HomeMy WebLinkAboutTRUSS SPECS - 16-00552 - 1071 Washington Blvd - New SFR12-00-00 22-04-00 6-10-00 11-05-00 11-01-00
Us = Scala= l:n.o
1.5x411 5x6= 3x10= 5x6= 2x411 311011
1�
LOADING (pso
TCLL 35.0
50ACIN& 2-0.0
CSI.
DEFL.
in (toe) Udell
L/d
PIATES
GRIP
(Hoof SnovF3
Plate Grip DOL 1.15
TC 0.92
Ved(LL)
-0.15 M >999
360
MT20
220/195
TCLL 7.0
7
ber DOL
Lum1.15
BC 0.50
Ved(TL)
-0.26 M -N >999
240
BOLL
Rep Stress lncir VEB
WB 0.63
HOR(TL)
0.08 J ni
life
BCDL ].0
Code IRC2012RPI200]
(Matrix)
Wind(LL)
0.08 M 499
240
Weight: 2001b
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4OF180OF1.6E or2x4 OF No.188tr
TOPCHORD
Sheathed.
BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No.l&Btr
BOTCHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2%4 OF StutllStd'Except'
WEBS
1Row at mldpt &L,F-L
W2,W1,W3,W7: 2x4 OF 1800F 1.6E or 2x4 OF N0.1&Btr
recommends Net Stabilizers and required cross bracing be Installed during
WEDGE
Right: 2x6 DF 1800F 1.8E ar SB
[NIT
trusserection ina.oMence with Stebilizerlmtallatian guide.
REACTIONS. (Ib/size) 8=1696/05E (min. 0-1-14), J=2303105-8 (min. 0-2-7), H=731J-0 (min.
Max Hwz 8=185(LC 14)
Max UpIiOB=554(LC 10), J=-3]9(LC 11), H=-146(LC 1])
Max Gmv B=1]6](LC 17), J=2303(LC 1), H=247(LC 16)
FORCES. gb) - Max. Comp.IMax. Ten. -All forces 250 (16) or less except when shown.
TOPCHORD B -C=-30211541,60=-2359/443, D -0= -21031445,0.E= -15781340,E -F= -1497366,F -G= -14991298,G -H=-136060
BOTCHORD &N=56412569,M-N=-56512566,M-P=-34912016,L-P=-34912016,L-Q=-9811243,x-0=-9811243,J-K=-55]1146,
HJ=402/155
WEBS 6M=43631244,0.M=-551402,0.L=-11431332,E-L=-1841702, F -L-2001354. F -K=-6]111]0, G -K=-286/1836, G -J=-21811423
NOTE&
1) Wind: ASCE 7-10; Vult=115mph (3 second gust) V(IR02012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. II; 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 (Oat Of 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 of min mof live load of 16.0 pat or 2.00 times Oat mot lead of 35.0 psf on overhangs non -m ncument with other live loads.
5) This truss has been designed fora 10.0 psf bottom chord live load nonwnwrtent tx th any other live loads.
6)' This W ss hes been designed far a live load of 201 on the bottom chi in all areas where a rectangle 3.6.0 tall by 2-0.0 wide w1l fit hetween the bottom chi and any other
members, With BCDL=Toned.
]I Provide mechanical connection (by others) Of ones to bearing plate capable of withstanding 10016 uplift at joinds) except t)1=1b) 3=354, J=379, H=148.
8) This truss is designed in ...Mon. with the 2012 Imemational Residential Code sections R502.11.1 and R802.10.2 and referenced danced ANSI?PI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this bites.
LOAD CASE(S) Standard
5x8 = Scale =1:77.2
4x8 tl3x10 II
3.0012 7x12 MT18H= 3x10= 5x5= 3x411
'qR
LOADING (poll
SPACING- 2-0.0
CSI.
DEFL.
in (loo) Wall Ud
PLATES
GRIP
]CLL 35.0
(Root Snow=35.0)
Plate Grip DOL 1.15
TC
0.98
Ved(Ly
-0.40 M -N >999 3fi0
MT20
2201195
TOM 7
Lumber DOL 1.15BC
0.89
1,L)
-O.64 M -N >618 240
MT20HS
1651146
BOLL 0.0'
Rep Stress ln,,r VES
WB
0.99
Horz(TL)
0.29 J rile hila
MT18H
2201195
BCDL 7.0
Code IRC2012NP12007
(Matrix)
Wind(LL)
0.21 N >999 240
Weight: 200 to
FT=20%
LUMBER-
BRACING.
TOPCHORD2x4OF1800F1.6E or2x4 OF No.1BBtr
TOPCHORD Sheathed.
BOTCHORD 2x4DF 1800F 1.6Eor2x4OF No.1&Btr
BOTCHORD Rigid ceiling directly applied or5-5-10ocini
WEBS 2x4 OF StudlStd `Excel'
WEBS
1 Row, at midpt C -M, 6L, F -L
W2,W 1, W3,W6: 2x4 OF 1800F 1.6E or2x4 OF No.18Btr
recommends that Stabillzem and required cross bracing be installed during
WEDGE
'MIT
tress erection In ecwrdeno. xAtM1 Stabilizer Installation
ultle.
Left 2x4 DF Stud/Std,Right 2x8 DF 1800F 1.6E or 33
REACTIONS. (Ibleize) B=162110.5-8 (min. 0-1-12), J=280610-5-8 (min. 0-3-0), H=35410-3-0 (min. N1-8)
Max Hoa B=185(LC 10)
Max Upli0B=-336(LG 10), J=.439(LC 10), H=-591(LC 17)
Max GmvB=1686(LC 17), J=2806(LC 1), H=135(LC 16)
FORCES. (Ib) -Mex. Comp.IMax. Ten, -All farces 250(Ib) or less except when shown.
TOP CHORD B -C=-5090/1007, C -O=-22311423. D -E=-14231339, E -F=-1350/327, F -G=-1263/284, G -H=350/1692
BOTCHORD B -N=-1011/4523, M -N= -98914415,M -0=33711915,L -0= -33711915,L -P=-29/1032, K -P=2911032, J.K=-13951332,
H -J=-14541345
WEBS C -N=438/2252, C -M=-26971705, D -M= -541386,D -L= -11571346,E -L=-133/537, F -L=.761588, F.K=-900@21, G -K=393/2381,
GJ= -26781488
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. ll; Exp C; enclosed; M WFRS (envelope) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate Ship DOL=1.33
2) TCLL ASCE 7-10; Pf=35.0 psf (flat mot snow); Category II; Exp C; Fully Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This tress 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 nonconcurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This muss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads.
7)' This cess has been designed for a live lead of 20.Opsf an the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0.9 wide will fit between the bottom chord and any other
members, with BCDL= 7.0psf.
8) Beating at joint(s) B considers parallel to grain value using AN61/TP11 angle to grain formula. Building designer should verify capacity of beating surface.
9) Provide mechanical connection (by othem) of truss to bearing plate capable of withstanding 100 fits uplift at joint(s) except 61=11b) B=338, J=439, H=591.
CAn,hibt a00 iPdtlaes red in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI1
mus
NOTES
11) "Semi-rigid pitchbrean with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard!
&a=
E
3.00 127x12 Mr1811= 3x10 = 5x6 = 3x4 II 3.10 II
41;
TOLL x.35.0 SPACING- 2-0.0 CSI. DEFL in floc) Ildetl Ud PLATES GRIP
(Roof Snovr--35.0) Plate Grip DOL 1.15 TC 0.98 Verl(LL) -0.37 P >995 360 MT20 2201195
Lumber DOL 1.15 BC 0.92 Verl(TL) -0.60 O -P >617 240 MT20HS 1651146
BCLL BCDL 7.0 Rep Stress lncr YES WB 0.96 HrmCrQ 0.27 L nla fila MT18H 2201195
BCDL 7.0 Code lRC2012/1Pl2007 (Matrix) Wind(LL) 0.20 P >999 240 WeighC19811, FT=20%
8w1e-1:77.2
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.18Btr TOP CHORD Sheathed.
BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.I&Btr BOTCHORD Rigid ceiling directly applied or 5-5-30c bracing.
WEBS 2x4 DF Stud)Sld•Except* WEBS 1 R at undid 60, D -N
W2,W1, W3:2x4 DF 18001'1.6E or 2x4 DF No.18Btr MiTek recommends that Stabilizers and required cross breeng be installed during
WEDGE truss erection in aao,done. with Stabilizer Installation ou de.
Right: 2x6 DF 180OF 1.6E or SS
REACTONS. All bearings 0-3-8 except gf=length) B=0-5-8, K=2-5$ H=0-3-0.
(lb)- Max Ho¢ 8=185(LC 10)
Mex Uplift All uplift 100 Is or less atjoint(s) J except 8=-324(LC 10), K=-491(LC 10), H=-554(LC 17)
Max Grav All reactions 250 to or less at joint(s) H except 8=1619(LC 17), K=2354(LC 1), L=260(LC 5), J=266(LC 5)
FORCES. t1b)-Max. Comp./Max. Ten. -All forces 2505b) or less except when shown.
TOP CHORD B-C=J8291957, C -D=-20861395. 0.E=-12]]1321, E -F=-11941300, F-0=-80]1280, G0=-1 0 2 212 3 9, G -H= -34B11 W0
BOT CHORD B -P= -966I4286, QP= -94414182, O -R=31211784, N -R=-31211784, NS=01616. M -S=01816, L -M=-13801338, K -L=-13801338,
J -K=-1430)349, H -J=-14301349
WEBS 6P=-01712140, C-0=-25881684. D =-541388, D -N=-115]1346, E-14=-1241422, F -N=-104036, F -M=-00191236,
G -M=-3]01216], G -K=-28441496
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) VdRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft, 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 psf (flat 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 met live load of 16.0 psf or 2.00 times gat mot load of 35.0 Pat on overhangs non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This )mss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
7) `This Was has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36.0 tall by 2-0.0 vide will fn between the bottom choN and any other
members, with BCDL = 7.0psf.
8)Bearing atjoint(s) B considers parallel W grain value using ANSI?Pl i angle to grain formula. Building designer should veriycapaciry of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of wthstending 100 th uplift atjoint(s) J except 0llb) B=324, K=491, H=554.
til) This tmss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS19PI 1.
NOTE&
11) "Semi-rigid pitthbreaks wftb fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
5x8 - Scale=1:77.5
6.00 12 E
3x6 =
7x12 MTI 811-
LOADING (fist)
SPACING 2-0.0
CSI.
OEFL.
in (lac) Iltleg
L1tl
PLATES
GRIP
TCLL 35.0
plate Grip DOL 1.15
TC 0.95
Ved(LL)
-a.3] O -P X999
360
MT20
220/195
(Roof Snovc35.0)
Lumber DOL 1.15
BC 0.]2
Ved(TL)
.0.64 O -P X582
240
MT18H
220/195
TCLLFICALL ].0
Rep Stress lncr YES
WB 0.84
Hms(TL)
0.32 L No
m
BCDL ZO
Code IRC2012,7PI20W
(Mainz)
Wird(LL)
0.19 B -P >999
240
Weighb1931b
FT=20%
LUMBER- BRACING-
TOPCHORD 2x4DF1B0OF1.8Eor2x4DFNo.18Btr TOPCHORD
Sheathed.
BOTCHORD 2x4 DF 1BOOF 1.8E or 2x4 OF No.18Btr BOTCHORD
Rigid ceiling directly applied ar4-2-7 cc beating.
WEBS 2x4 DF SLd/Sld'ExcepP WEBS
1Row at mitlpt C-O,D-N
WS,Wl: 2x4 OF 1800F 1.8E or2x4 DF NO.IBBtr
M,Tek rewmmentls that Stabilizare and required crass threat, be irstalletl tluring
SLIDER Right 2x6 OF 1800F 1.6E ar SS 1-10-10
hass erection, in swam h vnlh Stabilizer Installation guide.
REACTIONS. Qblsize) L=337110-5-8 (min. 0310), B=134310.58 (min. 0.1-8), J=E4210.3-O (min. 0.1-8)
Max Horz B=185(LC 10)
Max UpliftL=459(LC 10), B=486(W 10), J=.979(LC 17)
Max Gmv L=3371(LC 1), 3=1418(LC 17), J=199(LC 10)
FORCES. (Ib)-Max.Comp.IMax.Ten. -All farces 250 (11b) or less except When shown.
TOP CHORD B -C=40461]83, G0=-23921368. D9 22211381,0.E= -966/235,E -F= -10301212,F -R= -224)362.G -R=-439/315,
G -H-5008687, H -I=.44612448.1 -J=-4592423
BOTCHORD &P=-]9913584, O -P=]99135]2, N -O=-25412080. M -N=-3001327, L -M=24981550, J -L=21241440
WEBS C -P=01302, C-0=-14641524, D -O=-21811470. D -N= -21101449,E -N= -1141462,F -N=-175/1225, F -M=-14871304, G -M=-39112429.
NOTES
1) Wind: ASCE 7-10; Vult=115mph (e aacond gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end sane;
cantilever left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL ASCE 7-10; Pf=35.0 psf (gat roof snow); Category ll; Exp C; Fully Exp.; Ct=1
3) Unbalanced snowloads 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 Oat roof load of 35.0 psf on overhangs non-concurent with other live loads.
5) All plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed fora 10.0 psf bottom mord live load nonconcunent wth any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w ere a rectangle 3-6-0 tall by 2-0.0wfde will ft between the bottom chord and any other
members.
8) Beading at joint(s) B considers parallel to grain value using ANSIITPI t angle to grain formula. Building designer should very capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to having plate capable ofw ihstanding 100 to uplift at jaint(s) except Ot=Ib) L=559, 3=288, J=979.
10) This truss is designed in accordance wth the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Member antl fit, motlel was used in the analysis and design of this truss.
LOAD CASE(S) StandaM
5x8= Scale=1:77.2
6.00 12 E
LUMBER-
BRACING -
TOP CHORD 2x4 OF 1800F 1.6E or2x4 OF No.18Btr
TOP CHORD
Sheathed.
BOT CHORD 2x4 OF iB00F 1.6E 0r 2x4 OF No.18Bir
BOT CHORD
Sxd i
WEBS 2x4 OF 1800E 1.8E or2x4 DF No.i8Bt
WEBS
IRow at midpt D-P,F-M
1
MiTak recommends that Stabilizers and required cross bracing be installetl tluring
Left: 2x4 OF Small
truss erection in accordance with Stabilizer Installation guide.
H 4x6 J
R 5x8O =
P
/III`
B
A
6
3x6%
a
2 J R
3x160
5x6%
300jif
N
M
L
axe=
a
dx6p
likEll
1111M) 11:0
O
1.5x411
7x10=
8x12MT201-8=
-
3Akid
sad
sao
sea ala
-at sem
Plate Offsets (X Y)- [B:0-1-9 Edgel [8:0614,0-0-37
[G:0312,0-3-07,
[J:O2-2.0-3-07, IP.0-2-8,0301, IS:0d-0,0301
LOADING (psp
SPACING-
2-00
CSI.
DEFL.
in doc)
Udell
Lid
PLATES
GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.99
Verl(LL)
-0.37 R
>999
360
MT20
2201195
(Roof Snow= -35.0)
Lumber DOL
1.15
BC 0.69
Ved(FL)
-0.58 R -S
>639
240
MT20HS
1651146
TCDL 7.0
Rap Stress lncr
YES
WB 0.68
Hoa(Ty
0.32 L
nla
We
BCDL 0.0
Code IRC2012RPI2007
(Matnx)
Wind(LL)
0.19 R
>999
240
WeighL2171b
FT=20%
BCDL 7.0
LUMBER-
BRACING -
TOP CHORD 2x4 OF 1800F 1.6E or2x4 OF No.18Btr
TOP CHORD
Sheathed.
BOT CHORD 2x4 OF iB00F 1.6E 0r 2x4 OF No.18Bir
BOT CHORD
Rigid ceiling directly applied or4-4-9 cc bracing.
WEBS 2x4 OF 1800E 1.8E or2x4 DF No.i8Bt
WEBS
IRow at midpt D-P,F-M
WEDGE
MiTak recommends that Stabilizers and required cross bracing be installetl tluring
Left: 2x4 OF Small
truss erection in accordance with Stabilizer Installation guide.
SLIDER Right 2x6 OF 1800F 1.6E or SS 1-414
REACTIONS (Iblsiztd L=33091058 (min. 03.8), 8=1383/0.53 (min. O-1-8),J=-605st-3-0 (min. 0-1-8)
Max Hoa B=185(LC 10)
Max Uplift-=-533(LC 10), B=-290(LC 10), J=-9440LC, 17)
Max Gmvl-=3309(LC 1), B= -1455(-C 17), J=186(LC 10)
FORCES. (Ib) -Mex. Comp.IMax. Ten. -All forces 260 (to) or less except Men shown.
TOP CHORD B -C-42641805, C -T=34101660, 0.T=3232/8]4, D -E=-11111244, E -F=-1131/232, F -U=-3431224, GU=5891212,
G-1-1=-47212580, H.1=-420)2356,13=-43312331
BOTCHORD B-8=412013778, R -S=-844)36]9, Q -R=-27712207. P -0=2]3)2206,L -M=-22231481, J -L=-20471415
WEBS CS=0)304,C-R=-]441350, D -R=35011100, D -O= -95/1129,0.P= -2177/461,E -P= -142/601,F -P=-10911082, F -M=-14151242,
G -M=45212624, G -L=30101555, H -L=430/154, M -P=-2414]5
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) VgRC 6)12)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. II; 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; Ph35.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Cvz 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 -concurrent Wth other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This buss has been designed for a 10.0 psf bottom chord live load nanconcument wfih any other live loads.
7) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle MA tall by 2-00 wide will fit between the bottom chats and any other
members.
8) Beading at(oint(s) B considers parallel to gain value using ANSIRPI 1 angle to gain formula. Building designer should vent' capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 10016 uplift at joints) except gt=11b) L=533, 8=290, J=944.
1Cpant iblvn iPadOa fined in accordance with the 20121ntematioost Residential Code ..done R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1
NOWS-
11) "Semi-rigid pimhbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S) StendaM
5x6= Scale=1:7.3
6.00 12
7x12 MT10H=
LOADING (pal) gpgCING- 2-0.0 C81. DE
FL in (lac) Udall Vd PLATES GRIP
TOLL 35.0 Plate Grip DOL 1.15 TC 0.95 Ved(LL) -0.36 N -O 1999 380 MT20 2201195
(Roof SnovF35.0) Lumber DOL 1.15 BC 0.]1 Ved(TL) -O.63 N -O 1590 240 MT18H 2201195
TCDL ]A Rep Stress lncr YES WB 0.84 Harz(iL) 0.32 K nla nla
SCLLBCDL �0 Code IRC2012FP12007 (Matrix) Wlnd(l_Q 0.19 B -O 1999 240 Weigld:1911b U=20%
LUMBER- SPACING-
TOPCHORD2x4OF180oP 1.6E or 2x4 OF No.1&BV TOP CHORD Sheathed.
B0TCHORD 2x4DF 1800E 1.6Eor2x4 OF No.1&BV BOTCHORD Rigid ceiling directly applied or4-2-14 oc bracing.
WEBS 2x4 OF Stud)Std'Excepe WEBS IRow at midpt GN, D -M
WS,W): 2x4 OF 1800F 1.6E or2x4 OF No.t&Btr MiTek recommends that Stabilizere and required cross bracing be installed during
SLIDER Right 2x8 DF 1800E 1.6E ar 551-10-f0 truss erection in accordance wdM1 Stabilizer installation aide.
REACgIONS. (Ib/size) 10=338510.5-8 (min. 0-3-10), 3=134310.58 (min. 0-148), J=-7831030 (min. 0.1-8)
Max Hoa 8=19](LC 10)
Max JpliftK=-5]0(LC 10), B=-284(LC 10), J=1018(11_C 1])
Max Gmv K=3385(LC 1), B=1404(LC 1]), J=222(LC 10)
FORCES. (lb) -Max. Comp.IMax. Ten. -All farces 250 (to) or less exceptwhen shown.
TOPCHORD B -C=-3987987, C -P= -23431372,0.P= -2180/385,0.E= -9481234,E -F=-10291212, F -Q=-221/355, G4=-4361307,
G -H=-51512644, H-1=45812398, 1,1=-07112388
BOTCHORD BAO 8N413530,NA=-81413518,M-N=-28912018. L -M=-2931325. K -L=-24571552. J -K=-20]5143]
WEBS GO=0/302, C -N=-14521524, 6N=-22811446, 6M=-20611456, E -M=-1141449, F-M=-18ll120$ F -L=-14891310, G -L=-40012430,
G -K=-25061448. H -K=-5031178
NOTES
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. Il; 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 of anaw); Category 11; Exp G Fully Exp.; CI= 1
3) Unbalanced avow loads have been considered for this design.
4) This truss has been designed for greater of min mof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
e) This truss has been designed for a 10.0 psf bottom chord five load nanconcunent with any other live loads.
]) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas ,here a rectangle 346-0 tall by 2-0-0 wide will fit between the bottom chord and any other
This truss Is designed In accordance wth the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSU7P11.
;,Semii;)igdpitchlImdks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
NOTES- _ _____.. _ ___.....___•.
12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upweM movement at the hearings. Building designer must provide for uplift reactions indicated.
LOAD (VSES) Standard
LOADING FaQ
SPACING- 2-0�0
CSI.
SA -
PLATES GRIP
Scale 181.5
Plate Grip pOL 1.15
6.00 12
Ved(LL) -0.18 Q -R >999 380
F
TCDL ]A
LumbBrpOL 1.15
BC 0.44
Ved(R) -0.32 Q -R >885 240
3x6 9
BCLL
0],0 •
Sx80
WB 0.92
HmaffQ 0.13 L n/a n/a
E
CodelRC2012/fP1200]
G
Wnd(LL) 0.09 R >999 240
WeighL21611, FT=20%
4.4 i 6
BRACING-
TOPCHORD2%4DF18oGFl.6Eor2x4DFNa.I&Btr
TCPCHORD Sheathed Ora-313ocpudins.
BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.18B1r
BOTCHORD Rigid ceiling directly applied or B-a-Oacbracing.
D
WEBS IRow at midpt G -L
SLIDER Right 2x8 OF 3&360
T
buss erection, in accordance With Stabilizer Installation uide.
REACTIONS. (Is. e) J=197(LChanical, B=98510-5-8 (min. 0-16), L=2838/0.5.8 (min. 0.3.0)
A Z
]x10.
Sx8 G
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (to) Or less exceptw4en shovm.
TOP CHORD B -C=-25901589, GD= -21001441, D -S=-823166, E -S=43999, E -F=401462, F.G=.391431, G -T=-297/1715,114=431611607,
H-1=-1781877, W=-241/833
BOTCHORD B -R=-63412274, Q -R=-24911260, O -Q=01493, N -O=-15881425, J-10=6981195
WEBS C -R= -4831284,0.R=-2041836, 6Q= -842/322,F-0=6121101, G-0=2]3/1]35, H -K=0/264, L -N=-27531544, G 14=2138/410,
H
C 10
5x8 C
Q
Sx80
5x8=
0
B
R
5x8
N
2
*A
5x,
4
3x81
3.0012P
M
L
K 3x1011
1.5x4 II
3x4 11
60-
xfi=6x121
6e12 1
LOADING FaQ
SPACING- 2-0�0
CSI.
OEFl- in (IOC) Ild'd L/d
PLATES GRIP
TCLL 35.0
(Roof Snovr--35.0)
Plate Grip pOL 1.15
TC 0.]6
Ved(LL) -0.18 Q -R >999 380
MT20 2201195
TCDL ]A
LumbBrpOL 1.15
BC 0.44
Ved(R) -0.32 Q -R >885 240
BCLL
0],0 •
Rep Stress bur VES
WB 0.92
HmaffQ 0.13 L n/a n/a
B DL
CodelRC2012/fP1200]
(Matrix)
Wnd(LL) 0.09 R >999 240
WeighL21611, FT=20%
LUMBER-
BRACING-
TOPCHORD2%4DF18oGFl.6Eor2x4DFNa.I&Btr
TCPCHORD Sheathed Ora-313ocpudins.
BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.18B1r
BOTCHORD Rigid ceiling directly applied or B-a-Oacbracing.
WEBS 2x4DF1800F1.6Eor2x4DFN0,18Btr
WEBS IRow at midpt G -L
SLIDER Right 2x8 OF 3&360
MTek recommends Nat Stabilizers and required cress bracing be installed during
buss erection, in accordance With Stabilizer Installation uide.
REACTIONS. (Is. e) J=197(LChanical, B=98510-5-8 (min. 0-16), L=2838/0.5.8 (min. 0.3.0)
Max Harz B=19](LC 10)
Max Upflft,J=335([_C 10), L=283](LC 10)
1(LC
Max G.eJ=305(LC 18), B=027(LC 1]), L=2838(LC 1)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (to) Or less exceptw4en shovm.
TOP CHORD B -C=-25901589, GD= -21001441, D -S=-823166, E -S=43999, E -F=401462, F.G=.391431, G -T=-297/1715,114=431611607,
H-1=-1781877, W=-241/833
BOTCHORD B -R=-63412274, Q -R=-24911260, O -Q=01493, N -O=-15881425, J-10=6981195
WEBS C -R= -4831284,0.R=-2041836, 6Q= -842/322,F-0=6121101, G-0=2]3/1]35, H -K=0/264, L -N=-27531544, G 14=2138/410,
E-0=1521904, H.N=-11011295,E-0=-1317/285, K -N=4891340
NOTES -
1) Wind ASCE 7-10; Vu1t=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2pf, BCDL=4.2psf; h=25ft; Cat. ll; Exp q enclosed; M WFRS (envelope) gable end zona;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; P1=35.0 pat (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1
3) Unbalanced avow loads have been considered for this design.
4) This buss has been designed for greater of min roof live load of 16.0 put or 2.00 times flat roof load of 35.0 pat on overhangs non-cencumentwith other live loads.
5) This buss has been designed for a 10.0 psf bottom chord live load noncencunant vdth any other live loads.
6) • This tress has been designed for a live load of 20.apsf on the bottom chord in all areas Wnere a rectangle 3-6-0 tall by 2-0-0 vide ad1 fit been the bottom chord and any other
members.
]I Refer to girders) fortress to truss connections.
8) Bearing at joint(s) B considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should very capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 10016 uplift at joint(s) except CWth) J=335, B=21 D. L=487.
10) This truss is tlesignetl in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
11)"SemFngid pitchbreaks with fixed heels' Member end fixity model vas used in the analysis and design of this truss.
LOAD CASE(S) Standard
5x8 - Scale= 1:]6.]
D
L K r J 1 3x10 II
5x8 = 4.8 = 50 = 1.5x4 II
I?
LOADING (Pall
SPACING-
2-&0
CSI.
DEFL
In (19c)
Ilden
Ud
PLATES
GRIP
TOLL 35.0
Plate Grip DOL
1.15
TO 0]3
Ved(LL)
.0.25 K -L
>999
350
MT20
2201195
(Roof Bnow=35.()
Lumber DOL
1.15
BC 0.51
Ved(TL)
-0.41 K -L
>709
240
TOOL ].0
Rep Stress lncr
YES
WB 0.64
HORQL)
0.04 H
rile
rile
BOLL 0.0
Code IRC2012ffF
00]
(Matnx)
Wind(LL)
0.10 ALL
>999
240
Weight19816
FT=20%
BGDL ] 0
LUMBER-
BRACING.
TOP CHORD 2x4DF180OF1.6E or2x4 DF Na.1&Btr
TOPCHORD
Sheathed or 3-10-12 cc purlins.
B0T CHORD 2x4 OF 180OF 1.8E or 2x4 DF No. 1&Btr
BUT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 DF 1 800 1.6E or 2x4 OF No. 1&Btr•E=ept'
WEBS
1Raw at midpt GKD-K, E-1
W],WB: 2x4 OF StutllSttl
MiTek recommends that Stabilizers end required cross boning be Installed during
SLIDER Right 2x8 OF 353-1012
Truss secton inacwrdenw vnth Stabilizer Installation aide.
REACTIONS. (Iblsize) A=1063IMechanI.LJ=219610-5-8(min. -2-5),H=44]IMechaniral
Max Hoa A=-173(LC 15)
Max UpliftA=-226(LC 10), 1=35,1(1_C 10), H=-162(LC 11)
Max G.A=1139(LC 16), J=2196(LC 1), H=560(LC 1])
FORCES. (Ib) -Mex. Comp.IMax. Ten. -All forces 250 (lb) or less exceptwben shown.
TOP CHORD A -B=-19961393, &C=-15891334, GD= -52382], 0.E=-4021218, E -M=-91521, F -M=-2]1423, F -G=5231213, G -H=-6521194
BOT CHORD A -L=-44911682, L -N=-209/1060, N -O=-20911060, K-0=-209/1080, K -P=-4231150, J -P=-423/150, lJ=-631485, H-1-821468
WEBS &L=-53]I263,GL=-11]1610,6K=-11181359,E-K=-20211316,E-J=-1]28I336,FJ=-]551262
NOTE&
1) Wind: ASCE 7-10; Vult=115mph (3-sewnd gust) VftRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=258, Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and zone;
cantilever left and dght exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL: ASCE 7-10; Pf=35.0 psf (fiat 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 a 10.0 psf bottom chord live load nonconwnent Wlth any other live loads.
5) • This truss has been designed for a live load of20.Opsfon the bottom chord In all areas where a rectangle 38-0 all by 2-00 wade volt fit botween the bottom chord and any other
members, With BCDL = 7.0psf.
6) Refer o gioler(s) fortruss to truss connections.
]I Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 10016 uplift atjoint(s) except Gt=1b) A=228, J=354, H=162.
8) This truss is designed in eccoMance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7P11.
9) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss.
LOAD CASE($) Standard
3x8 — Sale= 1:]8.0
K L M
4II
W
L
3x6 = AR AO AP AO AN AM AL At At AH AF AS AD AC AS AA Z Y X
AK AG
3x6= 3x6= 2x411
Plate Offsets (X,Y)— ILO -0-0
Edge]
TOPCHORD 2x4DF1800F1.8Eor2x4DFNo.18Btr TOPCHORD
Sheathed or&0-0 ocpurlins, exceptentivericals.
BOT.CHORD 2x4DF1800F1.GEor2x4DFNo.18Btr BOTCHORD
Rigid ceiling directly applied or 10.60 to bracing.
WEBB 2x4 OF Studi WEBS
1Raw at midpt K-Al,J-AJ, WAR, N -AF
OTHERS 2.4 OF StudiS ExoepY
MiTek recommends that Stabilizers and required cross bracing be installed duringSTe,STB,ST],ST10,ST11:2x40F
LOADING (pail
truss erection, in saurdance with Stabilizer lnstaOalion guide.
SPACING- 2-0.0
CSI.
DEFL.
in (loc)
IItleO
Utl
PLATES
GRIP
TCLL 35.0
(Roof Snow=3
AJ=30](LC 16), AL=304(LC 16), AR=29](LC 16), AH=291(LC 17), Alio LC 1]), AE=302(LC 1])
Plate Grip DOL 1.15
TC 0.20
Ved(LL)
rile -
rile
999
MT20
220/195
7.0
TCDL ].0
Lumber DOL 1.15
BC 0.07
Vti
Na
rile
999
BCLL 0.0
Rep Stress Inc, VES
WB 015
Harz(R)
0.01 X
rile
N.
BCDL ].0
Code IRC2012RPI200]
(Matrix)
WeigM:2341b
FT=20k
LUMBER- BRACING.
TOPCHORD 2x4DF1800F1.8Eor2x4DFNo.18Btr TOPCHORD
Sheathed or&0-0 ocpurlins, exceptentivericals.
BOT.CHORD 2x4DF1800F1.GEor2x4DFNo.18Btr BOTCHORD
Rigid ceiling directly applied or 10.60 to bracing.
WEBB 2x4 OF Studi WEBS
1Raw at midpt K-Al,J-AJ, WAR, N -AF
OTHERS 2.4 OF StudiS ExoepY
MiTek recommends that Stabilizers and required cross bracing be installed duringSTe,STB,ST],ST10,ST11:2x40F
1800E 1.8E or 2x4 DF No.18Btf
truss erection, in saurdance with Stabilizer lnstaOalion guide.
REACVONS. All bearings 37-10-8.
(Ib) - Max Herz A=191(LC 10)
Max UPI ft All uplift 10016 or less at joint(s) X, A, AJ, AL, AM, AN, AO, AP, AO, AF, AE, AD, AC, AS, AA, Z except
AR=-10](LC 10), Y=-20MLC 11)
Max Greve All reactions 25016 or less at joint(s) X, A, Al, AM, AN, AO, AP, AO, AD, AC, AS, AA, Z, V except
AJ=30](LC 16), AL=304(LC 16), AR=29](LC 16), AH=291(LC 17), Alio LC 1]), AE=302(LC 1])
FORCES. fib) -Max. Comp.IMax. Ten. -All farces 250( Ib) or less excaptwben shown.
TOPCHORD J -K=-781282
WEBS J -AJ= -279110],I -AL= -276183, M -AH= -26310, N -AF= -2821108, O -AE= -274181
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=9lmph; TCDL=4.2psf, BCDL=4.2psf, h=25R Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and right exposed: Lumber DOL=1.33 plate gnp DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fere), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI TPI 1.
3) TCLL: ASCE 7-10; Pli psf (Oat roof snow); Category II; Exp C; Fully Exp.; 01= 1
4) Unbalanced snow loads have been considered for this design.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
]) Gable studs spared at 2-0.0 oc
8) This muss has been designed for a 10.0 psf bottom chord live load nom oncurtent with any other live loads.
9) •This buss has been designed fora live load of 20.01 on the bottom chord in all areas Where a rectangle 36-0 fall by 2-0-0 wide will ft between the bottom chord and any other
members.
f 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) X, A. AJ, AL, AM, AN, AO, AP, AD, AF, AS, AD, AC, AS, AA,
Conlinue"dpoR 2 page -10], Y=206
11)
S-
11) This imss is designed In a n fixed h e heals"
the 2012 Member
end fixity mod Residential Code sections and
design
and is mus 0.2 and referenced standard ANSIRPI 1.
12) 'Semi-rigid pitchbreaks witM1 fixed M1eels" Memberend fixity model was used in the analysis and design of this muss.
LOAD CASE(S) Standard
4x6- Scale =1:82.7
3.0012 7x12MT1811= 3x10= 3x4= 50-
,p
Piste Offsets(X.Y)-
[B;0-1-14.Edge] [G:0.3-00.3-0]
[J:OJ-008.01
[M:0.7-00.2-0]
[N:0-fi-00-3-101
Rigid ceiling directly applied or6-10.7 ac bracing.
WEBS 2x4 OF StudlSid'ExcepP WEBS
1Raw at midpt C -M
W 1,W3: 2x4 OF 1800F 1.8E or 2x4 OF N0.1&Etr
LOADING (psf)
SPACING-
2-0.0
CSI.
Max Hors8=151(LC t0)
DEFL.
in floc) IN 11
Lld
PLATES
GRIP
TOLL 35.0
(Roof SnavF35
G -H=2837/502
Plate Grip DOL
1.15
TO
0.92
Ver l -L)
-0.40 M -N X937
360
MT20
2201195
TCLL 0
Lumber DOL
1.15
BC
0.7 7
Ver(TL)
-0.97 M -N X559
240
MT20HS
1651146
00
BOLL 0.0
Rep Stress lncr
YES
WB
0.98
Hoa(TQ
0.34 H rile
rile
MT18H
2201195
BCDL 7.0
CodelRC2012aP]2007
(Matrix)
Wind(LL)
0.21 N X999
240
WeiBhb1611b
FT=20%
LUMBER- SPACING -
TOP CHORD 2x4OF160OF1.6E or 2x4 OF No.1SBtr TOPCHORD
Sheathed.
BOTCHORD 2x4 OF 1800F 1.6E or2x40F No.18Btr BOTCHORD
Rigid ceiling directly applied or6-10.7 ac bracing.
WEBS 2x4 OF StudlSid'ExcepP WEBS
1Raw at midpt C -M
W 1,W3: 2x4 OF 1800F 1.8E or 2x4 OF N0.1&Etr
MMek recommends that Stabilizers and required crass bracing be unrolled do drug
lasserection. in accordance with Stabilizer Installation vide.
REACTIONS. (Iblsixe) 8=1658/0-58 (min.0-1-11), H=165810-5-8 (min.0-1-12)
Max Hors8=151(LC t0)
Max UPIiOB=-330(LC 10), H=-330(LC 11)
FORCES. gb)-Max. Comp.IMax. Ten. -All farces 250(Ib) or less except when shown.
TOP CHORD B.0=-50331961, G0=2141/392, 0.O=-20281403, D -E=-17431385, E -F=-17761376, F.P=-21551435. G -P=-23331425.
G -H=2837/502
BOTCHORD B -N=-936/4479, M -N=-91514374. L -M=-2781180. K -L=-225)2010, J -K=-35912418, HJ= -357/2420
WEBS GN=40012227, C -M=-28051891. D -M=401384, C -L=-9451264, E -L=26611205, F -L=-9091263. F -K=-381297, G -K=.4701184
NOTES.
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) VdRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psq h=25O; Cat. ll; Exp C; enclosed; Mi (envelope) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL ASCE 7-10; Pt=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp; C1=1
3) Unbalanced snow loads have been considered for this design.
4) This mass has been designed for greater of min mot live load of 16.0 psf of 2.00 times Oat roof load of 35.0 psf on overhangs non-wncumenl with other live loads.
5) All plates ere MT20 plates unless otherwise indicated.
6) This bass has been designed for a 10.0 psf bottom chord live load nonconcunent Will any other live loads.
7)' This truss has been designed fora live load of 20.0psf on the bottom chard in ali areas where a rectangle 39.0 tall by 2-0.0 wide will ft between the bottom chaN and any other
members.
8) Bearing at joints) B considers parallel to grain value using ANSIITPI 1 angle to Brain formula. Building designer should verify capadty of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 100 lb uplift at joints) except OI=Ib) B=330, 11=330.
10) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIl1PI 1.
1 f) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Russ.
LOAD CASE(S) Standard
4x4 = sole=153.2
K
MM1 I At AX Ari PF PL PG -A9 PA Z Y X W V
3x4 =
11
Plate Offsets (X Y)-
[8:9-2-10
0.1-8] (T:0.2-10 0.1-81
Sheathed ar 66-0 oc purlins.
BOTCHORD 2x4 OF 18a0F 1. BE or 2x4 DF No.1&Btr BOTCHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 OF SWtllBttl •Except•
MRek recommentls Nal StabilizCozen required craw braung be installetl tlunng
ST8:2x4 DF 1800F 1.6Eor2x40F No.1&Btr
tmtserection in accordance wAM1 Stabilizer Installation uide.
LOATCLDING (pef)
350
SPACING- 2-0.0
CSI.
DEFL.
in (IOC)
Wall
Ud
PIATES
GWP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TO 0.22
Vert(LL)
0.01 U
nlr
120
MT20
2201185
TCDL ].0
Lumber DOL 1.15
Be 0.11
Ver(R)
0.00 U
nlr
120
BCLL 0,0
Rep Stress lncr VES
WB 0.24
Hom(TL)
0.01 T
nla
We
BCDL ].0
Code IRC20121FP12B0]
(Matrix)
Weight'. 17511
FT=20%
LUMBER- BRACING-
TOPCHORD2x4OF1800F 1.6E or2x4 DF No.18Blr TOP CHORD
Sheathed ar 66-0 oc purlins.
BOTCHORD 2x4 OF 18a0F 1. BE or 2x4 DF No.1&Btr BOTCHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 OF SWtllBttl •Except•
MRek recommentls Nal StabilizCozen required craw braung be installetl tlunng
ST8:2x4 DF 1800F 1.6Eor2x40F No.1&Btr
tmtserection in accordance wAM1 Stabilizer Installation uide.
REACTIONS. All bearings 316-0.
(to) - Max Harz B=151(LC 14)
Max Uplift All uplift 100 to or less at joint(s) B, AS, AF, AG, AH, Al, AJ, AK, AB, AA, Z, Y. X, W. V, T
Max Gmv All reactions 250 to arless at joints) AD, AG, AH, Al, AJ, AK, Z, Y, X, W, V except B=342(LC 16),
AE=312(LC1]),AF=299(LC1]),AB=312(LC IS),AA=299(LC18),T=342(LC16)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250(Ib) or less except Men shown.
WEBS J-AE=284104, I -AF= -2]018], L -AB= -284182. M -AA= -270188
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3-sewnd gust) V(IRC2012)=91mph; TCDL=42psf, 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 gnp DOL=1.33
2) Truss designed forvind leatls in the plane of the Buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
Exp C; Fully Exp.; Ct=1
In.
d of 16.0 pat or2.00 times flat root load of35.0 Paton overhangs non-concunent with other live loads.
]) Gable requires continuous bottom Chad bearing.
B) Gable studs spaced at 2-0.0 Co.
9) This Cuss has been destgned for a 10.0 Psf bottom Chad live load nonconwnent with any other live leads.
10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas More a rectangle 36.0 tell by 2-0.0 wade will fit behveen the bottom Chad and any
othermembers.
11) Pravda mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift at jomt(s) B, AE, AF, AG, AH, A[, AJ, AK, AS, AA, Z, V, X, W, V, T.
12) This truss Is designed in accordance with the 2012 International Residential Code sections R50211.1 and R602.10.2 and referenced standard ANSIRPI 1.
13) "Semi-rb,W ptichbreaks with fixed heels' Member and fixity made[ was used In the analysis and design of this truss.
LOAD CASE(S) Standard
411E 41611
N15 4115 0.11A ASa ASO
4x8 II Scale =1:(M.3
All 12 D
4.8
J
561 K E
C _3x4 II
F
5x81
(8:04-0,63-07
(GEdge 0-587
p:0 S -8 0&0j
BOT CHORD 2x8 DF 33 BOTCHORD
Rigid ceiling directly applied or 6-11-4 oc bracing.
WEBS 2x4 DF Studacd'ExcepP WEBS
B
W5: 2.4 DF 180OF 1.6E ar2x4 DF No.1&Btr
MiTek recommends that Stabilizers and required cross bracing be Installed during
11
LOADING (pso
SPACING
2-60
6x121
DEFL.
in
(lac)
Iltlefl
Ud
PLATES
GRIP
A
Plate Grip DOL
1.15
TC 0.]]
Ved(LL)
-0.22-J
WEBS BJ=-365/1346,8-1=-1988/646,C-1=-643122B3,OH=-2605/823,D-H=-8791184],E-H=-47611427,E-G=2880/949
>999
3fi0
J on
B1
(Roof Snavv37.0
Lumber DOL
2Fs
M N J O
P O
Ra
T U G
HUS28 4.1211
LUS2412x12= LUS24
12x12=
LUS24 802MT20HS=
LUS24 LUS24
LUS24
LUS24 WON
LUS24
Plate Offsets MY)— (A:69-12,Edge),
(8:04-0,63-07
(GEdge 0-587
p:0 S -8 0&0j
BOT CHORD 2x8 DF 33 BOTCHORD
Rigid ceiling directly applied or 6-11-4 oc bracing.
WEBS 2x4 DF Studacd'ExcepP WEBS
1Row at midpt B-1, C-H, E -G
W5: 2.4 DF 180OF 1.6E ar2x4 DF No.1&Btr
MiTek recommends that Stabilizers and required cross bracing be Installed during
WEDGE
LOADING (pso
SPACING
2-60
CSI.
DEFL.
in
(lac)
Iltlefl
Ud
PLATES
GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.]]
Ved(LL)
-0.22-J
WEBS BJ=-365/1346,8-1=-1988/646,C-1=-643122B3,OH=-2605/823,D-H=-8791184],E-H=-47611427,E-G=2880/949
>999
3fi0
MT20
220/195
(Roof Snavv37.0
Lumber DOL
1.15
BC 0.]3
Ved(TL)
-0.30
I -J
>851
240
MT20HS
165/146
TCLL ].0
Rep Stress lncr
NO
WB 0.82
Horz(TL)
0.08
G
nla
nla
BCDL 0.0'
BCDL 7.0
Code IRC2012/FPI20W
trix
(Ma)
Wind(LL)
0.12
1-J
>999
240
Weighlb
1481T=20%
F
LUMBER- BRACING -
TOP CHORD 2x4DF180OF1.8E cr2x4 DF NoA&Bir TOPCHORD
Sheathed or 1-11-14 ac p.din., xcam and verticals.
BOT CHORD 2x8 DF 33 BOTCHORD
Rigid ceiling directly applied or 6-11-4 oc bracing.
WEBS 2x4 DF Studacd'ExcepP WEBS
1Row at midpt B-1, C-H, E -G
W5: 2.4 DF 180OF 1.6E ar2x4 DF No.1&Btr
MiTek recommends that Stabilizers and required cross bracing be Installed during
WEDGE
comm eredlan in accalance with Stabilizer Installation uide.
Left 2x4 DF Stud/6ttl
REACTIONS. (Ib/size) A=3512/0-3-8 (req. 0a-12), G=3027/63-8 (min. -3-0)
Max Hare A=22ML0 f 0)
Max UpliftA=-1038(LC 10), G=-1036(LC 10)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less exceptvinen shown.
TOP CHORD A -B=-86241195], B -G-4599/1410, C -K=-25541862, D -K=-2453/8]3, D -E=-2509/893
BOTCHORD A-M=-1920/5886,M-N=-1920/5866,J-N=.192015866,J.O=-1908/5821,0.P=-190815821,1-P=-1908/5821,1.0=-1329/403],
O-R=-1329/403],H-R=-1329/403],H-S=-48511466,6-T=-46511466,T-U=48511466,G-U=-48511466
WEBS BJ=-365/1346,8-1=-1988/646,C-1=-643122B3,OH=-2605/823,D-H=-8791184],E-H=-47611427,E-G=2880/949
NOTES.
I) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25R Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone
cantilever left and tight exposed ;Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; PF35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1
4) All plates ere MT20 plates unless othewtls. indicated.
5) This buss has been designed for a 10.0 psf bottom chats live load hancona rimer with any other live loads.
5)' This truss has been designed for a live load of 20.01 on the bottom chord in all areas More a rectangle 3.60 WII by 2.0.0 wide will ft between the bottom chord and any other
embers.
I) WARNING: Required bearing size at joint(s) A greater than input bearing size.
b) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 100 to uplift at joint(s) except all A=1038, G=1036.
9) This muss Is designed in accordance Win the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITP11.
10) "Semi-rigid pitchbreaks wth fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Use USP HUS28 (Wit 16d nails into Girder & 16d nails into Truss) or equivalent at 2-0-12 from the left end to connect inmates) A08 (1 ply 2x4 DF) to back face of bottom
Coiinsued an page 2
NOTES
12) Use Simpson Strong -Tie LUS24 (4-10d Giller, 2-10d Tmss, Single Ply Girder) or equivalent spaced at 24-0 on, max. staling at 4-0-12 from the left end to 20-612 to connectbasses) A06 (1 ply 2.4 DF), A07 (1 ply
2x4 DF) to back face of bottom chord.
13) Fill all nail hales Where hanger is in contact with lumber.
14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead t Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pl0
Vert: AdA84, 0.F=4t4, A -G=-14
Concentrated Loads (Ib)
Ven: 1=546(8) M= -546(B) N= -546(B) 0=-546(8) P=546(B) Q=546(B) R= -291(B) 5=-291(8) T=291(8) U=-291 S)
4.6- Scale- 1:413.]
3x4- 5x6= _--
11
Plate OHsets(XY)- I1-:0-3-00-3-01
BRACING-
LOADING (ps0
SPACING- 2-0-0
CSI.
DEFL. in (lac) Ildeg VdFMT20
ES GRIP
TCLL 35.0
(Roof Snow=35.0)
Plate Grip DOL 1.15
TC 0.84
Ved(LL) -0.18 H -I X999 3fitt
220/195
].0
Lumber DOL 1.15
BC 0.3]
Ved(1'L) -0.28 HTCDL
0.0
Rep Stress trio, YES
WB 0.32
HarQL) 0.06BCLL
Max UplihB= fi-C 10), F=-261(LC 11)
BCDL ].0
Code IRC2012RPI20W
(M.W.)
Wind(LL) 0.05 B -I X889 240h1:1011b
FT=20%
LUMBER-
BRACING-
TOPCHORD 2x4DF1800F1.6E.r2x40F N..l&Blr
TOPCHORD
Sheathed .13-114 .. purlins.
BOT CHORD 20 OF 1800F 1.6E or 2x4 OF No.l&Btr
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF Stud/Std
MiTek recommends that Stabilizers and required cross hracing be installed during
truss erection In accordance with Stabilizer lnsWtl.t,.n uttle.
REACTIONS. (Ib/size) 13=1291103.8 (min. 0-1-8),F=12911038 (min.0-1-8)
Max Harz 13=1I MLC 14)
Max UplihB= fi-C 10), F=-261(LC 11)
FORCES. (Ib) -Max. Com,JMax. Tar. - All forces 250(Ib).,less except Wren shaven.
TOPCHORD B-C=-20]9l3]6,C=-1]]61344,D-J=-165lM65,0.K=-1851/385, E -K= -1]]81345,E -F=-20]913]8
BOTCHORD B-1=36111]6],1-L=-130/1142,L-M=-13011142,H-M=-13011142,E.H=-24411]8]
WEBS D -H= -164021,E -H=-5891246.61=-164921, C-1=589/246
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2pf, h=25f1; Cat. ll; Exp q enclosed; MWFRS (envelope) gable end zone;
cantilever le0 and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=35.0 psf (gat mof snow); Category 11; Exp C; Full, Exp.; Ct=1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min mof live load of 16.0 psf or 2.00 limes 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 brand live load nano rcunent with any other live load..
6) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tell by 2-0.0 wide will ft between the bottom chord and any other
ember, with BCDL = ].Cpsf.
]) Provide mechanical connection (by others) of lmss to bearing plate capable of withstanding 1001b uplift at joint(s) except gt=1b) 3=261, F=261.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7PI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of Nis Musa.
LOAD CASE(S) Standard
4x4= 8aale=1:49.9
H
ZYXWVUTSRQP "9 -
5x8 =
Plate Offsets (X Y)— [B:0-2-10,0-1-81,
(NO -2-10.0-1-8],
LOADING (psF)
SPACING-
2-00
mi.
DEFL.
In (toe)
IIdeO
Ud
PLATES
GRIP
]CLL 35.0
(Roof Snovr-35.0)
plate Grip DOL
1.15
TO 0.22
Ved(LL)
0.01 O
her
120
MT20
2ID1195
TCLL ].0
Lumber DOL
1.15
SC 0.11
Ven(TL)
0.00 O
her
120
BOLL 0.0
Rep Stress liar
VES
WB 0.13
HOR(TL)
0.00 N
nla
rile
BCOL 7.0
Code IRC2012/(PI200i
(Matrix)
WeighL1191b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.eE OT40F No. 18Btr TOPCHORD Sheathedor6-0-Oacpudins.
BOTCHORD 2x4 OF 1800F 1.eE Or 2x40F Na.18Bb BOTCHORD Rigid ceiling directly applied or 10.00 ac bracing.
OTHERS 2x4 OF StudlSttl Mflak recommentls that Stabilizers and required cross bradng be installed during
truss erection in eccaMence with Stabilizer Irlemiletion gulde.
REACTIONS. Allbeatings24-0-0.
(Ib)- Max Harz 8=118(LC 14)
Max Uplift All uplift 10D Ib of less at joints) B. V, W. X, Y, Z, T, S, R, O, P, N
Max Gmv All reactions 25U Ib of less atfgint(s) U, K. Y. Z. R, O, P except 8=333(LC 16), V=299(1_C 17), W=277(LC
17), T=299(LC 18), S=277(LC 18), N=333(LC 18)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All farces 250 (to) or lass except When shown.
WEBS G -V= -271/3],1-T=-2]1185
NOTES
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IR02012)=91mph; TODL=4.2pef; 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 gnp DOL=1.33
2) Truss designed for wind loads in the plane of the muss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI TPI 1.
3) TOLL ASCE 7-10; Pf=35.0 psf (flat mot snow); Category 11; Exp C; Fully Exp.; C1=1
4) Unbalanced snow loads have been considered for this design.
5) This muss has been designed for greater of min roof live load of 16.0 psf or 2.O0 times flat roof load of 35.0 psf on overhangs nomconcurrent with other live loads.
8) Gable studs spaced at 2-00 so
9) This truss has been designed for a 10.0 psf bottom chard live lead nonconcunent with any other live loads.
10) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 346�0 WII by 2.0.0 Woe volt fit between the bottom chard and any
other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) R, V, W, X, V, Z, T, S, R. O, P, N.
12) This truss is designed in accordance with the 20121ntemationel Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSNTPI t.
13) "Semi-rigid pikhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Imes.
LOAD CASE(S) Standard
4x8= Scale=1:45.6
D
I
Plate Offsets (X.Y)—
[11:0-30.0.3-01
LOADING (psQ
SPACING-
2-0-0
CSL
DEFL.
in floc) "den
Utl
PLATES
GRIP
TCLL 35.0
(Roof Snow=35.0)
Plate Grip DOL
1.15
TC 0.52
Ved(LL)
-0.12 H -I >999
360
MT20
220/195
TCOL ].0
Lumber DDL
1.15
BC 0.32
Ved(TL)
-0.20 H-1 >999
240
BCDL 0.0'
Rep Stress lncr
VES
V 0.29
HPm(fL)
0.05 F rile
rile
BCDL 7.0
Code IRC2012RPI20W
(Matrix)
Wind(LL)
0.04 B -I >888
240
Weight: 95 In
FT=20%
LUMBER -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.iBBtr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&BV
WEBS 2x4 DF S1udiSttl
BRACING
TOPCHORD Sheathed ., 41-14 oc putlins.
BOTCHORD Rigid Ceiling directly applied or 10.0.0 so bracing.
Mrr recommendsthat Stabllizam and required Cross bradng be Installed during
/mss erecdon Ia accordance with Stablllzer Installation guide.
REACTIONS. gblsize) 8=121010.34 (min.0-1-8), F=121010-3-8 (min.
Max Ham 8=111(LC 14)
Max UplifiB=-245(LC 10), F= -245(11_C 111
FORCES. (Ib) -Max. Camp.IMax. Ten. -All farces 250(7b) Or less except when shown.
TOP CHORD &C= -19201347,6J= -16421318,D =-15261337, D -K=-1526133], E -K=-16421318, E -F=-1920134]
BOT CHORD &I=.33311630, I -L=-1191105], L -M=-1191105], H -M=-1191105], F -H=-22211630
WEBS D -H= -150/883,E -H=-5431228, DI= -1501663, 6I= -543RD
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2pf, BCDL=4.2psf, h=258; Cat. II; Exp C; enclosed; M WFRS (envelope) gable end zone;
cantilever aftand right exposed; Lumber DOL=1.33 plate gnp DOL=1.33
2) TCLL ASCE 7-10; P1=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 tmss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof l0ad or 35.0 psf on overhangs non-conwrtent with other live loads.
5) This vuss has been designed for a 10.0 psi bottom chord live load noncencunent with any other live loads.
6) ` This truss has been designed for a live load of 20.0pf on the bottom chord in all areas More a rectangle 34-0 tall by 2-M Woe wall ft between the bottom chord and any other
members, with BCDL= 7.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 100 he uplift at joints) except gt=lb) B=245. F=245.
6) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI I.
9)'Semi-rigid pitchim aks whh fixed heals" Member end fixity model was used in the analysis and design of this orders.
LOAD CASE(S) Standard
4x4 = Scale =1:46.8
G
W V u T 5 R Q P O N
&4=
fI
LOADING (psf)
SPACING- 2-0.0
CSI.
DEFL. in (lac) Ildefl ud
PLATES GRIP
TCLL 35.0
Plate Gdp DOL 1.1ii
TC 0.22
Veri(LL) 0.00 M air 120
MT20 2201195
(Roof Snow=37
TCDL ZO
Lumber DOL 1.15
BC 0.12
VeriQL) 0.00 M nlr 120
BOLL
Rep Gtreaslnn, VES
WB 0.11
Hoa(rL) 0.00 L rile rile
B_COL _ ]0
Cotle IRC2012TPI2007
(Matrix)
Weight: 10716 FT=20%
LUMBER.
BRACING -
TOP CHORD 2x4DF180OF1.6E or 2x4 DF No.1&Btr
TOP CHORD Sheathed or 6-0-0 ac pudins.
BOTCHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr
BOTCHORD Rigid ceiling already applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std
MlTek recommends that Stabilizers and required cross bracing be installedduring
truss erection in accomene,, nmrabllizer Installation guide.
REACTIONS. Allbearings224-0.
(Ib) - Max Hom 8=111(LC 14)
Max Uplift All uplift 10016 or less at joints) B, T. U, V, W, R, O, O, N. L
Max Gmv All reactions 250 to .,ave at j.iht(s) S, V, 0 except 13=315(1_C 16), T=295(LC 17), U=274(LC 17), W=267(LC
1), R=29MLC 18), 0=274(LC 18), N=267(LG 1), L=315(LC 16)
FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (to) or less except men shaven.
WEBS F -T=26]18], H.R=-267165
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second 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) Those designed for wind loads in the plane of Ne muss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, orchnsult
qualified building designer as per ANSITPI 1.
3) TOLL: ASCE 7-10; Pf---35.0 fief (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1
4) Unbalanced snow loads have been considered for this design.
5) This muss has been designed for greater of min hand live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-c9ncvnent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chard bearing.
8) Gable studs spaced at 2-0.0 oc.
9) This fuss has been tlesignetl for a 10.0 psf bottom chord live load norcerw rent with any other Ilve leads.
10) • This truss hes been designed fora live load of 20.Opsf on the bottom ahead in all areas where a rectangle 343-0 tall by 2-0.0 wide will fit between the bottom chord and any
otacrmembers.
11) Provide mechanical connection (by others) of those to bearing plate capable of withstanding 10016 uplift at joint(s) B, T, U, V. W, R, 0, O, N, L.
12) This ones is designed In accordance with the 2012 International Residential Code sections R502.11A and R802.10.2 and referenced standard ANSITPI 1.
13) "Semi-rigid pittlrbreaks with fixed heels" Member end fixity model was used In the analysis and design of this lines.
LOAD CASE(S) Standard
4x4 = Scale=120.3
LUMBER- BRACING-
TOPGHORD2x4DF1BOOF1.8E or2x4 OF No.18Btr TOPCHORD Sheathed or 8-0-0 ac purlins.
BOTCHORD 2x4 DF 1800F 1.8E or 2x4 DF No. 18Btr BOTCHORD Rigid ceiling directly applied or 8-O0 oc bracing.
OTHERS 2x4 DF SIudi MiTekrecommends that Stabilizers and required cross bracing be installed during
truss erection in accordance Wit Stabilizer Installation guide.
REACTIONS. All bearings 13.2-8.
(Ib)- Max Hoa B=71(LC 14)
Max UPI if All uplift 100 lb or less at joint(s) B, H. M. N, K. J
Max Grev All reactions 250 lb or less at joints) L, N, J except B=320(1018), H=320(LC 18), M=289(LC 1]), K=259(LC
18)
FORCES. (Ib)-Max.Ccmp.IMax.Ten.-Allf... 250( Ib) or less except when she..
NOTES -
1) Wind: ASCE 7-10; VuO=115mph (3 -second gasp V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25f1; 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) Tress designed for wind loads in the plane of the truss only. Far studs exposed m wand (n...I to the face), sea Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSOTPI 1.
3) TCLL ASCE 7-10; P%35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 10.0 psf or 2.00 times Oat read load of 35.0 psf on overhangs non -concurrent with other live loads.
8) Gable studs spaced at 2-0-0 so.
9) This miss hes been designed for a 10.0 psf bottom chord live load nanconcurrentwith any other live leads.
10) • This truss hes been designed for a live load cf 20.Opef on the bottom chord in all areas where a rectangle 36-0 tall by 2.0.0 Woe wfi11 fit between the bottom chord and any
othermembers.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) B, H, M. N, K, J.
12) Beveled plate or shim required W provide full bearing surface with tress chord at joints) B.
13) This Wes is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
'
8.00 12
D
O
C 1IT
iT
T
F
T
P
G
T
yI
a
A
B
61
H
I
3x4=
N M
L
tsze
13
K
J
30=
Plate Offsets (X.))—
[8:0-0 ,Edgel,
[11:0.04,Edgel
LOADING (pall
SPACING- 2-00
CSI.
DEFL
in (lac)
Wall
I
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.22
Ved(LL)
0.00 1
nlr
-M
120
MT20
2201195
(Roof Snow -35
Lumber DOL 1.15
BC 0.12
Vert(TL)
0.00 1
nlr
120
TCDL ]A
0
BOLL 0.0 •
Rep Stress her YES
WB 0.05
Horz(TL)
0.00 H
rile
rile
acne 7
Code IRC2012?PI200]
(Matrix)
(
Wei
Weight: 16
ht: 55
FT=20%
LUMBER- BRACING-
TOPGHORD2x4DF1BOOF1.8E or2x4 OF No.18Btr TOPCHORD Sheathed or 8-0-0 ac purlins.
BOTCHORD 2x4 DF 1800F 1.8E or 2x4 DF No. 18Btr BOTCHORD Rigid ceiling directly applied or 8-O0 oc bracing.
OTHERS 2x4 DF SIudi MiTekrecommends that Stabilizers and required cross bracing be installed during
truss erection in accordance Wit Stabilizer Installation guide.
REACTIONS. All bearings 13.2-8.
(Ib)- Max Hoa B=71(LC 14)
Max UPI if All uplift 100 lb or less at joint(s) B, H. M. N, K. J
Max Grev All reactions 250 lb or less at joints) L, N, J except B=320(1018), H=320(LC 18), M=289(LC 1]), K=259(LC
18)
FORCES. (Ib)-Max.Ccmp.IMax.Ten.-Allf... 250( Ib) or less except when she..
NOTES -
1) Wind: ASCE 7-10; VuO=115mph (3 -second gasp V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25f1; 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) Tress designed for wind loads in the plane of the truss only. Far studs exposed m wand (n...I to the face), sea Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSOTPI 1.
3) TCLL ASCE 7-10; P%35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 10.0 psf or 2.00 times Oat read load of 35.0 psf on overhangs non -concurrent with other live loads.
8) Gable studs spaced at 2-0-0 so.
9) This miss hes been designed for a 10.0 psf bottom chord live load nanconcurrentwith any other live leads.
10) • This truss hes been designed for a live load cf 20.Opef on the bottom chord in all areas where a rectangle 36-0 tall by 2.0.0 Woe wfi11 fit between the bottom chord and any
othermembers.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) B, H, M. N, K, J.
12) Beveled plate or shim required W provide full bearing surface with tress chord at joints) B.
13) This Wes is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
5va 11 Seats =1:30.0
e 8.00 FITM
SC 9 I Sr8 J T
E
N
3X4 G 3x4 C
F
' L O K P J O 112x12- R H 8
3.6 II 12X12= 12x12- HUS28 HUS28 are 11 HUS282
HUS28 HUS28 HUS28
Plate Offsets (X VI-
[A:0-3-130.1-13]
[G:03130-1-13] p:Od80-8-01 IKAG-fi, -0)
Sheathed or 2-2.9 ac purIns.
B0TCHORD 2.8 OF 3S BOTCHORD
Rigid ceiling directly applied or 8-7-7 cc bracing.
WEBS 2x4 OF StudlStd*Except'
MiTek rewmmendslhal Stabilizers and required cress bracing be installed during
LOADING (ps0
l=Iase gon in accordance With Stabilizer Installation guide.
SPACING- 2-60
CSI.
DEFL.
in (loc) Wall
Ud
PLATES
GRIP
]CLL 35.6
TOP CHORD A -B=-662911349, B -M=%250112]], OM= -6202/1282, C -D=-48]411018, 0.E=48)411018, E -N=-820411283, F -N=-6253112]8,
Plate Grip DOL 1.15
TC 0.56
Ved(LL)
-0.15 J >999
366
MT20
220/195
(Roof Snow=35.0)
B -K=3841108
Lumber DOL 1.15
BC 0.84
Veri(R)
-0.22 J >590
240
TCLL 7.0
BCLL 0.0
Rep Stress Ina NO
WB 0.71
Ham(TL)
0.05 G nla
her
BCOL 7.0
Code IRC2012ffP12007
(Matrix)
Wind(LL)
0.07 J >999
240
Wei 80lb
FT=20%
LUMBER- SPACING.
TOPCHORD2x4OF1800F1.8E or 2x4 OF No. 1&Btr TOPCHORD
Sheathed or 2-2.9 ac purIns.
B0TCHORD 2.8 OF 3S BOTCHORD
Rigid ceiling directly applied or 8-7-7 cc bracing.
WEBS 2x4 OF StudlStd*Except'
MiTek rewmmendslhal Stabilizers and required cress bracing be installed during
W1: 2x4 OF 1800F 1.8E or 2x4 DF N0.1&Btr
l=Iase gon in accordance With Stabilizer Installation guide.
REACTIONS. (Ib/size) A=3745/0-5-8 (min. 04-0), G=425510-&8 (min. 04A)
Max Horz A=56(LC 10)
Max UpliM=d69(LC 10), G=-875(LC 11)
FORCES. (Ib) -Max. Comp.IMax. Ten. -All fomes 250 (HN or less except when shown.
TOP CHORD A -B=-662911349, B -M=%250112]], OM= -6202/1282, C -D=-48]411018, 0.E=48)411018, E -N=-820411283, F -N=-6253112]8,
F -G=-672]/13]3
BOTCHORD A-L=-123815893,L-0=-1238/5893,K-0=-123815893,K-P=-1139/5571,J-P=1139/5571,J-0=-108815573.1-0=-108815573,
I -R=-120515986, H -R=-1205/5988, H -S=-120515988, G -S=-120515986
WEBS 0.J= -84114086,E -J= -17371400,E-1=-32411804, F -1=4841133,F -H=.1291296, PJ= -17341399, GK= -322/1599,
B -K=3841108
NOTES -
1) Wind ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=261t; Cat, 11; Exp C; enclosed; MWFRS (envelope) gable end zone;
cantilever left and fight exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) TOLL ASCE 7-10; P11=35.0 psf (flat roof 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 a 10.6 psf bottom chard live load nonconcunent wth any other five loads.
5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3A- tall by 2-0-0 Wde Will ft beteeen the bottom chord and any other
members.
6) Provide mechanical connection (by othera) of truss to bearing plate capable of withstanding 10016 uplift at joints) except gt=11b) A=769, G=875.
7) This Imss is designed in awomance with me 20121ntema8anal Residential Code sections R502.14.1 and R802.10.2 and referenced standard ANSIITPI 1.
8) "Semi-rigid pitchbreak. vnth fixed heels' Member end fixity model was used in the analysis and design of this truss.
9) Use USP HUS28 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 cc max. stating at 2-0.12 from the left end to 12-0.12 to conned tmss(es) A0s
(1 ply 2x4 DF) to front face of bottom chord.
10) Fill all nail hales Mare hanger is in contact Will lumber.
Cbntinuetl on page 2E(S) section, loads applied to the face of the truss are noted as front (F) or beck (B)
LOAD CASE(S) Standard
1) Dead+ Snaw(balanced): Lumber Increase=1.15, Plate Increase=1.15
Unifann Loads (PIM
Vert: A -D= -84,P = -84,A -G=-14
Concentrated Loads Ob)
Vert: L=-1125(F)O=-1126(F)P=-1125(F)O=1125(F)R=-1125(F)S=-1125(F)