,ihstanding 100 lb uplift at joints) except (jt=1b) B=302, H=231.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802102 and referenced standard ANSI 7PI 1.
10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
61— Scale =1:85.2
7.00 SPF E'er\�
p SxeC
F
6x8 i NO
qM
1.5x4 II
4.0012 LI H G
1.5,4 II 1'5x4 II 3,4 =
TCLL
-_3560
(Roof Som
SPACING- 2-0.0
OL Plate Grip DOL 1.15
C31,
TC 0.64
DVed(LL)
(too)
1999
PLATEg
GRIP
TOOL 7.0
Lumber DOL 1.15
BC 0.58
-0.22 380
MT20
2201195
BCLL 0.0 '
Rep Stress Incr VES
W8 0.39
Ven(TL)
-0.3] K.M >fi92 240
BCDL 7.0
Cod. IRC2012?PI200]
(Matrix)
Hcrz(TL)
0.30 G nla nla
LUMBER -
Wind(LL)
0.16 B -M >999 240
Weighf140lb
FT=20%
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.lito
SRACING-
r
BOTCHORD2x4OF1800F1.6EPIOFNo.I&Bir
TOPCHORD Sheathed ar2-9-14 acpurins, exceptendverticals.
WEBS 2x4 OF StudlStd'Except-
BOTCHORD Rigid ceiling directly applied er6- 6ec bracing.
W2,W1,We,101I DF 1800F 1.6E 01 DF No.i&Bir
WEBS
1Rowat midpt C-K.F-G
JOINTS
1 Baosti Jt(s):J
MiTek rec0mmentls that Stab'I'
rzere and required cross bacmg be installed during
REACTIONS. (Ib/size) B=1152/0-5-8 (min. 0-1-8),G=104610.58 (min. 0-1-8) truss erection in accamance vnlM1 Stabilim moollatien iludis.
Max Herz B=3)4(LC 10)
Max Up11ftB=-211(LC 10), 01 10)
FORCES. (b). Max. ComP.IMax.Ten.-All forces250(Ib) orless exceptwhan shown.
TOPCHORD S -C=32741842, 00=-1824/453, DN= -18161585, E -N=-1]]0/59], E -F=-10761305, F -G=1019/2]9
BOT CHORD B-11 -104112888 K -M=-1041128]8 W0=2421909, J-0=-2421929
WEBS OM=01262, C -K=-12231506, E -K=-5021132$ 0-K=488126$ FJ= -2461952
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TOOL=4.2psf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; enOlosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; PI=35.0 pat (flat roof snow); Category II; Exp D; Fully Exp.; Ct= 1
3) Unbalanced snow leads have been cimaidared for this desion.
a -u= ur mm mar uva load of 16.0 psfor 2.00 times flat met load of 35.0 psf on overhangs mm -concurrent with otheriive loads.
5j This (mss has been designed for a 10.0 at bottom chord live load nonconcunent with any other live loads.
6) -This truss has been designed fora live load 01Patch the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 Woe Wil fit behIsen the bottom most and any other
members, with BCDL = 7.0psf.
])Bearing fixechmadcal at joints) B considers parallel to grain value using ANS19PI l angle to gain formula. Building designer should verily capacity of bearing surface.
able Of
9) This tmsss designed in accordance tvdthathe 2012 lnlematloOf those to nel Residlate ential Codeeclons R502. 100 11.1 and R80210.2 ndat pinths) except 6mfereced stndard ANSfTPI t.
10) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE($) Standard
5x8= 5x6= Scale =1:72.6
1.5x411 3x4= 5x6= 3419= 4x6= 3x4=
I�
TCLL .� 1V>35.0 SPACING- 2-0.0 C31. OEFL. In floc) push Ltd PLATES GRIP
(Roof Snov,35.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.17 M 499 360 MT20 2201195
TCDL 7.0 Lumber DOL 1.15 BC 0.59 Ved(TL) -0.23 L -M >999 240
BCLL 0.0' Rap Stress lncr VES WB 0.70 Hoath) 0.09 1 nla rile
BCDL 7.0 Coca IRC2012TPI2007 (Matrix) WindgUQ 0.05 M >999 240 Weight: 185 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4OF1800F 1.8E or 2x4 OF No.13Btr TOPCHORD Sheathed ort-ll-Oacpudins, exceptendvedicass.
BOTCHORD 2x4DF i S00F !AE
BOTCHORD Rigid celling directly applied or 9-3-0 oc bracing.
WEBS 2x4 OF StudlStd'Except' WEBS 1Raw at midpt D-L,E-K
W3,W2.W 1,W4:2x4 OF 180OF 1.6E or 2x4 OF No.18Bb MiTek rewmmenus that Stabilizers and required cross bracing be installed during
tru61.r.e on, inaccardance with Stabilizer Installation guide.
REACTIONS. (Ib.H. 8=151(10.5-B (min. 0-2-8), 1=1402IMecM1enical
Max Harz B=261 97(!_ 10)
Max Grov B=297(LC 29),=-222(LC 11)
Max Gmv B=2323(LC 29),1=2214(LC 29)
FORCES. #b) -Max. Comp.)Max. Ten. -All fomes250(lb) or less exceptwhen shown.
TOP CHORD E-0=37701392, C -O=36061412, GP= -29661343. 0.P=-28021363, 6Q=-21231299. E-0=-18941313, E -F=-15121278,
F -G=-19811297, G -R=-15361209, R-5=-1767)207, H -S=-19311194, H -I=-21761239
BOTCHORD B -N=-51913068, M -N=-52013066, L -M=-35412394, K -L=-175/1629, J -K=-138/1527
WEBS OM=d86/194,UM=-54/484, D -L=-1176)275, E -L= -1781951,E -K=4771136, F.K=-101148B,6J=-8931138, H.J=-160/1768
NOTES -
1) Wind: ASCE 7-10; VLI1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf. BCDL=4.2psf, h=25f1; Cat. 111 Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-f 0; Pf=35.0 psf (gat roof snow); Category 11; Exp O; Fu11y Exp.; Ct=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 35.0 psf an overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding
e) This miss hes been designed far a 10.0 psf bottom chord live load noncenaument with any other live loads.
7) -This truss has been designed for alive load of 20.Opsf an the bottom chord In all areas where a rectangle 343.0 tall by 2-0-0 wide wit ft between the bottom chord and any other
members.
8) Refer to girders) for "as to truss connections.
9) Provide metal plate or equivalent at beading(s) I to support reaction shown.
10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joint(s) except fit=1b) B=297,1=222.
11) This truss is designed in ea.rd.m. with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITPI 1.
12) "Semi-rigid pitahbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
5x6 = 7x10 =
7.00 FiT F T G
3x6 i
S
E
40
axe . D
G
P J
1.5x4 I
0 3xd
1.5x4
4.121 4.00 FIT 0 L K j1
4x0 N\ 1.5x4 II 4x8 = 1.5x4 11
aa..Sx4x rer
�Ia
Scale =1:78.0
Plate Oftsets(XY)- [B:0-2-0
Edge]
[B:0-1-2 Edge]
[D:0-2-0 Edge] [G:0
-J-0 Edge]
[M:0.4.4 Edge)
LOADING (psg
SPACING-
2-0-0
CSI.
DEFL,
in
(lo.)
Ildefl
Ltd
PLATES
GRIP
TOLL 35.0
Plate Grip DOL
1.15
TO
0.90
Ved(LL)
-0.40
P -O
>646
360
MT20
220/195
(Roof Snavr-35.0)
Lumber DOL
1.15
BC
0.87
Ved(TL)
-0.54
P -O
>478
240
TCDL 7.0
Rep Stress her
YES
WB
0.91
Hopi
0.50
1
..
W.
BCLL 0.0'
Code IR02012UP12007
(Matrix)
Wind(LL)
0.15
P -O
-999
240
WeighC1551b
FT=20%
BCDL 7.0
LUMBER- BRACING -
TOP CHORD 2x4OF1800F 1.8E or2x4 OF No.18Btr TOPCHORD Sheatheda,1-11-14ocpudins, exc,ptendverticxls.
B0T CHORD 2x4 OF 1800F 1.6Eor 2x4DFN0.18Btf BOTCHORD Rigid ceiling directly applied or 6-6-8 ac brecng.
WEBB 2x4 DF 180OF 1.8E or 2x4 OF NoISBtr'Except- WEBS 1Row at Sculpt F -K, GJ, H-1
W9,W8,W7,W4,W1: 2x4 OF StudfStd MiTek recommends that Sexless, and required cress bucing be installed during
WEDGE truss erecti.n In accordance with Stabilizer lnsWllaeatguide
.
Left: 2x4 OF Studil
REACTIONS. (Iblsize) B=116510 -SB (min. a-1-12),1=1a52fa-5-8 (min. 0-1-11)
Max Holz 8=380(LC f 0)
Max UdlftB=-210i 10), 1=-233(LC 10)
Max Grav B=1781(LC 29),1=1555(LC 29)
FORCES. gb)-Max. Comp.lMax. Tan. -All forces 250 (to) .,I... except Men sham.
TOP CHORD B -R= -54111819.0-R=-52221842,0-0=-3647/548, 0.E-3426/569, E-5=-20891338. FS= -18911354, F -T=-15931333,
G -T= -15931333,G-11=-807/109, H -I=-15291243
BOT CHORD 8 -0= -103514682,P -O=-103414883, N -P=-134513115, M -N=-83513120
WEBS C -P=-14881387, F -M= -941829,J -M=-1401872, G -J=-17611317, H -J= -18211126,E -P= ]11543, E -M=-14411338, G -M=3962089
NOTES.
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2Dsf; BCDL=4.2psf, h=25ft; Cat. ll; Exp C; enclosed; MWFRB (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL ASCE 7-10; P1*35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This muss has been designed for greater of min roof live load of 16.0 par or 2.00 times that reef load of 35.0 psf on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water pending.
6) This truss has been designed far a 10.0 net bottom chard live load nonconcurrent with any other live loads.
7)' This times has been designed for is live load of 201 on the bottom chartl in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boftom chord and any other
mbers.
8)Bearing at joint(s)B considers parallel to grain value using ANSIITPI1 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 Is uplift at joints) except 0Mb) 8=210.1=233.
10) This miss is designed in accodafice with 0. 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced awarded ANSUTPl 1.
']1f_fSemiyigdyitchlImaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) SWd.M
tso ase saz
4.4 11 Scala 1:33.7
D E
NAILED
4.95IT NAILED 0
K
NA LED d
NAILE
I
D C B2
fl [03
x10 % M G
B1 NAILED 3x6 11
H NAILED
4x4 O
2x4 11
NNLED
NAILED
TCLDING (Ps35.0 SPACING- 2.0-0 CSI. DEFL. in (lac) I/deo Up PLATES GRIP
(Roof8rov-35.0) Plate Grip DOL 1.15 TC 0.92 VeMLL) -0.21 H >441 360 MT20 2201195
TCDL ].0 Lumber DOL 1.15 BC 0.39 Ved(TL) .0.33 H >286 240
BCDL 0.0' Rep Stress lncr NO WB 0.00 HOR(TQ 0.17 G rile rile
BCDL ].0 Code IRC20121fP120W (Metrix) Wind(LL) 0.17 H >540 240 Weight: 351b FT=20k
LUMBER- BRACING
TOP CHORD 2x4 DF 1800F!.fiE or2xd DF No.188V TOP CHORD Sheathadar6.0-0oc purlins, except end vedicals.
BOTCHORD 2x6DF 1800F 1 SE Dr 2x6DFSS'ExceW` BOTCHORD Rigid ceiling directly applied or 6.00 as bracing.
Bi: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bit MTON recommends that Stabilizers and required =as bracing be installed during
WEBS 2x4 OF Studattl truss eredicn in accomance with Stabilizer Installation guide.
REACTIONS. (Iblaze) G=419I0ecranlcal, 8=49110.7E (min, 0-1-8)
Max Harz B=163(LC 10)
Max UpIif1G=-168(LC 10), 8=-140(LC 6)
Max G.G=467(LC 17), 8=502(LC 17)
FORCES. Qb) - Max. Comp.IMax. Ten. -Aft forces 250 (11b) or less exceptwhen shown.
NOTES
1) Wind ASCE 710; Vult=115mpb (3 -second gent) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25tt; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantlever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL: ASCE 7-10; Pf=35.0 psf (flat roof trued; Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow loads have been ccusldered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 fief or 2.00 times flat roof load of 35.0 psf on Overhangs nor -concurrent with other live loads.
5) This truss hes been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads.
6)' This muss has been designed for a live load of 20.Opsf an the bottom chortl in all areas where a rectangle 3E-0 tall by 2.0-0 vide will fl[ between the bottom choM and any other
members.
]) Refer to girders) for truss to Was connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except gt=1b) G=168, 8=140.
9) This truss is tlesigned in accordance with the 2012 International Residential Code sections R502.11.1 and R802A 0.2 and referenced standard ANSI7PI 1.
10)'8eml-ugid PlUmbreaks Win fixed heels" Member end fixity model Was used in the analysis and design of this truss.
11) "NAILED" Indicates 3-104 (0.148"4') or 2-12d (0.148"x3.25") toenails. For mare details refer to Milrek's ST -TOENAIL Detail.
12) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
LOAD CASE(5) Standard
1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plp
Vert :A-C=54,&D=-84,&E=-84,&H=-14, C-G=-14
Concentrated Loads (lb)
Vert: 1=118(F=60, 3=60) K=2(F=1, 8=1) -=1 3(F=6, 3=6) V=103(F=.52,13=52)
B
A
NAILED
4.95 F12- NAILED
3x4 - K
NAILED �
NAILED J
I 1
L H M
NAILED 15x411 NAILED
NAILED NAILED
1.5x4 II Scala=1:31.3
D E
G
3,6 -F
TCLL .- hP>35.0
(Roof Snow. 35.0)
TOOL 7,0
BCLL 0.0
BCDL 7.0
SPACING 2-0.0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress locr NO
Code IRC2012fYP12007
CSI.
TC 0.39
BC 0.12
WB 0.17
(Matrix)
OEFL.
Ved(LL)
Ved(TL)
Hore(TL)
Wlnd(LL)
in floc) Iltleg IJd
-001 G -H >999 360
.0.02 G -H >999 240
0.01 G old We
0.01 H >999 240
PLATES GRIP
MT20 2201195
Weight: 38 Is FT 20%
LUMBER-
BRACING.
TOP CHORD 2x4 OF 1800F 1.0E or 2x4 OF No.18Btr
TOPCHORD Sheathed or 0-0-0 oc purlins, except and verticals.
BOTCHORD 2x4 OF 1800F 1.6E or 2x4 DF No.13Btr
BOTCHORD Rigid ceiling directly applied or 1 O0-0 be bracing.
WEBS 2x4 OF Sidelight
MRekrecommendalhat Stabilizers antl required cross bracing be installed during
wss erection io acmrdanca with Stabilizer installation ultle.
REACl10N5. (Iblsize) G=419IM.comical, B=49110-]-0 (min. 0-1-8)
Max Hom B=103(LC 10)
Max UpliftG=-180(LC 10), 13=-140(LC 6)
Max Gmv G=46T(LC 1]), B=502(LC 17)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All farces 250 (to) or less except when
shown.
TOP CHORD B-1=5421157, IJ= -5051130, C =-0661134
BOTCHORD B -L=-1921445, H -L=-1921445, H -M=-1921445, G -M=-1921445
WEBS GG=4901211
NOTES-
1)
OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TGDL=4.2psf; BCDL=4.2psf, h=2511; Cat. 11; Exp C; enclosed; M WFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL ASCE 7-10; Pf=35.0 psf (Oat mot snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This Puss has been designed for greater of min roof live load of 16.0 psf or 2.00 times gat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) This was has been designed for a 10.0 pat bottom chord live load nonooncuvent with any other live loads.
6) `This truss has been designed fora live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-00 wide will ft between the bottom chord and any other
members.
]) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of totes to bearing plate capable of withstanding 1001b uplift at j0int(s) except Qt=1b) G=100, B=140.
9) This "as Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSIIFPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis end design of this muss.
11) "NAILED" indicates 3-1011(0.140"x3") ort -12d (0.140"x3.25") tae -nails. For more details refer to MiTek's ST -TOENAIL Detail.
12) In the LOAD CASE(S) section, loads applied to the face of the wss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
aqo) (baneam
1) 8aatl+ Loaw(balancetl): Lumber Increase- 1.15, Plate Increase=1.15
Uniform Loafs
Vete: AD= 6
E=-84, B -G=-14
Concentrated Loads (ib)
Val: 1=1lg(F=60,
8=60) K= -80(F=45, B=A5) L=13(F=6, B=B) M= -12(F=-6, 8=$)
5xr- 8x8= Scale; 3118"=1'
3x4 = 5x8 = 3x4 - 3.6-
"" h'.3
TCLL 35.0
SPACING- 2-Dfi
CSI.
DEFL.
in floc'IltleO
Lltl
PLATES
GRIP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TC 0.47
Ved(LL)
-0.13 K -L s999
360
MT20
2201195
TCLL 7.0BCLL
Lumber DOL 1.15
SC 0.48
Ved(R)
.0.24 I -J s999
240
I
Rep Stress lnor YES
WE 0.88
HomaLl
0.08 1 rile
n1a
BCDL
Co do IRC20127PI2007
gh b.)
Wind(LL)
0.04 L X999
240
Weigh1:16916
FT=20%
LUMBER-
SPACING -
TOP CHORD 2x4DF1800F1.6E or2x4 DF No.18Btr-ExcepP
TOPCHORD
Sheathed or 3-3-3 ac purlins, except end vehicals.
T3: 2x6 DF 1 800F 1.6E or 2x6 OF SS
BOTCHORD
Rigid ceiling directly applied or 9-5-5 oc bracing.
BOT CHORD 2x4 DF 1600E 1.5E or 2x4 OF No,1&Btr
WEBS
1Row at midpt F-K,G-1
WEBS 2x4 DF StudIStd 'Except'
MiTek recommend'"Stabilizers antlrequiretl cross breung be installed during
W2,W1: 2x40F 18011E 1.8E or2x40F No.18Btr
truss erection In acoomance with Stabilizer lnstallalian ulbe.
REACTIONS. (Iblaize) 13=1517165-8 (min. 0-2-7),1=14021Mechaniral
Max Hors 8=240(LC 10)
Max UpliftB=-28](LC 10),1=-205(LC 11)
Max Gmv B=2285(LC 29),1=1933(LC 29)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (11b) or less except Men shown.
TOP CHORD B -C=-34451410, GM= -29981387. 6M=-26701399. 0.E=-20411314. E -N=-16021314, F -N=-16021314, F-0=-14181238,
G-0=-16681230, H-1=-27846
BOT CHORD 13-1_=-5041982. K -L=-35912229. K -P=-11611298, J.P=-11811298, J -Q=-11711175, O -R=-11711175, I -R=-11711175
WEBS GL -5181174.0.L=-781537. D-K=-9721245.E-K=J71470. F -K= -1361501.G -J=-591444. G -I=-19661207
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3-aecond gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=258; Cat. 11; Exp C, enclosed; MW FRS (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 (gat of snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This fuss has been designed for greater of min roof live load of 16.0 fief or 2.00 times flat roof load of 35.0 par on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 Pat bottom chard live load nonconcurrent with any other live loads.
7)' This truss has been designed for a live load of 20.0pef on the bottom chord In all areas More a rectangle 3E-0 tell by 2-60 wide wit fit between the bottom choM and any other
members, with BCDL= 7.0p3f.
8) Refer to girders) for truss to Wss connections.
9) Provide metal plate 0r equivalent at bearing(s) I to support reaction shaven.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at j0int(s) except Ot=1b) 8=287,1=205.
11) This twos is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1.
12) "Semi -,rigid pitchpreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD OASES) StandaN
f soo eoo ,aaa -
soa 4W I sou I eao
sxa - sxa
7.00 12 1.Sxd II 5x8 =
FG H I
US i
3xa i BR
3xa i D W/
o n.
C
2
P
B Q 3x49
11A
.5x4
5x8 % 4.00112 ML K J
1.50 II 1.5wl
sxa -
Scads =1:71.9
Plate Offsets (X,Y)— IB:0-2-2
Edge]
[F:04-00-1-111
[H:0.40 0-1-11]
[N'0�-12 EdooI
Rigid ceiling directly applied or 68-10 oc banding.
WEBS 2x4 DF 1800F 1.8E or 2x4 OF No. I &Btr *Except' WEBS
1Row at midpt H-K,I-J,G-L
W10,W1,W5,W12,W11,W4:2x4 DF Stud/Std
MITek rewmmands that Stablllzers and required cross brecing be Installed during
wss erection In accordance with Stabilizer Installation uitle.
REACTIONS. (Ib/size) B=1184/45-8 (min. 0-1-13), J=104910.5.8 (min.0-1-8)
Max Hors B=339(LC 10)
Max UpliflB=-20)(1-C 10), J=-202(LC 10)
Max Grew B=1837(LC 29), J=1176(LC 29)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 fib) or less except when sham.
LOADING(Ps35.0
I -J=-1152/163
SPACING-
2-0-0
CSI.
DEFL.
in (lac)
"call
Ud
PLATES
GRIP
(Roof Snow=35.0)
Plate Gnip DOL
1.15
TC 0]8
Ved(LL)
-0.34 P -Q
>752
360
MT20
2201195
TCDL 7.0
Lumber DOL
1.15
BC 0.76
VeA(TL)
-0.47 P -Q
>548
240
BOLL 0.0'
Rep Stress lna
YES
WB 0.87
Hors(TL)
0.41 J
a/a
rile
SCDL 7.0
Code IRC2012UP12007
(Matrix)
Wind(LL)
0.14 P -Q
>999
240
Weight151lb
FT=201A
LUMBER- BRACING.
TOPCHORD2x4DF1800Ff.6Ear2x4DFNo.1&Btr TOPCHORD
Sheathed or 2-2.0 oc purlins, except end veNwls.
BOTCHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 188tr BOTCHORD
Rigid ceiling directly applied or 68-10 oc banding.
WEBS 2x4 DF 1800F 1.8E or 2x4 OF No. I &Btr *Except' WEBS
1Row at midpt H-K,I-J,G-L
W10,W1,W5,W12,W11,W4:2x4 DF Stud/Std
MITek rewmmands that Stablllzers and required cross brecing be Installed during
wss erection In accordance with Stabilizer Installation uitle.
REACTIONS. (Ib/size) B=1184/45-8 (min. 0-1-13), J=104910.5.8 (min.0-1-8)
Max Hors B=339(LC 10)
Max UpliflB=-20)(1-C 10), J=-202(LC 10)
Max Grew B=1837(LC 29), J=1176(LC 29)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 fib) or less except when sham.
TOP CHORD B.C=-50271811, OD=4t9871661, D -E= -37091677,E -R=2386)392, F -R=-21851411, F -G=-18591400, G.H=-16651402,
I -J=-1152/163
BOT CHORD B -Q=-991/4302, P -Q= -99014307,0-P=.778/3514, NA=41511967
WEBS E -P= -391352,E-0=-1449/346, H -N=-41811967, H -K= -12461251,1 -K= -155/1153,G -N=-1316/284, F -O=-1211770,
6P=-7471203, F.N=-271/1109
NOTES
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vq RC2012)=gl mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
canfilever left and night exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL ASCE T-10; P1=35.0 Pat (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snowloads have been considered for this design.
4) Thls Voss has been designed for greater of min mof Ilve load of 16.0 psf or 2.00 times flat roof load of 35.0 Psf on overhangs non -concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding.
6) This W ss has been designed for a 10.0 pat bottom Chad live load nonconcurent with any other live loads.
7)' This muss has been designed for a live load of 20.Opsf on the bottom chod in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chod and any other
members.
6)Bearing atjolnl(s)B considers parallel to grain value using ANSUTPl1 angle to grain formula. Building designer should vanity capacity of bearing surface.
9)P avide mechanical connection (by others) oftruss to bearing plate capable ofwf@standing 100 to uplift at joint(s) except Ot=lb)B=209, J=202.
10) This muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI I.
11) "Semi-rigid pitchbreak, with fixed beets" Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S) Standard
I
5x8= 3x10= 5x6= Scale=1:55.4
1.5x411 Ik10= 5x8= 3x10= 3x6=
hP"1
SPACING- 2-0-0
CSI.
DEFL. in floc) IIdell Ud
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.]8
Vert(LL) -0.11 B -M >999 360
MT20 220/195
(Roof Bn.w=35.0)
Lumber DOL1.15
BC 0.51
Vert(TL) -0.1] L -M >999 240
TOOL ]A
Rap Stress lncr YES
WB 0.84
H.ruTQ 0.08 1 We n/a
BCLL
),o
Code IRC2012rTP12007
(Matrix)
Wind(LL) 0.04 B -M >999 240
Wei9hC18]Ib FT=20%
BCDL
LUMBER-
BRACING.
TOPCHORD2x4DF180oF1.6E.12 x4 DF Na.18Btr
TOPCHORD Sheathed or 3-1-15 cc pudlns, except end verticals.
BOTCHORD 2x4 OF 180OF 1.6E or 2%4 OF No.18Btr
BOTCHORD Rigid ceiling directly applied or 10.00 cc bracing.
WEBS 2x4 OF SIudlStd'Exaept'
WEBS 1Raw at midpt E -L, EJ, G-1
W2,W8: 2x4 DF 180OF 1.6E.12x4 OF NaAaEtr
MiTek recommends that Stabilizers antl requiretl cross bracing be installed tluring
trusseracti.n in accordance with Stabilizer Installation guide.
REACTIONS. (Iblaize) B=1517/05-3 (min. 0-2-4),1=1402)Mechanical
Max Harz B=220(LC 10)
Max UpliftB=-2]2(LC 10), 1=-184(LC 11)
Max Gmv B=2093(LC 29), 1=165129)
FORCES. (lb) -Max. Camp.IMax.Ton. -All forces 250 (to) or less except men shown.
TOP CHORD B -N=-30541352, 6N=-26381388, C -D=-20551295, 0.E=-05331306, E-0=-1183/208, F-0=-11]8120],
F.G=-13841206
BOTCHORD B-M=-435R429,L-M-435I2429,L-P=-24511]]1, K-P=-24511]]1,K-0=-24511]]1,J-0=-245111]1,iJ -9018]0
WEBS GL= -1018/249,0.L= -25/4]5,E -L=-3811254, E-J=-9651196,FJ=-34I282,G-J=-1151698,G-i=-163011]2
NOTES.
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=E5ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable and zone;
cantilever leg and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL ASCE 7-10; Pf=35.0 psf (gat of snow); Category ll; Exp C; Fully Exp.; C1=1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater f min roof live load of 16.0 psf or 2.00 times gat mof load of 35.0 psf on overhangs non-concument with other live loads.
5) Provide adequate drainage to prevent water pending.
6) This truss has been designed for a 10.0 psf bottom choM live load nonconeument with any other live toads.
T) • This truss has been designed for a live load of 20.Opaf on the bottom chard in all areas where a rectangle 38.0 tall by 2-0.0 wide will ft between the bottom chord and any other
embers, with BCDL = ].Opsf.
8) Refer to glaler(s) for muss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=1b) D=2]2,1=184.
10) This muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1.
11) "Seri pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this toss.
LOAD CASE($) Standard
&12 MITI 8H— Scala=1:58]
3x4= 2x4 II
TOLL " 35A SPACING- 2-0-0 051. DEFL. in floc) push Ltd PLATES GRIP
(Roof Snaw=35.0) Plate Grip DOL 1.15 TC 0.75 Ved(LL) -0.29 G -H >872 360 MT20 2201195
TCDL 7.0 Lumber DOL 1.15 BC 0.52 Ved(fL) -0.52 G -H >490 240 MT18H 2201195
Rep Stress Inc, YES WB 0.93 Hom(TL) 0.04 G rile rile
pf1, 0.0' Code IRC2012,TP12007 (Matnx) Windf-L) 0.04 B -I >999 240 WeighC11711b FT=20%
LUMBER.
TOP CHORD 2x4 DF 1800E 1.8E or 2x4 DF No48Bv
BOT CHORD 2x4 DF i800F 1.6E or 2x4 DF Nod88ir
WEBS 2x4 OF StudlStd•Exceph
W3: 2x4 OF 1B00F 1.8E or 2x4 DF N048Btr
REACTIONS. (Iblsize) G=104610.5-8 (min. b1 -e), 13=116210-8-8 (min. 0.1-14)
Max Harz 8=304(LC 10)
Max Up1i8G=225(LC 7), B=-209(LC f 0)
Mex GrevG=1405(LC 25), B=1737(LC 26)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All farces 250 (16) or less except when shown.
TOP CHORD B -C=-23701248, CJ 13511135, 0.J=-13101160, 6E=-9481189, F -G=-292161
BOT CHORD B -I=-41811847, H-1=41811847, H -L=-135037, L -M=-135037, G -M=-1351737
WEBS C -H= -10421265,E -H=-122027, E -G=-12761241
BRACING-
TOPCHORD
Sheathed or 3-7-5 be purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
WEBS
1Raw at midst E -G
MiTek recommends that Slebilizers and required croas bracing be installed during
truss erection, in acwrdance with Stabilizer Installation guide.
NOTE8-
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=42psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed: Lumber DOL=1.33 plate gds DOL=1.33
2) TOLL: ASCE 7-10; P"5.0 psi (dot roof snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced snowloads have been considered forthls design.
4) This truss has been designed forgrealerof min roof live load of 20.0 fist or2.00 times flat mof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
e) All plates are MT20 plates unless otherwise indicated.
T) This truss has been designed for a 10.0 psf bottom chad live load nanwnwment with any other live loads.
8)' This moss has been designed for a live load of 20.Opsf on the bottom choN in all areas where a rectangle 3-6-0 all by 2-0-0 wide will fit between the bottom chord and any other
members, with BCDL= 7.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at Joint(s) except Qt=1b) G=225, B=209.
10) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802402 and referenced standaN ANSI?PI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this moss.
LOAD CASE(3) Standard
4x8 II Scale=1:54.3
3x4= ave=
mu t,',
SPACING 2-0.0
CSI.
DEFL
in floc) Ildefl Ud
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.54
Veri(LL)
-0.13 G -H >999 360
MT20 2201185
(Roof Sno,35.0)
Lumber DOL1.15
BC 0.35
Ved(TL)
-0.20 G -H >999 240
TCDL 7.0
Rep Stress [nor VES
WE 0.17
HOR(TL)
0.05 F We nla
BCUL 00
Cotle IRC2012?PI2007
(Matrix)
Wind(LL)
0.05 F -G >999 240
Weight: 99 In FT=20%
BCDL
LUMBER-
BRACING.
TOPCHORD2x4OF180OF1.6E or 2x4 OF No.l&Str
TOPCHORD Sheathed or 46.9 ac purlins.
BOTCHORD 2x4 OF 1 BODF 1.6E or 2x4 OF No.18Btr
BOTCHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2.4 OF 1800E 1.6E ar 2.4 OF No. I&Sir•ExcapC
MiTekrecommends Net Stabilizers and required cross bracing be installed during
W2: 2x4 OF SMud/Std
wss erection in accordance Win Stabilizer Installation guide.
REACTIONS. (Ib/size) F=1101104.8 (min. 0-0.8), B=121710-&8 (min. 0.1-8)
Max Ho2B=186(LC9)
Max Uplif1F= 203(LC 11), B=-239(LC 10)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All fomax250 qb) orless exce,dmon shown.
TOP CHORD B -C=-17641314, GI= -15261317, D -I=-13911339, 0.J=-14011345, EJ= -153]1323, E -F=-17751320
BOTCHORD B -H=-31311414, H -K=-1031932, K -L=-103/932, G -L=-1031932, F -G=-20111434
WEBS 0.G=-1781659, E -G=5261248, 0.H=-171/626, C -H=6001244
NOTE&
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf BCDL=4.2psf, h=258; Cat. ll; Exp C; enclosed; MWFRB (envelope) gable end zone;
canfilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; PK35.0 psf (Oat roof sce g; Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snowloads have been considered forthis design.
4) This truss has been designed for greaterof min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf an ovemangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent With any other live loads.
6) - This truss has been designed fore live load of 20.Dpsf on the bottom chord in all areas ulnare a rectangle 3- tall by 2-0.0 wide will fit between the bottom chord and any other
members, Wth BCDL= 7.Opsf.
7) Provide mechanical cnnnecfion (by others) of Miss to bearing plate capable of wthstanding 100 lb uplift at jalnt(s) except 61=Ib) F=203, 3=239.
8) This truss is designed in accordance wth the 2012 International Residenfial Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I.
9) "Semi-rigid pitchbreaks wth fixed heels" Member end Mary model was used In the analysis and design of This truss.
LOAD CASE(S) Standard
5,6 = Scale =1:60.5
2xl=
D
M L K J I AF H 3x4=
""� w"1
TCLL 35.0
SPACING- 2.0.0
CSI.
DEFL. in (loo) IldeR Ltd
PLATES GRIP
(Roof Snow=35.7
Plate Grip DOL 1.15
TC 0.53
Ved(LL) -0.07 F -G >999 360
MT20 2201195
Lumber DOL 1.15
BC 0.26
Wrt(TL) -0.16 F -G >880 240
BCLDL 0.0
Rep Busse Inc r YES
WE 0.94
Ho2(TL) 0.01 F We W.
BCDL 7.0
Cotle IR02012UP12007
(Matrix)
Wind(LL) 0.04 F -G >999 240
Weight: 1481b FT=20%
LUMBER-
BRACING-
TOPCHORD2x4BE1800F1.6E or 2x4 DF No.18Btr
TOPCHORD Sheathed or 54-11 oc purlins.
BOTOH0RD 2x4 DF 1800F 1.6E or 2x4 BE No,18Btr
BOTCHORD Rigid ceiling directly applied or 6-0.0 oc burring.
WEBS 2x4 OF SIudIStd
OTHERS 2x4 OF StudlSttl
MiTek recommends tM1at Stabilizers and required cross bracing be installed tluring
truss erection In acceMence with Stabilizer installation quia..
REACTIONS. All bearings 11-7-0 except (jt=length) F=088, 11=0.3-8, 11=038.
(Ib)- Max Hoa B=186(LC 7)
Max Uplift All uplift 10016 or less at joint(s) B, M except F=-150(LC 11), J=-304(LO 10)
Max Gmv All reactions 25016 or less at joint(s) I, K, L, M, H, H except F=741(LC 18), 8=296(LC 17), J=1167(LC 1)
FORCES. fib) -Mex. Comp.IMax. Ten. -All forces 250(Ib) or less except when shown.
TOP CHORD 0.AD=-101335, 0.AE=-8811247, E -AE= -8671225, E -F=1082222
BOT CHORD I -J= -81267.1 -AF= -81267, H -AF= -81287, H -AG= -81267, G -AG= -81267, F -G=-1171868
WEBS 0.G-1911(351, E -G=-5461250, DJ= -8591181, C -J=-538255
NOTES -
1) W nd'. ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2ps[ BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end tone;
cantilever left and right exposetl; Lumber DOL=1.33 plate gip DOL=1.33
2) Truss designed for wind loads in the plane of the buss only. For studs exposed to wmd (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSIITPI 1.
3) TCLL ASCE 7-10; Pf=35.0 psf (flat of snow); Category 11; Exp C; Fully Exp.; Ct=1
4) Unbalanced snow loads have been considered for this design.
5) This bass has been designed for greater of min roof live load of 16.0 psf or 2.00 times Rat roof load of 35.0 psf on overhangs non -concurrent with other live loads,
6) All plates are 1.5x4 MT20 unless olhenuse indicated.
7) Gable studs spaced at 2.0.0 oc.
8) This bass has been designed for a 10.0 psf bottom chard live load non.orrament vnth any other live loads.
9) `This truss has been designed for a live load of 20.Opsf on the bell.. chord In all ..as where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other
members, with BCDL = 7.Opsf.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, M except jt=1b) F=150, J=304.
11) This truss is designed in accordance vnth the 2012 International Residential Code sections R502.1 1A and R802.10.2 and referenced standard ANSI?PI 1.
12) "Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
N12 MT10H 11 Scale: 3110"=1'
WEDGE
Right: 2x4 OF Seri
REACTIONS. (Iblaize) J=1 105210 -5-B (req. 0-5-14), B=926310-58 (min. 0-4-15)
Max Hoa B=185(LC 7)
Max UplifIJ=-1766(LC 11), B=-938(LC 10)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (11h) or less except when shovm.
TOP CHORD B-C=-163]213024,C-D=-1]30313206,0.R=-1457612525,E-R=1451112531,E-F=-1202012026,F-G=-1202012024,
G.S=-1444012299, HS=44522229$ H -1=-17100267Q W=-1780712811
BOTCHORD BA= -2680/14042, P.Q=-2680/14042, P -T= -2777114913,0 -T= -2777114913,O -U=-2123/12534, N -U=-2123112534,
N -V=-1866/12473, V -W=-1866/12473, WW= -1866112473, M -X=-2207114754, L -X=-220]114]54, L -Y=-2383115277,
K -Y=-23831152]], K -Z=-23831152]], J-2=23831152]]
WEBS OQ-10711219, C -P= -27511098,D -P=-108214147, D-0=389111065, E -0=-11341521q E -N=-067711074, F -N=-1941111672,
G -N-42731614, G -M=-59314703, H -M=34541595, H -L=-52713585, I -L=895200, I -K-1561689
NOTES -
1)2 -ply truss to be connected together with 10d(0.131"x3'9 nails as follows:
Tap chards connected as follows: 2x4-1 new at 05--0 oc.
Bottom chords connected as follows: 2x8 -2 rews staggered at Gi oc.
Webs connected as follows: 2x4-1 row at 0-9-0 oc, 2x8-2 mwe staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) face in the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless othendse indicated.
3) Wind: ASCE ]-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. Il; Exp C; enclosed: MW FRS (envelope) gable end zone;
cantilever left and night exposed ; Lumber DOL=1.33 plate gnp DOL=1.33
4) TOLL ASCE 7-10; Pf 35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
fConllmUregmt pagey designed for greater of min roof live load of 16.0 psf or 2.00 times get met load of 35.0 psf on overhangs non-concunent with other live loads.
SPACING- 2-0.0
5X8 i
5x8
00 12
PLATES
GRIP
TCLL 35.0
Plate Gip DOL 1.15
4X12 i
E
Ved(LL)
-0.33 O >811 360
G
MT20
R
(Roof SnovF375.
Lumbar DOL 1.15
SC
0.88
48
.0.47 O >576 240
D
MT20HS
1651146
BCDL 7.0
Rep Stress nor NO
WB
3X6 0
HobCFL)
0.10 J me me
MT18H
2201195
BCDL 0.0
Code IRC2012,971 ]
C
Wind(LL)
0.13 O >999 240
Weight: 3451b
FT=20%
BCDL ] .0
"��
S28
BRACING-
TOPCHORD2x4DF1800F1.6Eor2x4DFNo.18Btr
TOPCHORD Sheathed or 1-11-10 ccpudins.
BOTCHORD 2x8 OF SS
BOTCHORD Rigid ceiling directly applied or 10-0-0
no bradng.
T20HS4 Q
P
TQUN VMWL
K
3.6 11
12x12 =
12X12 = 12x12 =
12%12 = 8x12 = 6x12 MT28H&O
OF No.1&Btr
3611
HGUS283
HGUS262
HUS26 HUS26 HUS26 HUS26
WEDGE
Right: 2x4 OF Seri
REACTIONS. (Iblaize) J=1 105210 -5-B (req. 0-5-14), B=926310-58 (min. 0-4-15)
Max Hoa B=185(LC 7)
Max UplifIJ=-1766(LC 11), B=-938(LC 10)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (11h) or less except when shovm.
TOP CHORD B-C=-163]213024,C-D=-1]30313206,0.R=-1457612525,E-R=1451112531,E-F=-1202012026,F-G=-1202012024,
G.S=-1444012299, HS=44522229$ H -1=-17100267Q W=-1780712811
BOTCHORD BA= -2680/14042, P.Q=-2680/14042, P -T= -2777114913,0 -T= -2777114913,O -U=-2123/12534, N -U=-2123112534,
N -V=-1866/12473, V -W=-1866/12473, WW= -1866112473, M -X=-2207114754, L -X=-220]114]54, L -Y=-2383115277,
K -Y=-23831152]], K -Z=-23831152]], J-2=23831152]]
WEBS OQ-10711219, C -P= -27511098,D -P=-108214147, D-0=389111065, E -0=-11341521q E -N=-067711074, F -N=-1941111672,
G -N-42731614, G -M=-59314703, H -M=34541595, H -L=-52713585, I -L=895200, I -K-1561689
NOTES -
1)2 -ply truss to be connected together with 10d(0.131"x3'9 nails as follows:
Tap chards connected as follows: 2x4-1 new at 05--0 oc.
Bottom chords connected as follows: 2x8 -2 rews staggered at Gi oc.
Webs connected as follows: 2x4-1 row at 0-9-0 oc, 2x8-2 mwe staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) face in the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless othendse indicated.
3) Wind: ASCE ]-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. Il; Exp C; enclosed: MW FRS (envelope) gable end zone;
cantilever left and night exposed ; Lumber DOL=1.33 plate gnp DOL=1.33
4) TOLL ASCE 7-10; Pf 35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
fConllmUregmt pagey designed for greater of min roof live load of 16.0 psf or 2.00 times get met load of 35.0 psf on overhangs non-concunent with other live loads.
SPACING- 2-0.0
CSI.
DEFL
in floc) Udell Ud
PLATES
GRIP
TCLL 35.0
Plate Gip DOL 1.15
TC
0.90
Ved(LL)
-0.33 O >811 360
MT20
2201195
(Roof SnovF375.
Lumbar DOL 1.15
SC
0.88
Veri
.0.47 O >576 240
MT20HS
1651146
BCDL 7.0
Rep Stress nor NO
WB
0.82
HobCFL)
0.10 J me me
MT18H
2201195
BCDL 0.0
Code IRC2012,971 ]
(Mae.)
Wind(LL)
0.13 O >999 240
Weight: 3451b
FT=20%
BCDL ] .0
LUMBER-
BRACING-
TOPCHORD2x4DF1800F1.6Eor2x4DFNo.18Btr
TOPCHORD Sheathed or 1-11-10 ccpudins.
BOTCHORD 2x8 OF SS
BOTCHORD Rigid ceiling directly applied or 10-0-0
no bradng.
WEBS 2x4 OF Stud/Std'Except'
We: 2x8 OF 38, W4, W1,W5: 2x4 OF 180OF 1.6E or 2x4
OF No.1&Btr
WEDGE
Right: 2x4 OF Seri
REACTIONS. (Iblaize) J=1 105210 -5-B (req. 0-5-14), B=926310-58 (min. 0-4-15)
Max Hoa B=185(LC 7)
Max UplifIJ=-1766(LC 11), B=-938(LC 10)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (11h) or less except when shovm.
TOP CHORD B-C=-163]213024,C-D=-1]30313206,0.R=-1457612525,E-R=1451112531,E-F=-1202012026,F-G=-1202012024,
G.S=-1444012299, HS=44522229$ H -1=-17100267Q W=-1780712811
BOTCHORD BA= -2680/14042, P.Q=-2680/14042, P -T= -2777114913,0 -T= -2777114913,O -U=-2123/12534, N -U=-2123112534,
N -V=-1866/12473, V -W=-1866/12473, WW= -1866112473, M -X=-2207114754, L -X=-220]114]54, L -Y=-2383115277,
K -Y=-23831152]], K -Z=-23831152]], J-2=23831152]]
WEBS OQ-10711219, C -P= -27511098,D -P=-108214147, D-0=389111065, E -0=-11341521q E -N=-067711074, F -N=-1941111672,
G -N-42731614, G -M=-59314703, H -M=34541595, H -L=-52713585, I -L=895200, I -K-1561689
NOTES -
1)2 -ply truss to be connected together with 10d(0.131"x3'9 nails as follows:
Tap chards connected as follows: 2x4-1 new at 05--0 oc.
Bottom chords connected as follows: 2x8 -2 rews staggered at Gi oc.
Webs connected as follows: 2x4-1 row at 0-9-0 oc, 2x8-2 mwe staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) face in the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless othendse indicated.
3) Wind: ASCE ]-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. Il; Exp C; enclosed: MW FRS (envelope) gable end zone;
cantilever left and night exposed ; Lumber DOL=1.33 plate gnp DOL=1.33
4) TOLL ASCE 7-10; Pf 35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
fConllmUregmt pagey designed for greater of min roof live load of 16.0 psf or 2.00 times get met load of 35.0 psf on overhangs non-concunent with other live loads.
7) All plates are MT20 plates unless othenhse indicated.
8) This turas has been designed for a 10.0 psf bottom chord live load nencancument with any dberlive leads.
9) • This moss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0.0 wide vall fm between the bottom chord and any other members.
10) WARNING: Required bearing size at joint(s) J greater than input bearing size.
11) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 th uplift at joints) except Gt=1b) J=1768, B=1738.
12) This moss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
13) "Send -rigid pitchbreeks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
14) Use Simpson Strong -Tie HGUS283 (36-1 Od Girder, 6-10d Truss) or equivalent at 6-2-4 from the left end to connect truss(es) Pot (3 ply 2x6 DF) to back face of bottom chord.
15) Use Simpson Strong -Tie HGUB2&2 (20-10d Girder, 6-10d Truss) or equivalent spaced at 2-&0 oc ma, starting at &1-6 from the left and to 1&1-6 to connect trusses) M01 (2 ply 2x4 OF), K01 (2 ply 2x4 DF) to back
face of bottom chord.
16) Use Simpson Strong -Tie HUS26 (14-10d Giller, 4-10d Truss) Or equivalent spaced at 2-13-0 Oc max. starting at 12-0-12 trom the left and to 14-&12 to canned truss(es) E01 (1 ply 2x4 DF), DOI (1 ply 2x4 DF) to back
face of bottom chord.
17) Use Simpson Stron9-Tw HUS26 (14.10d Girder, 6-10d Truss, Bingle Ply Gluier) or equivalent at 1&0-12 from the left end to connect truss(es) C01 (1 ply 2x4 DF) to back face of bottom chord.
18) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Gd Truss, Single Ply Gluier) or equivalent spaced at 2-0,0 cc max. sterling at 18.0.12 from the left end to 2&0-12 to connect mutates) Sol (1 ply 2x4 DF) to beck
face of bottom chord.
19) Use USP HUS26 (With 19d nails into Girder & 16d nails into Truss) or equivalent at 22-&12 from the left end to conned moss(as) B01 (1 ply 2x4 DF( to back face of bottom chord.
20) FIII all nail holes where hanger is in contact Wth lumber.
LOAD CASE(S) Standard
1) Dead +Snow, (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads into
Vert: A -F= -84,F -J=-84, 8-J=-14
Concentrated Loads (Ib)
Vert: P=-3637(B)K=-1388(B)T=-2255(B)U=.2182(B)V=-1839(6)W=-1919(8)X=-2200(B)Y=-1368(B)Z=-1388(B)
4x6 II 8na1a=1:53.9
I�
Plate Offsets
BRACING -
TOP CHORD 2x4OF1800F1.8E or 2x4 OF No.18Btr
TOP CHORD
Sheathed or 4-8-8 oc purlins.
BOT CHORD 2x4 OF 180OF 1.8E or2x4 OF No.18Btr
BOTCHORD
Rigid ceiling directly applied or 10-0-O oc bracing.
WEBS 2x4 DF 1800F 1.6E or2x4 DF No.18Btr•Except•
W2: 2x4 OF Stud/Std
LOADING (ps35.0
MiTek rewmmenus that Stabilizers and required cross bracing be installed during
CING-
2-0.0
CSI.
DEFL.
in (Ice) Well
Ltd
PLATES
GRIP
(Roof Snos,35.0)
Max 1.1pligB=-236(LC 10), F=-2W(LC 11)
Grip DOL
1.15
TC 0.53
VerhLL)
-0.13 H-1 >999
360
MT20
220/195
TCDL 7.0
:7P
ber DOL
1.15
BC 0.33
Ved(TL)
-0.20 H-1 >999
240
SCLL 0.0•
Stress lncr
YES
WB 0.17
Hcrz(TL)
0.05 F No
rile
BCOL 7.0
IRC2012RP@015
(Matrix)
Wind(LL)
0.04 B -I >999
240
Weight: 1.1311b
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4OF1800F1.8E or 2x4 OF No.18Btr
TOP CHORD
Sheathed or 4-8-8 oc purlins.
BOT CHORD 2x4 OF 180OF 1.8E or2x4 OF No.18Btr
BOTCHORD
Rigid ceiling directly applied or 10-0-O oc bracing.
WEBS 2x4 DF 1800F 1.6E or2x4 DF No.18Btr•Except•
W2: 2x4 OF Stud/Std
MiTek rewmmenus that Stabilizers and required cross bracing be installed during
treseerecfipn Inaccordance with Stabilizer Installation guide.
REACTIONS. (Iblese) 8=120710.3-8 (min. 0-1-8), F=120710-3-8 (min. 0-1.8)
Max Hom 3=190(LC 8)
Max 1.1pligB=-236(LC 10), F=-2W(LC 11)
FORCES. (lb) -Max. Comp.IMax. Ten, -All forces 250(Ib) or less exceptwM1en shown.
TOP CHORD B -C=-1]]51316, OJ= -1536/319, D =-1401/341, D -K=-1401/341, E -K=-1536/319, E -F=-1]75/316
BOT CHORD B-1=30511433, I -L=-941934. L -M=-941934. H -M=-941934, F -H=-177/1433
WEBS 0.11=-1741654, E-H=.5281246,0.I=-1741654,01=-528/246
NOTES
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=25fl; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; OF: 1
3) Unbalanced snow loads have been considered for this design.
4) This Was has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-coneument with other live loads.
5) This Was has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads.
6). This truss has been designed fora live load of 20.0psf on the bottom chord In all areas criers a rectangle 3-6-0 tall by 2-0.0 vide vitt ft between the bottom chord and any other
members, with BCDL= 7.0psf.
7) Provide mechanical connection (by others) of buss to hearing plate capable Of withstanding 100 to uplift at joint(s) except 9t=1b) B=238, F=236.
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 made[ was used in the analysis and design of this trues.
LOAD CASE(S) Standard
4x8 II Scale =1539
tlx4 = Sxfi =
I
LOADING (pe35.0
TCLL
SPACING 2-0,0
CSI.
DEFL.
in (loc) Iltleg L/tl
PLATES GRIP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TC 0.53
Wri(LL)
-0.13 G -H >999 360
MT20 2201195
]CDL 7.0
Lumber OOL 1.15
BC 0.35
Ved(TL)
.0.20 G -H >999 240
BCLL p,0 '
Rep Stress Incr YES
WB 0.17
HOrz(FL)
0.05 E nla a/a
BCDL 7,0
Code IRC2012?PI2007
(Matrix)
Wind(LL)
0.05 A -H >999 240
Weight: 9916 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4OF180OF1.6E or2x4 DF No.1&Btr
TOPCHORD
Sheathed or 4.8.6 oc purlins.
BOTCHORD 2x4 DF 180OF 1.6E or2x4 DF No.l&Btr
BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2x4 DF 180OF 1.6E or2x4 DF No.1&BV`Except'
MiTek recommentls thatStabllizers and required cross bracing be installed during
W2: 2x4 DF StutllSttl
Wss erection in accordance with Stabilizer Installation guide.
REACTIONS. (Iblsize) A=110210-3-8 (min. 0-1-8), E=121010-3-8 (min. 0-1-8)
Max Herz A=-185(LC 8)
Max Upliftk=-203(LC 10), E=-237(LC 11)
FORCES. (Ib) -Mex. Comp.IMax. Tan. -Aft fcrces250(to) tales exceptwhen shown.
TOP CHORD A.B=-1]90/322, B-1=-1 5 5113 2 5, C-1=-0415/34], CJ 14061342,D =.15411320.0.E=-17801317
BOTCHORD A -H=-31211449, H.K=-90539, K -L=-961939, G -L=-951939, E -G=17811434
WEBS C-G=1741838,0.G=-5121246, G11=-1801889, B -H=-538/249
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=258; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumbar DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; PF --35.0 psf (gat root snow); Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater f min roof live load of 16.0 pet or 2.00 times gat of load of 35.0 psf on overhangs non -concurrent Wth other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreat 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 346-0 tall by 2-0-0 vide will lit between the bottom chard and any other
members, with BCDL= T.Opsf.
7) Pravda mechanical connection (by others) Of ruse to bearing plate capable of vnthstaml 10016 uplift at jolnt(s) except Ut=11b) A=203, E=237.
8) This ruse is designed in accordance with the 2012 International Residential Code secttons R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1.
9) "Semi-rigid pitchbreeks with fixed heels" Member end fixity model was used in the analysis and design of this ruse.
LOAD CASE(S) Standard
4.4— Scale =1:55.2
axe= W V U T S R O P O N 3x4=
Ii
tv=35.0 SPACING- 2 -OO CSI. DEF=. in (loo) IItleO IJd PLATES GRIP
(Roof Sno,35.0) Piale Grip DOL 1.15 TC 0.13 Veri(LL] -0.00 L nlr 120 MT20 2201185
Lumber GGL 1.15 BC 0.06 Vena) 0.00 M nlr 120
BCLDL 0.0 Rap Stress Inc, IES WB 0.15 HaRQL) 0.00 L rile fila
BCDL ].0 Code IRC2012NP12007 (Matrix) Weigh1:118lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 OF ie00F 1.6E or2x4 OF No.18Blr TOPCHORD
Sheathed or 6-0-0oc purlins.
BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No &B BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 OF Smal6il
MiTekrE oOmmentlsthat Stabilizes and required cross bracing be installed during
truss erection in accordance with Stabilizer Installation guide.
REACTIONS All
(Ib) - Max Hos B=-190(02 8)
HomhearB-190(LO
Max uplift All uplift 10016orless at joint(s) atj)t(T,u,V, R,Q,pt =except
1), T=(0210),N=-121(3211)
Max Grav All reactions 2=302(LC1 j=273)$V,O except =21), T=302(021]), u=2]3(021]),
W=312(LC1),R=302(02 18),Q=2]3(02 18), N=312(02 1), L=25](02 1)
), C1),
FORCES. (Ib) -Max. Cemp.IMax. Ten. -All forces 250 (11h) or less exceptwhen shown
WEBS F -T=-275193, 0-W=-2521138, H -R=-27551, K -N=-2521138
NOTES-
1)
OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf,, BCDL=4.2psO h=25ft; Cat. 11; Exp Q enclosed; MWFR6 (envelope) gable end zone;
cantilever left and night exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed forwrid leads in the plane of the truss only. For studs exposed to windhournal to the face), see Standard industry Gable End Details as applicable, Or consult
qualified building designer as per ANSI/FPI 1.
3) TOLL ASCE 7-10; P1=35.0 psf (Oat reef snow); Category II; Exp C; Fully Exp.; Ct=1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min mof live load of 16.0 psf or 2.00 times Oat roof load of 35.0 psi on overhangs non-cancunent with Other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
]) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 Oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent Win any other live load..
10)' This truss has been designed fare live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 Wide wfi11 fit between the bottom chord and any
other members.
111 Provide mechanical connection (by others) of "as to bearing plate capable of withstanding 10016 uplift at joint(s) B. T. U, V, R, Q, O, L except (jt -lb) W=122, N=121.
12) This toss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
13) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this truss.
LOAD CASE(S) Standard
d
4x
4x6 II Scale=1:53.9
(I
LOADING (psTCLL 350
SPACING- 2-0.0
C31.
DEFL. in (loo) Udall Lltl
PLATES GRIP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TC 0.51
Vert(LL) -0.13 G -H >999 380
MT20 220/195
TCDL ].0
Lumber DOL 1.15
SC 0.33
VertQL) -0.19 G -H >999 240
BCLL 0.0'
Rep Stress lncr YES
WB 0.16
HorzQL) 0.04 E r nla
BCDL 7.0
Code IRU012/FPI200]
(Matrix)
Wind(LL) 0.05 A -H >999 240
Weight: 98 to FT=20%
LUMBER-
BRACING
TOP CH0RD 2x4 OF 1800F 1.8E or2x40F No.1&BV
TOPCHORD Sheathed or 48-0 cc pudms.
BOT CHORD 2x4DF 1800F 1.6E or 2x4 OF No.i&Bg
BOTCHORD Rigid ceiling directly applied or 10.0.0 cc bragng.
WEBS 2x4DF1800F1.6Eor2x4DFNo.1&Btr•Exc.d'
MiTek recommends that Stabilizers and required orces bracing be installed during
W3,W4:2x4 OF Stud/Std
truss erection In acoordance with Stabilizer Installation guide.
REACTIONS. (Iblsize) A=108710-5-8 (min.0-1-8), E=119510.3.8 (min. 0-1-8)
Max He.A=-185(LC e)
Max UpliM=-198(LC 10), E=.235(LC 11)
FORCES. (Ib) -Mex. Comp/Max. Ten. -All fames 250 (to) or less except when shown.
TOP CHORD A -B=-1]141306, &1=-14]91311, C-1=-134]1333, C -J=-13881342, D -J=-15211320, 0.E=-1]531313
BOTCHORD A-H=-29411364,H.K=-91I915,K-L=-911915,GL=-911915, E -G=-1]511411
WEBS &H=4891238, 01-1=-1681614. GG= -178I641, t G=-5081246
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) VdRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25R; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1
3) Unbalanced snow loads have been considered for this design.
4) This house hes been designed for greater of min roof live load of 16.0 psf or 2.00 Mmes gat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chaN live load nanconcurnmt with any other live loads.
6) • This tress has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0.0 wide Will fit between the bottom chore and any other
members, with BCDL = ].Opsf.
]) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at john(s) except 01,11d A=198, E=235.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802AG2 and referenced standard ANSIRPI 1.
9) "Semi-rigid pitchbreaks wth fixed heels" Member end fixity model was used in the analysis and design of this toss.
LOAD CASES) Standard
2x4 =
Scale =1:2].0
LOADING (psf)
TCLL 35A
SPACING- 2 -PO
CSI.
DEFL in doc) Ildeg Ud
PLATES GWP
(Roof Snav�37
Plate Grip DOL 1.15
TC 0.64
Ved(LL) -O.Ofi H -O >999 360
MT20 220/185
TCLL ].0
Lumber DOL 1.15
BC 0.22
V.mCrL) -0.11 B -D >600 240
BCLL 0.0
Rep Stress lncr VES
WB 0.00
HorzCrL) -0.00 C We .1.
BCOL ] .0
Code IRC2012?PI20W
(Mama)
Wind(LL) 0.00 B — 240
Weight: 19 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4DF1600�1. 6E or2v4DFN.,1SDtr
TOPCHORD Sheathed or 6-0-0 cc pudins.
SOT CHORD 4x4 OF 1800F 1.6E or 2x4 OF No. aBtr
BOTCHORD Rigid ceiling directly applied or 10-0-0 ac bracing.
MiTek recon ends the'Stabilizers end required cress bratlng be installed during
truss erection in tme rdancesnth Stabilizer Installation guide,
REACTIONS. ((blaze) 0=2211Mechaniwl, 13=40210-5.8 (min. 01-8),D=40110echenical
Max Herz 8=163(LC 10)
Max UpliftC=-131(LC 10), B=E4(LC 10)
Max Gres C=28](LC 1]), 8=422(LC 1]), D=g](LC 5)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250( Ib) or less exceptsAen shown.
NOTES
1) Wind: ASCE ]-10; Vult=115mph (Zsecond gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=258; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zona;
cami.ser left and right exposed ;Lumber OCL=1.33 plate gnp DOL=1.33
2) TCLL; ASCE 7-10; Pf=35.0 psf (fiat roof snow); Category II; Exp C; Fully Exp.; Ct= 1
3) Unbalanced an= loads have been considered for this design.
4) This these has been designed for greater of min roof live load of 16.0 psf or 2.00 times Oat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) This tress has been designed fora 10.0 psf bottom chard live load nonconcument with any other live loads.
6) `This thee. has been designed fora live load of 20.0paf on the bottom chord in all areas where a rectangle 3,6u3 tall by 2-0-0 wide unit ft between the bottom chord and any other
members.
]) Referto girder(s) for INse t0 mess W nnedions.
8) Provide mechanical connection (by others) of those to bearing plate capable of wdhstanding 100 he uplift atjoirn(s) B except jt, -Ib) 0=131.
9) This tress is designed in accordance Wth the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1.
10) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design ofthis tress.
LOADCASE(S) Standard
n
3x4. 1.5x4 11
8ca1e=1:27.4
Lv"I SPACING- 2-0.0 CSI. DEFL. in (lac) IItleO L/tl PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.54 VerftL -0.13 C -E >515 300 MT20 2201195
(Roof SnovF35.0) Lumber DOL 1.15 BC 0.44 Ved(fL] -0.20 GE >338 240
TCDL ]A Rep Stressincr VES WB 0.00 Horz(R) 0.15 E nla rile
BOOL �,0 CoBCLL tle IRC2012FP12007 (Matrix) Wnd(LL) 0.00 GE >]2] 240 Weight. 211b FT=20h
LUMBER- BRACING.
TOP CHORD 2x4OF1800F.6E or2x40F Na,1&Btr TOPCHORD Sheathed or 6-0-0 cc purlins.
BOT CHORD 2%4 OF 1800 1
F 1SE or2x4 DF No.1&Btr'ExcepC BOTCHORD Rigid ceiling directly applied or6-0-0 ac bracing.
B2: 2x4 OF Stud/Std MiTek recommends that Stabilizers antl requiretl cross bmring be instelletl during
fuss arecllon In acwrdancevnin Stabilizer Installation anfide.
REACTIONS. (Iblsize) D=1]6)Mechanical, B=402/0-5-8 (min. 0-1-8), E=91IMechanical
Max Holz 8=163(C f 0)
Max UpliftD=-S9(LC 10), B=-64(LC 10), E=-10(LC 10)
Max Gmn,D=224(LC 1]), 8=422(LC 1]), E=103(LO 1])
FORGES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (to) or less except when shown.
NOTES
1) Wind ASCE 7-10, Vu11=115mph (3 -second gnet) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25fi; Cal. ll; Exp C; enclosed; MWFRS (envelope) gable and zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL : ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp G Fully Exp.; Ct= 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 35.0 psf on overhangs non-concunent with other live loads.
5) This Russ has been designed for a 10.0 psf bottom chord live load nonaoncunent with any other live loads.
6) `This Russ hes been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by &0.0 wide will ft between the bottom chord and any other
members.
]) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of wflhstart ing 100 Is uplift atjoint(s) D, B, E.
9) This tense is designed in accordance Wth the 2012 International Residential Code sections R5D2.11.1 and R802.10.2 and referenced standard ANSI"'PI 1.
10) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this muss.
LOAD CASE(S) Standard
I
Scele=1:19.9
LOADING(psq
SPACING- 2-0.0
CSI.
DEFL. in (loc) Iltleg Lltl
PLATES GRIP
TCLL 35.0
(Roof Sn0w=35.0)
Plate Grip DOL 1.15
TO 0.21
Ved(LL) -0.01 &D >999 3fi0
MT20 2201195
TCDL ]A
Lumber DOL 1.15
BC 0.08
Verl(rL) -0.02 &D >999 240
BCLL 0.0'
RepStress the' VES
W B 0.00
Horz(TL) -0.00 C rile n/e
BCDL 0
Code IRC3012/fP1 2007
(Metrix)
Wind(LL) 0.00 B "" 240
Weighty 1311, FT=20%
LUMBER-
BRACING-
TOPCHORD2x4OF1606F1.EE ar 2x4 DF No.i&Bir
TOPCHORD Sheathed or 3-11-11 oc purima.
SOT CHORD 2x4 OF 1800F 1.8E or 2.4 OF No.i&Btr
BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
MiTek recommends Net Stabilizers and required cross bracing be installed during
truss erecllon In aaendance with Stabilizer Installation guide.
REACTIONS. (Ib/size) C=135/Mechanical, 8=309M.M (min. 0-1-8),
D=26/Mechanica1
Max Harz 8=115(LC 10)
Mex Uplift0= 82(LC 10), B=-5](LC 10)
Max G.C=164(LC 1]), 8=320(LC 1]), D=63(LC 5)
FORCES. (Ib) -Max. Comp.IMax.Ten.-All f0rce5250(Ib)arlessexceptwLen shaven.
NOTES -
1) Wind: ASCE 7-10; Vu11=115mph (3-sewnd gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLLASCE 7-10; Pf=35A psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=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 gat roof load of 35.0 psf on overhangs non-cancunent with other live loads.
5) This Was has been designed for a 10.0 psf bottom chord live load nonconcuma nt 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 M$ tall by 2-0.0 wide wit the bottom chord and any other
members.
)) Refer t0 glydegs) for tN33 t01mSs connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) C, B.
9) This Was is designed in accordance with the 20121ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreeks with fixed heals" Member end fixity model was used In the analysis and design of this truss.
LOAD CASES) Standard
n Scale =1:19.8
TCLL V w=35.0 SPACING- 2-0.0
(Raaf Snow=35.0) Plate Grip DOL 1.15
TCDL ].0 Lumber DOL 1.15
BOLL 0.0 Rep Stress trier YES
BOOL ].0 Code IRC2012?P1200]
C.SL
TC 0.23
BC 0.13
WS 0.00
(Metrix)
DEFL.
Vert(LL)
Verl(TL)
Hoa(TL)
Wind(LL)
in (lac) Ildefl Ud
-0.02 F >999 360
-0.04 F >898 240
0.03 E We nla
0.02 F >999 240
PLATES GRIP
MT20 2201195
Weight: 15 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4OF180OF1.6E or2x4 DF Ne.1&Btr
TOPCHORD Sheathed or 8.11-1l oc pudins.
B0T CH0RD 2x4 OF 1800F 1.6E or 2x4 DF No. &Z
BOTCHORD Rigid ceiling directly applied or &M oc trading.
B2: 2x4 OF StudlStd
MRek recommends that Stabilizers and required cross bracing be installed during
Cross erection in ccordance with 3tabilizerinstallation aide.
REACTONS. (Iblsize) 0=99110echanicel, B=309N-&B (min. 0.1-e), E=63111Vlechanical
Mex Hca 8=115(LC 10)
Max UpliftD -48(LC 10), B=5](LC 10), E=-18(LC 10)
Max Grev D=118(LC 1]), B=320(LC 1]), E=]2(LC 1])
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250(Ib) or less except when shown.
NOTES
1) Wind: ASCE ]-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=250; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL : ASCE 7-10; Pf=35.0 pelf (Oat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designetl for greater of min mor live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrem with any other live loads.
6)' This Muss has been designed for a live load of 20.Opsf on the bottom chord in all areas ulnare a rectangle 3-6-0 tall by 2-0.0 wide Ml fit between the bottom chord and any other
embers.
T) Refer to girder(s) for truss to tNSS connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 to uplift atpint(s) D, B, E.
9) This Muss is designed in accordance with Ne 2012 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSVTPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
A
Scala =1:12.9
TCLL
LOADING (Ps35.0
SPACING- 2-0.0
CSI.
DEFL. is (loo) IfdeO Lld
PLATES GRIP
(Roof SnovF35.0)
(R.&
Plate Grip DOL 1.15
TC 0.14
Vert(LL) -0.00 B >999 360
MT20 2201195
].0
TCDLBCLL
Lumber DOL 1.15
BC 0.02
'am"! -0.00 &D >999 240
0.0'
Rep Stress lncr VES
WE 0.00
Hoa(TL) -0.00 C nla nfa
BCDL ].0
Code IRC2012?PI200]
(Matrix)
Wind(LL) 0.00 B " 240
Weight: S lb FIT =20%
LUMBER-
BRACING -
TOP CHORD 2x4DF1800F1.6E or 2x4 OF No.1&Btr
TOPCHORD Sheathed ori -11-11 Oc purlins.
BOTCHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr
BOTCHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
MiTek recommends Mat Stabilizers and required cress bracing be installed tlunng
truss erection in accordance with Stabilizer Installation guide.
REACTIONS. (le) 3=21510-5-8 (min. 0-0.8), D=13IMecM1anicel, C=531Mechanical
Maxx Hoa B=69(LC 10)
Max UpliftB=10), C-3](LC
Max GravB=250(L250(LC 16), D=33(LC 5), 5), C=59(LC 1])
FORCES. (Ib) -Max. Comp.)Max.Ten.-All forces 250(Ib) or less exceptwhen shown.
NOTES.
1) Wind: ASCE 7-10; Vult=115raph (3Aecond gust) V(IRC2012)=91 mph; TCDL=4.3psf, BCDL=4.2pst, h=25h; Cat. II; Exp q enclosed; M WFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL ASCE 7-10; Pf=35.0 pad (gat roof snow); Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow, loads have been considered for this design.
4) This Imss has been designed for greater of min roof live load of 16.0 pad or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent Wth Other live loads.
5) This Imss has been designed for a 10.0 psf bottom client live load nonconcument wth any other live loads.
6)- This truss has been designed for a live load of 20.0psf on the bottom chord in all areas Wnere a rectangle 3 -0 tall by 2-0.0 Woe will fit between the bottom chord and any other
embers.
]) Refer to girder(s) for house to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of vAhstanding 100 Is uplift at joint(s) B, C.
9) This truss is designed In accordance vnth the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P11.
f 0) "Semi-rigid pitommaks With fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
12x12= G-To=t55.s
4x8= 3x4= 3sip= 1.5x411
2s411 1.5x411 3x10= 1.5x411 3x8=
Plate Offsets MY)— fB:0-8-12,Edgel
[13:0-9-O.Edge]
TO(pal)
3500
2-0.0
Cal
DEFL,
in (loo) IldeO
Lid
PLATES
GWP
(R.& SnovF3500)
(Roof
Plate Grip DOL
1.15
TC 0.46
Vmtg_Q
-0.12 M -N I.
I.
360
MT20
2201195
TCLL ].0
Lumber DOL
1.15
BC 0.40
VmbTL)
240
BOLL 0.0'
Rep Stress lncr
YES
WB 0.50
HorzQL)
0.12 1 nla
nla
BOX 7.0
Code IRC2012fTP12007
(Matrix)
Wind(LLj
0.05 B -O >899
240
WeighC38811,
FT=20%
LUMBER -
TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.13Btr'Except-
T1: 2x8 DF SS
BOT CHORD 2x6 OF 1800F 1.6E or 24 OF SS 'Except'
84,05: 2x4 OF 180OF 1.8E or 2x4 OF No.'I3BIr
WEBS 2%4 OF StudlStd'Except'
WS,W9: 2x4 DF 1800F 1.6E or2x4 OF N0.13Btr
REACTIONS. (Ib/size) A=1405/0.5.8 (min. (1-1-8),1=14051Mechanical
Max Harz A=231 (LO 10)
Max UpliftA=-21 l(LC 10), 1=-328(LC ])
Max GmvA=1658(LC 25),1=2196(LC 24)
BRACING-
TOPCHORD Sheathed or 3A-0 cc puriics, except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
FORCES. Qb)-Max. CompJMax. Ten. -All forces 250 (lb) or less except wfien shown.
TOP CHORD A -Q=-973/18, B -Q=-842121, B-0=-36211538, 60=-30181465, 0-E=-29991474, E -R=-30001475, F -R=-30001475,
F -G=-24601374, H-1=-321/88
BOT CHORO B -P=531289, 3-0=$3013338, &0=.63113342, M -N=-40812519, E -M=-0011150, J -K=-24411621, W=-24411621
WEBS C-O—ISQ90, C-14=-1597/349, fYN=-154510,D-M=-1831837, K -M=-35412271, F -M= -153020,F -K=-12951262, G -K=-19311237,
G1=44401367
NOTES -
1) 2-plytmss to be connected togetherwith 10d (0.131"x3") nails as follows:
Top chortle connected as follows: 2x8- 2 rows staggered at 0.9-0 ac, 2x4 -1 now at 0-9-0 cc.
Bottom chords connected as followrs: 2x6- 2 rows staggered at 0-9-0 cc, 2x4-1 row at 0.9.0 cc.
Webs connected as follows: 2x4-1 now at G5-0 cc.
2) All loads are wnsidered 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 olherwfse indicated.
3) Wind ASCE ]-10; VUIt=11graph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumbar DOL=1.33 plate grip DOL=1.33
4) TOLL: ASCE 7-10; Pf=35.0 psf (Oat of snow); Category 11; Exp C; Fully Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water pending.
1L]ontinukeean Aegean designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads
NOTES -
8) `This tress has been designed for alive load of 20.0psf an the bottom chow in all areas vAmm a rectangle 3-l60 tall by 2-0.0 wide will ft between the bottom choM and any other members.
9) Refer to girders) for tress to tress connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except Qt=1b) A=211,1=328.
11) This muss Is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1.
12) "Semi-rigid pitchbrealm with fixed heels" Member end fixity modal was used in the analysis and design of this truss.
LOAD CASE(S) Standard
6x8= 3x10= 3x411 Srals=1'47.1
5.8- 1.5x4 II 4x4 =
TELL `.35.0
SPACING- 2;(1
CSI.
DEFL.
in floc) Ili Ud
PLATES GRIP
(Raaf Snovr-35.0)
Plate Grip DOL 1.15
TC 0.78
Vetl(LL)
-0.19 B-1 X999 360
MT20 2201195
TCDL 7.0
Lumber DOL 1.15
BC 042
Mai
.0.41 &I X632 240
BCLL 0.0 '
Rep Stress IiYES
WB 0.51
HomTQ
0.04 G me me
BCDL 7.0
Cotle1RC2012,TP12007
(Matrix)
Wini
0.03 B-1 X999 240
Weight: 11411, FT=20%
LUMBER-
BRACING-
TOP CHORD 2x4 DF 180UF 1.fiE or2x4 DF No.18BIr
TOP CHORD Sheathed or 4-1-14 cc purlins, except end verticals.
BOTCHORD 2x4 DF 1800F 1.6E or 2x4 DF No.188ir
BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 DF Studand"Except'
WEBS
IRaw at mitlpt E-G
W3,W4:2e4 DF 180OF 1.6E or 2x4 DF No.188V
MiTek that Stabilizers and required cross bracing be Installed during
m.xmmentls
truss erection In accordance Win Stabilizer Installation nide.
REACTIONS. (Iblsize) G=104610i (mm.0-1-10), B=11fi2N-5-8 (mm.0 i-12)
Max Hoe B=256(LC 10)
Max UpliftG=-235(LC 7), B=-205(LC 10)
Max GuvG=1523(LC 25), B=1620(LC 26)
FORCES. (Ib) -Mex. Comp.lMax. Ten. -All forces 250 fib) or less except when shaven.
TOP CHORD BJ= -2176/256, GJ= -18401275, C -D=-14011190, 0.E=-1151/199, F -G=-340112
BOTCHORD B.I=-40311718,H-1=.18111132,G-H=-18111132
WEBS P1=-7911233. E-1=-1051523. E -G=-15931255
NOTE&
1) Wind: ASCE T-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25tt; Cat. 11; Exp G enclosed; M WFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate gap DOL=1.33
2) TOLL: ASCE 7-10; Pf=3i psf (flet mof snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This Imes has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-wnwnent with other five loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonwncumeat with any other live loads.
7)' This suss has been designed fora live load of 20.Opsf on the bottom chord in all areas more a rectangle 3-&0 tall by 2.00 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 10011, uplift at joint(s) except 91=Ib) G=235, B=205.
9) This truse is designed in accordance with the 2012 International Residential Cotte sections R502.11.1 and R802.10.2 and referenced standard ANSVfPI 1.
10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this cause.
LOAD CASEIS) Standard
3x4 II Scale =1:104.0
3x4/i P O N M L K J
3x4 =
Plate Offsets (X,Y)—
IB:Ba-0,0-307,
ID:Edge,0-1-8]
TOP CHORD Sheathed or 6.0.0 oc pudins, except and verticals.
BOTCHORD 2x4 DF 1800F 1.8E or 2x4 DF No. f&Btr
BOT CHORD Rigid ceiling directly applied or 10.)H0 oc bracing.
WEBS 2x4 OF Stud)Std
WEBS 1ROw at midpt E -N, 60
OTHERS 2x4 OF 1800E 1.8E or 2x4 OF No.1&5tr`ExceW
ek recommendsihai Stabilizers and required cross bracing be installetl during
LOADING (psi
[—MIT
tmss erection in accordance witM1 Stabilizer Installation guide.
SPACING- 2-0.0
CSI.
DEFL
in goal
IIdeX
LIE
PLATES
GRIP
TCLL 35.0
M=553(LC 16), K=44¢(1-0 2)
Plate Grip DOL 1.15
TC 0.22
Vad(LL)
n1a -
nla
999
MT20
2201195
(Roof Sno5�351
Lumber DOL 1.15
BC 0.10
Verb
rile
rile
999
TCLL
Rep Stress lncr YES
WB 0.29
Hoi
0.00 J
are
rile
01
BCDL 0.0'
BCDL 7.0
Code IRC20129P1200]
(Matrix)
Weighl:1321b
Fli
LUMBER-
BRACING -
TOP CHORD 2x4DF1800F1.8E or 2x4 DF No.l&Btr
TOP CHORD Sheathed or 6.0.0 oc pudins, except and verticals.
BOTCHORD 2x4 DF 1800F 1.8E or 2x4 DF No. f&Btr
BOT CHORD Rigid ceiling directly applied or 10.)H0 oc bracing.
WEBS 2x4 OF Stud)Std
WEBS 1ROw at midpt E -N, 60
OTHERS 2x4 OF 1800E 1.8E or 2x4 OF No.1&5tr`ExceW
ek recommendsihai Stabilizers and required cross bracing be installetl during
ST1,ST5: 2x4 OF 61udl8id
[—MIT
tmss erection in accordance witM1 Stabilizer Installation guide.
REACTIONS. All bearings 22-11-12.
(Ib)- Max Hon, A=381(1-08)
Max Uplift All LpliX 100 lb or less at joints) J, N except A=-238(1-06), 0=-311(LC 8), P=-313(LC 8), M=-328(LC 9),
K=-101(LC5)
Max Grav All reactions 2501b or less at joints) J except A=325(LC 8),
N=503(1-0 18), 0=590(1-0 15), P=482(LC 15),
M=553(LC 16), K=44¢(1-0 2)
FORCES. gb)-Max. Comp.IMax. Ten. -All forces 250 (11 or less exceptwhen shown.
TOPCHORD A-B=-061Y96,B-C=-3111309,OD=-23B1324,E-F=-1891280
WEBS E -N=4291139, C -0=-01934Q B -P=-34]132$ F -M=-3]]1382, H -K=-3391136
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mpi TCDL=4.2psf, BCDL=4.2psf, h=25X; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and night exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL ASCE 7-10; Pf=35A psf (gat roof snaw9; Category ll; Exp Q Fully Exp.; Ct=1
3) Provide adequate drainage to prevent water Ponding.
4) All plates are 1.5,,4 MT20 unless otheme indicated.
5) Gable requires continuous bottom chord hearing.
6) This tones hes been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
]) `This truss has been designed for a live load of 20.01 on the bottom chard in all areas where a rectangle 3.8-0 tall by 2-0-0 wide will ft between the bottom chord and any other
members, wtlh BCDL = 7.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of w firstanding 100 Is uplift at joints) J. N except gt=1b) A=236, 0=311, P=313, M=328, K=101.
LOAD CASE(S) Standard
4x4 =
E F1 5X4 II
ZA
2x4 II
C'
1
3x44 K J IH
1.5x4 II 1.5x4 II 1.5x4 11 1.5x4 11
Scala =1:104.]
Plate Offsets (X,Y)—
[E:Edge
0-3.1]
TOPCHORD2x4DF1800F1.6Eor2x4DFNo.188tr
TOPCHORD
Sheathed or 6-0.0 oc purlins, except end verticals.
BOTCHORD 2x4DF 1800F 1.6Eor2x4DFNo.188tr
BOTCHORD
Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2x4DF 1800F 1.6E or2x4 DF Na,18Btr
LOADING (psf)
TOLL 35.0
1 Raw at midpt DJ, F-1
SPACING- 2-0,0
C31.
DEFL.
In floc)
pled
Ud
PLATES
GRIP
(RcoBnow=35.0)
(Ib) - Max Hors A=395(LC 8)
Plate Orip DOL 1.15
TC 0.27
Veft(LL)
nla -
rile
999
MT20
2201195
TCLL 7.0
Lumbar DOL 1.15
BC 0.10
Ven(T-)
nla
rile
999
COL 0.0'
Rep Stress lncr YES
WB 0.17
Hoafl-)
0.00 H
nla
rile
S
SCOL ].0
Coale IRC2612RFI26g]
(Matrix)
Weight: 96 In
FT=20%
LUMBER-
SPACING-
TOPCHORD2x4DF1800F1.6Eor2x4DFNo.188tr
TOPCHORD
Sheathed or 6-0.0 oc purlins, except end verticals.
BOTCHORD 2x4DF 1800F 1.6Eor2x4DFNo.188tr
BOTCHORD
Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2x4DF 1800F 1.6E or2x4 DF Na,18Btr
WEBS
1 Raw at midpt DJ, F-1
OTHERS 2x4 DF 1800F 1.6E or2x40F No.18B,r'ExcepC
MiTek re,'am'dsigun Stabilizers and required crass bracing be installetl during
STI: 2x40F Stud/Std
imsserection is eccontance with Stabilizer Installation old..
REACTIONS. All bearings 15-8-12.
(Ib) - Max Hors A=395(LC 8)
Max Uplift All uplift 100 to or less at j0int(s) I except H=.175(LC 9), A=-20](LC 6), J=-276(LC
8), K=-342(LC 8)
Max Grav All reactions 250 lb or less atjoint(s)H except A=350(LC8),J=577(LC 15),
K=512(LC 15), 1=530(LC 18)
FORCES. (Ib) -Max. Comp.IMax. Ton. -All forces 250 (to) or less except when shaven.
TOP CHORD A-5=4991370, B -C=-2881226, GD= -24512]]
WEBS 0.J=4021314, B -K=-368/354, F-1=-348159
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IR02012)=91mph; TCDL=4.2pf, BCDL=4.2psf, h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate gdp DOL=1.33
2) TOLL ASCE 7-10; Pf=35.0 psf (fat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1
3) Gable requires continuous bottom choral bearing.
4) This fuss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5)' This truss has been designed far a live load of 30.Opsf on the bottom chard in all areas ,,ena a rectangle 3-6-0 tall by 2.0.0 Woe will ft between the bottom chant and any other
members, with MOBIL = 7.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of Wfthslanding 100 lb uplift at joint(s) I except gt=1b) H=1]5, A=207, J=276, K=342.
]) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSIoTPI 1.
8) "Semi-rigid pltchbreaks with fixed heels" Member end fait, model Was used in the analysis and design of this truss.
LOAD CASE(S) Standard
6x3 =
Sale=1:45.8
5x8 = 3x4 = 3x10 - 2x4 II
4.8 i a n J I H
1.5x4 11 1.5x4 11 412 = 1.5x4 11 axe -
TCLL V w=35.0
SPPCING- 2-0-0
CSI.
DEFL. in (Ice) Id Ud
PLATES
GWP
(Rocf Snow=35.0)
Plate Grip DOL 1.15
TC 0.50
Ved(LL) -0.19 K >999 360
MT20
220/195
TCOL 7.0
Lumber DOL 1.15
BC 0.69
VerITL) -0.27 L >999 240
Rep Stress lncr VES
WB O.fiS
Hcrz(R) 0.17 H n/e We
BOOL 7.0
Cade IRC2012/fP12007
(Metrix)
Wind(LL) 0.07 &M >999 240
Weighh34216
FT=20%
LUMBER-
BRACING-
T0PCH0RD2x4OF1800F1.6Eor2x4DFNo.18Btr`ExccpC
TOPCHORD Sheathed or6-0-0 acpudins, exceptendvericals.
Ti: 2x8 OF 55
BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF Neil 8Btr'ExcepP
62,B4: 2x4 OF StudlStd, 83: 2x6 OF 1800F 1.eE or 2x6 OF SS
WEBS 2x4 OF Stud/Std
REACTIONS. (Iblsize) A=140510-5-8 (min. 0-1-8), H=1405IMechanical
Max Hors A=187(LC 10)
Max Uplifbk=217(LC 7), H=.334(LC 7)
Max GrayA-l601(LC 24), H=2269(LC 24)
FORCES. ib) -Max. Comp.IMax. Ten. -All forces 250 (to) or less excepiwhen shown.
TOP CHORD A -B=859152, B -C=-38]21539, G0=-43341862, D-0=-03301662, D -E=-4305/659, E -F=32411483,
G -H=-324168
BOT CHORD B -M=52313305, L -M=-52313323, 0.L=-807/179, J -K=-491350, IJ=31212111, H -I=-3122111
WEBS GM=£1348, GL= -2631120%J -L=-44312950, E -L=-21111276, EJ= -1505/286, F -J=-22511494, F -H=.28251418
NOTES -
1) 2 -ply Was to be connected togetherwith 10d (0.131"x3') nails as follows:
Tap chords connected as follows: 2x8-2 rows staggered at 0-9-0 oc, 2x4-1 now at 0-9-0 oc.
Bono. chords connected as follows: 2.4 -1 row at 0.9-0 oc, 2.6 -2 rows staggered at 0-94 ac.
Webs connected as follows: 2x4-1 raw 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) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psl,, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and zone;
cantilever left and right exposed ; Lumber D01,-1.33 plate grip DOL=1.33
4) TCLL ASCE 7-10; P%35.0 Pat (flat mat snow); Category 11; Exp C; Fully Exp.; Ct=1
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water pending,
7) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads.
8) • This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 380 tall by 2.0.0 wide will ft between the bottom chord and any other
embers.
IonTfr`ue°a Biodpe6s�? truss to truss connections
NOTES -
10) Provide mechanical connection (by others) of truss 1a bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) A=217, H=334.
11) This toss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1.
12) "Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss.
LOAD COUIQS) Standard
5x8- Scale=1:39.4
3x4= 3x10= 3x411
3x19= 5x6= 1.5x411 4x4=
]CLL .. tp=35.0
SPACING- 2-0-0
CSI.
DEFL.
In doc) Ildefl Vtl
PLATES GRIP
(Roof Snovn-35.0)
Plate Grip DOL 1.15
TC 0.43
VBQLL)
4,08 J -K 1999 380
MT20 2201195
]COL 7.0
LambefDOL 1.15
BC 0.30
VeQTL)
-0.16 B -K >999 240
BCLL
Rep Siresahcr VES
WB 0.48
Hi
.05 H We We
BCDL 7,0
Code IRC20121TP)2007
(Matrix)
Wnd(LL)
0.03 J 1999 240
WeighC11711, FT=206
LUMBER-
BRACING -
TOP CHORD 2x4DF180OF1.6E or 2x4 OF No.18Btr
TOPCHORD Sheathed or 4.84 oo purlins, except and verticals.
BOTCHORD 2x4 DF 1800F 1.6E or 2x4 OF No. t SBir
BOTCHORD Rigid ceiling directly applied or 10.00 oc bracing.
WEBS 2x4 OF S1udi
WEBS
1Row at midpt F -H
MiTek recommends that Stabilizers and required cross bracing be installed during
Truss erection in accordance Min Stabilizer installation uide.
REACTIONS. (Iblsize) H=104611-5-8 (min. 0-1-12), B=118210.5-6 (min. 0-1-9)
Max Harz B=209(LC 10)
Max UplifiH=-243(LC 7), 8=-196(LC 10)
Max Gmv H=1620(LC 25), B=1480(LC 26)
FORCES. ib) -Max. Comp.lMax. Ten. -All forces 250 (to) or less except when shown.
TOP CHORD B -L=-19]81246, GL= -1743/280, OD= -16901244, DE= -04381231, E.M=-1]]012]5, F -M=-1)]012]5, G -H=-280/59
BOTCHORD B -K=35311563, J -K=.27511770, W=-18811246, H-1=-18811246
WEBS 6K=-5711176, 6K=-091432, E -K=4631246, E -J=-0671120, F -J=-123941, F.H=-1]9412]1
NOTE9-
1) Wind ASCE 7-10; Vu11=115mph (3 -second gust) V(IR02012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable and zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=35.0 fat (flat roof snow); Category II; Exp C; Fully Exp.; q=1
3) unbalanced snow loads have been considered for this design.
4) This truss hes been designed for greater of min mot live load of 20.0 psf or 2.00 times gat food load of 35.0 psf on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom choN live load nonwncunent with any other live lead.,
7)' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will ft between the bottom chord and any other
members.
B) Provide mechanical connection (by others) of Russ to bearing plate capable of Minsfi nding 100 lb uplift at Io1nR(s) except fit=lb) H=243, B=196.
9) This tress is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this trues.
LOAD CASE(S) Standard
].09 12
3x6
C
T
R
A
10 =
II
AE G
4x126 2x4 11
Spedal Special Spacial 3'eral Species Special
6x8 — 3x10 = 1.5x4 I 5x8 = 3x10 = 2x4 II
Special Special Special Special Spedel Species 6peciel
D 8 T E U lL_ F W X Y G Z AA N AB AC IAD
P AF 0 AG AH
3.10— LUS24 2x4 II ex12 = M AI
HJc29 LUssA LU524
3x4 II
HUS26
AJ W L AL AM H AN AO AP
LU524 LU524 4x12 = LU524 LU824 14 11 LU824 4x8 =
W524 LU524 LU524
Scale =1:45.1
LOADING (psQ
gpgCING- 2-00
CSI.
DEFL
in (locj IIdeFl Lltl
PLATEg
GRP
TOLL 35.0
(Roof Snavr--35.0)
Plate Grip DOL 1.15
TC O.fi]
Ved(LL)
-0.31 N >898 380
MT20
2201195
TCDL ].0
Lumber DOL 1.15
Be 0.55
Ved(TL)
-0.44 F -778 240
Be LL
Rep Stress lacr NO
WE 0.53
Hmq TL)
0.18 J nla his
BCLL ZO
Code IRC2012/TPI20W
(Matrix)
Wind(LL)
0.17 N >999 240
Weight'5331b
FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4OF1800F1.6E or 2x4 OF No.1&Bir'ExcspP
TOPCHORD Sheathed or 6.0.00c parlor, except end verticals.
T1: 2x8 OF 88
BOTCHORD Rigid ceiling directly applied or 1000 oc bracing.
BOT CHORD 2x8 OF 1800F 1.8E or 2x6 OF 66 *Except'
B3: 2x6 OF SS, B4: 2x4 OF 1800F 1.6E or 2x4 OF No.18Bif
WEBS 2x4 OF 6tudlStd•Except'
W6: 2x4 OF 1800F 1.6E or 2x4 OF No,1&Sir
REACTIONS. (Ifld lze) A=292710.5.8 (min. 0-1-8),J=3263IMecmmical
Max Hoa A=123(LC 43)
Max Up1iftA=-828(LC 10), J=-1020(LC 7)
Max G.A=3055(LC 26), J=3651 Ise 25)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less mooptwben shown.
TOP CHORD A -R= -18131439,&R=-173]/445, B-C=-929212697,6D=-8060I2344,D-S=-73]412159,ST=-]3]112159,
E -T=-]368/2159,
BOTCHORD
WEBS
NO'hi
1) Special connection required to distribute top chard loads equally between all plies.
2) Special connection required to distribute bottom chord loads equally between all plias.
3) 3 -ply truss to be connected together wfih f Od (0.131"&') nails as tallows:
Tap chords connected as follows: 2x6 -2 rows staggered at Og-0 oq 2x4 -2 rows staggered at 0.40 oc, Except member FJ 2x4-2 rows staggered at 0.4-0 cc.
Bottom chorda conneeted as follows: 2x6- 3 rows staggered at 0-013 oc, 2x4- i row at 0-9.0 ad
Webs connected as follows: 2x4-1 row at 0.9-0 cc.
4) 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.
Command an page 2
NOTES
gust) VgRC2012)=91 mph; TCDL=4.2psF BCDL=4.2psf; h=2511; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end sone; cantilever left and night exposed; Lumber
6) TCLL; ASCE 7-10; Pf=35.0 Pet (flat roof snow); Category11; Exp C; Fully Exp.; Ct=1
]) Unbalanced snow loads have been considered for this design.
8) Provide adequate drainage to prevent water pending.
9) This Buse has been designed for a 10.0 psf bottom chord live load nonwnwrtent with any other live loads.
10) - This Ames hes been designed far a live lead of 20.Opsf on the bottom chard in all areas venom a rectangle 346-0 tall by 2-0-0 while unit ft between the bottom Chord and any other members.
11) Refer to Almeria) for truss to truss connections.
12) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 10016 uplift at lolnt(s) except gMb) A=828, J=1020.
13) 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.
14) "Semi-rigid pitchbreaks with And heels' Member end fixity model was used In the analysis and design of this tress.
15) Use USP HJC26 (With I 6 nails into Girder S 1 A nails Into Truss) or equivalent at 6.0.6 from the left end to conned wsshon J01A (1 ply 2x4 DF), CJ0I (i ply 2x8 DF) to front face of bottom chard.
18) Use Simpson Strang -Tie LUS24 (4-1 Od Girder, 2-10d Truss, Single Ply Giller) or equivalent spaced at 4-0-0 ac max. starting at 8-0.12 tram the left and to 28-5-4 to conned trusses) JO1A (1 ply 2x4 DF), J01 (1 ply
2x4 DF) to front face of bottom chord.
1]) Use Simpson Strong -Tie HUS26 (14-1 Ad Girder, 4-10d Truss, Single Ply Girder) or equivalent at 14-0-12 from the left and to connect truss(es) J01 (1 ply 2x4 DF) to front face of bottom chord.
18) Fill ell nail he. where hanger is in contact with lumber.
19) Hanger(s) or other connection device(s) shall be provided! sufficient to support concentrated toad(s) 21016 down and 9216 up at 6-0.0, 21016 down and 9216 up at 8-0.12, 21016 down and 9216 up at 10-0-12, 210
to dorm and 92 lb up at 12-0-12, 273 lb down and 1341, up at 14.0-12, 273 lb down and 13416 up at 16.0.12, 2731b down and 134 lb up at 17-3.0, 273 ib down and 13416 up at 18-5-4, 273 A, down and 134 lb up
at 20-54, 2731b down and 13416 up at 22-54, 273 No down and 134 to up at 24-54, and 27316 down and 13416 up at 26-51, and 273 lb dawn and 1341b up at 28-54 on tap chord. The designlselectian of such
connection device(s) is the responsibility of Others.
LOAD CASE(S) Standard
1) Dead+ Snow(balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pho
Vert: A.R=-14, B -R=-64, B -D=-84, 0.I=44, A-0=-14, B -N-14, J -M=-14
Concentrated Loads (Ib)
Vert: D= -140(F) G= -203(F) P=536(F) L= -26(F) S= -140(F) U= -140(F) V= -140(F) W= -203(F) X= -203(F) V= -203(F) Z= -203(F) AA= -203(F) AB= -203(F) AC= -203(F) AD= -203(F) AF= -89(F) AG= -89(F) AH= -89(F)
A1= -26(F) AJ= -26(F) AK= -26(F) AL= -26(F) AM= -26(F) AN= -26(F) AO= -26(F) AP= -26(F)
Spedel Spedel4x4= Special Special 3x411
P O F R S G
W X I Y Z
LUS24 3x4 = LUS24 LUS24
LUS24
4x4 =
Scale=1:36.3
14`x tp"/
SPACING- 2-0.0
8x8 =
OEFL in (toe) /)deg Ud
PLATES
Special
ILL 35.0
plate Grip DOL 1.15
Special
Special
Special
3x10=
(Roof SnovF35.0)
LumbarDOL 1.15
O
M
N
E O
TCDL ].0
].00 Fl2
WS 0.58
HarzQL) 0.04 H nla rile
BCLL 0.0
3x8 i
(Metrix)
Wind(LL) 0.05 J >999 240
Weight 24916
FT =20%
BCDL 0
C
LUMBER- BRACING-
TOPCHORD2x4DF1800F1.8E or2x4 OF No.18Btr TOPCHORD Sheathed orb -OA oc purlins, exceptendvedicals.
B0TCH0RD 2x6DF1800F1.6Eor2x60FSS BOTCHORD Rigid ceiling directly applied or 10-0.0 oc loading.
V.
WEBS 2x4 OF SmdlStd
B
REACTIONS. (Ib/eize) H=228810-5-8 (min. 0-1-8), 8=222010.58 (min. 0-1-8)
Max Hom B=161(LC 10)
Max UpliftH=-698(LC ]), B=b36(LC 10)
Max Gree H=2584(LC 25), B=2534(LC 26)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces250(to) orless exceptwhen shovm.
A
L
K
T
U
J V
W -X= -1229)4354.1 -X= -122914354,1 -Y= -86913146,Y -Z=-86913146, H -Z=-86913146
4.4 = 2x4 11
3x10 =
LUS24
LUS24
7x18 -
1) Special connection required to distribute top chord loads equally between all plies.
HJC26
3) 2 -ply truss to be connected together with 10d (0.131"x3") nails as folloun:
LUS24
Spedel Spedel4x4= Special Special 3x411
P O F R S G
W X I Y Z
LUS24 3x4 = LUS24 LUS24
LUS24
4x4 =
Scale=1:36.3
14`x tp"/
SPACING- 2-0.0
CSI.
OEFL in (toe) /)deg Ud
PLATES
GWP
ILL 35.0
plate Grip DOL 1.15
TC O.4fi
Ved(LL) -0.09 J >999 360
MT20
220/195
(Roof SnovF35.0)
LumbarDOL 1.15
BC 0.24
Ved(TL) -0.13 J >999 240
TCDL ].0
Rep &Nassir., NO
WS 0.58
HarzQL) 0.04 H nla rile
BCLL 0.0
Code IRC2012?PI2007
(Metrix)
Wind(LL) 0.05 J >999 240
Weight 24916
FT =20%
BCDL 0
LUMBER- BRACING-
TOPCHORD2x4DF1800F1.8E or2x4 OF No.18Btr TOPCHORD Sheathed orb -OA oc purlins, exceptendvedicals.
B0TCH0RD 2x6DF1800F1.6Eor2x60FSS BOTCHORD Rigid ceiling directly applied or 10-0.0 oc loading.
WEBS 2x4 OF SmdlStd
REACTIONS. (Ib/eize) H=228810-5-8 (min. 0-1-8), 8=222010.58 (min. 0-1-8)
Max Hom B=161(LC 10)
Max UpliftH=-698(LC ]), B=b36(LC 10)
Max Gree H=2584(LC 25), B=2534(LC 26)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces250(to) orless exceptwhen shovm.
TOP CHORD B -C=-391611038, C -D=-3742/1084, D -M= -33221981,M -N= -33241983,E -N=-33311984, EA=3146/869,0-P=4148/869,
P -O=3146/869, F -G=-31401889, 0-H=-43]114]
BOT CHORD B -L=9]5)3231, K-L=-9]5/3231,K-T=-122914354,T-U=A 229/4354,J -U= -1229/4354,J -V=-122914354, V -W=-1229/4354,
W -X= -1229)4354.1 -X= -122914354,1 -Y= -86913146,Y -Z=-86913146, H -Z=-86913146
WEBS (>K=-4031283, O -K= -25411155,E -K=-12201347, EJ=01344, E-1=-14301426, F-1=-128/882, F -H=-370811021
NOTES -
1) Special connection required to distribute top chord loads equally between all plies.
2) Special connection required to distribute bottom chord loads equally between all plies.
3) 2 -ply truss to be connected together with 10d (0.131"x3") nails as folloun:
Top chords connected as follows: 2x4- 2 rows staggered at 0.2-0 ac, Except member G -H 2x4 - 2 rows staggered at 0-2-0 00.
Bottom chords connected as follova: 2x8- 3 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4- t have, at 0-9-0 or.
4) 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 othetwse indicated.
5) Wind: ASCE 7-10; Vult=115mph (3 -second gust) VgRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
can4lever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
6) TCLL ASCE 7-10; Pf=35.0 psf (flat of snow); Category 11; Exp C; Fully Exp.; Ct=1
7) Unbalanced snow loads have been considered for this design.
8) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat root load of 35.0 psf on overhangs non -concurrent With other live loads.
9))Provide adequate drainage to prevent water ponding.
has b5en designed for a 10.0 psf bottom chats live toad noncencurrent with any other live leads.
9 lntm'aea
ms
NOTES -
bottom chord and any other members.
I pitchbreaks With fixed heels" Member end fixity model eras used in the analysis and design of this truss.
IJC26 (With 16d nails into Girder 810d nails into Truss) or equivalent at 8-0.0 from the left end to connect Mosaics) JOi (1 ply 2x4 DF), CJOIA (1 ply 2x4 DF) to back face of bottom chard.
run SVang-Tie LUS24 (4-1 Cd Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc Max. starting at 8-012 from the left end to 20-0.12 to connect trusses) J01 (1 ply 2x4 OF) to beck face
:hord.
holes where hanger is in contact with lumber.
or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 13416 up at 6.0.0, 25216 down and 134 to up at 6-0-12, 25216 down and 13416 up at 1P0-12,
M and 13416 up at 12.612, 252 lb down and 13416 up at 14-0-12, 25216 down and 13416 up at 16-0-12, and 262 lb down and 134 lb up at 1&0.12, and 25216 down and 13416 up at 20-0-12 on top
a design/selection of such connection devices) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead t Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15
Unifarm Leads (pIB
Vad: A.D=-84, D -G=-84, B -H=-14
Concentrated Loads (Ib)
Ven: D=-203(B)K=473(B)M=-203(8) 1,1=-203(B) O=-203(B)P=-203(8)0=-203(B)R=-203(8)5=-203(B)T=-26(B)U=-26(B)V=-26(B)W=26(8)X=-26(B)V=-26(B)2=-26(8)
4.4— 6w1e=1:28.6
E
:fi4 = N M L K J sxs =
a
LOADING (poll SPACING- 2-0.0 CSI. DEFL. in (too) Wall Ltd PLATES GRIP
TCLL 35.0 plate 'do
DOL 1.15 TC 0.13 Ved(Ly 0.00 I "Ir 120 MT20 2201195
(Roof Snow=37 Lumbar DOL 1.15 BC 0.07 Ve STQ 0.00 I nh 120
TCDL ZO Rep Stressincr VES WB 0.05 HorzfTQ 0.00 H rile nla
BCLL BCDL 0],0 Me IRC20121TPI2007 (Matrix) Weight: 5111, FT=20%
LUMBER- BRACING -
TOP CHORD 2x4DF1800F1.6E or x4DFN0.1&Br TOPCHORD Sheathed or 6-0.0 oc purlins.
BOT CHORD 2x4 OF 1800F i1,E or 2x4 DF No.1&Bir BOTCHORD Rigid calling directly applied or 10.0.0 on bracing,
OTHERS 2x4 DF StudlSttl MiTekrecommandshhat Stabilizers and required cross bracing be installed during
house erector, in accordance with Stabilizer Installation guide.
REACTIONS. All bearings 11-10-8.
(Ib)- Max Hoe 8=-107(LC 8)
Max Uplift All uplift 10016 or less at ford(s) B, H. M, N, K, J
Max Gov All reactors 25016 or less at joints) B, H, L, N, J except M=267(LC 17), K=267(LC 18)
FORCES. (lb) -Max. Camp.IMax. Ten. -All forces 250(Ib) or less exceptwhen shown.
NOTES
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=gl mph; TCDL=4.2psf, BCDL=42psf, h=25fl; Cat. 11; Exp C; endosed; MWFRS (envelope) gable and zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=133
2) Truss designed for Wnd loads in the plane Of the mass only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, ar consult
quallfetl building designer as per ANSVFPI 1.
3) TCLL ASCE 7-10; Pf=35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; C1= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greaterm min roof live load of 16.0 psf or 200 times flat roof load of 35.0 psf on overhangs non-conamenl with other live loads.
6) All plates are 1.5x4 MT20 unless othermse indicated.
7) Gable requires continuous bottom Chord bearing.
8) Gable studs spaced at 2-0.0 ora
9) This truss has been designed for a 10.0 psf bottom choM live load nonconcument with any other live leads.
10) `This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 330 tell by 2-60 was wilt ft between the bottom chard and any
other members.
11) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) B, H, M, N, K. J.
12) Beveled plate or shim required to provide full bearing surface who truss chord at jolnt(s) H.
13) This miss is designed in accordance with the 2012 International Residential Code sectors R502.11.1 and R802402 and referenced standard ANSI?PI 1.
14) "Semi-rigid pitchbreaks wth fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard