HomeMy WebLinkAboutTRUSS SPECS - 06-00059 - 95 S Hidden Valley Rd - New SFR+ vmw,
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Job Truss Tri Type
Q6600 AIIG RL .r- TRUSS
STOCK COMPONENTS -IF., Idaho Falls, I D 83403, JEROD
oty _7�i Y _
i M ISS A/1- /EJ I D I --I
i
Job Reference (otronaC)
6-200 s Feb 11 2005 MiTek Industries, Inc.
Tue Jan 14 07:47:03 2008 Page 2
NOTES
10) P rovi be hani ai connection (byothers) of truss to bearing p] ate capable of withsta ndi ng 238 1b uplift at joint 29, 233 Ib uplift at joint 16; 23 I b upIift at joint 24a 44 Ib
uplift at joint 25, 45 ib uplift at joint 26, 41 1b uplift at joint 27, 236 lb uplift at joint 28, 23 ib uplift at joint 22, 44 1b uplift at joint 21, 44 lb uplift at joint 20, 40 Ib uplift at joint
18 and 231 lb uplift at joint 17-
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 n R802.10.2 and referenced standard ANS I/TPI I .
LOAD CASE(S) Standard
Job - - Truss T Type
00 B1 'i .
STOCK MP I E T -IF, Idaho Falls, ICS 83403, JEROD
-2-0-0, 4-6-6
2-0-0 4-6-6
051
W
10X1
K]
--1
Qty
5
t
Ply MI.INA/l - 1FJ(II )I--
1 , 1
Job Reference (optional)
6:200 s Feb 11 2005 MiT k Industries, Inc- Tue. .Jars 10 07:47:04 2006 Page 1
0-9-1 13-11-7 19-2-8 1 24-5-9 27-7-4 29-4-4 33-10-10 1 38-5-0
1-9-0 3-7-12 5-3-1 5-3-1 3-1-12 1-9-0 4-6-6 4-6-6
7,66F12 -3X6 _
x 11
51
5X6 _
3x8 = 5x6 _
7 We W7 W8'
U4 11
x.6.4 1
4x4 I
3x6
6 II
16
1D10
t
//IWI
4 4
11
20�Q
11
19
18
17
16
15
-14
13
3x.10 II
6X8 _
12x12
10x26 "
12x!2
6X8 _
3x10
1.68.2
REACTIONS (Ib/size) 19;z-325810-3-8113=3048/0-3-8
Max Horz 1 = load case )
Max Grav1 = load case , 1 = 4 (load -case
FORCES (1b) - Maximum Corn pressionlMaxi mum Tension
TOP CHORD 1-2-0/181, 2-3=-3138/0, 3-4!-4128/00 4-5--3604/0, 5-6--1944/280, -9 -144.1 .t 9-10--3619/0, 10-11--4154/Op
11-12-3199101 -1 =-3766/441 12-13-3419/01 - '4-15831. 95, 7-8=- 1584/294
B T H ISD 18-19=-214/205, 1 -18=-95/2653, 16-17-0/3388, 15-167--0/33881 14-1 -0/2711, 13-14=-15/196
WEBS 5-21 =- 0410P 0-21 =-I 818/0 5 20-22=- 1 1 8YO7 9-22=-2300/0, 4-17=0/1076, 10-1 0/1071, 3-18--2768/0 P
11-14=-2735/Op 3-17=-42/2226, 7-20=0/55, 2-18=0/3-0551 12-14--:--0/2944, - 1=-3 '155- , 8-22=-371550x
7-21--1169/174, r- --116511 4r11-1 --49/21
NOTES
1 Wind: E - � ph, h= ft T - p f; E DL_4. p f; Category 11- p ; enclosed; MW int dor one— Lumber
DOL= 1.33 plate grip DOL=1.33.
T LL: ASCE 7-98; Pf=35.O p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow Coady have been considered for this design.
4) This truss has been designed for greater of rein roof lire load of 20.0 pf or 2.00 tires flat roof load of 35.0 pf on overhangs
non -concurrent with other live loads.
Prov[de adequated r i nage to prevent water ponding-
6)
ondin -
This truss has been designed for a 1 M p f bottom chord live Coad non on urr nt with any other live Coady.
e 11 -1 ng dead load ( .0 p f) on member(s). 4-5, -10; 5-21, 20-21, 20-22,9-22
Bottom chord lire load (40.0 p f) and additional bottom chord dead load (10.0 p f) applied only to room. 15-17
9 Th1s truss i5 designed In accorclance with tie Z003 International Residentlal Code sections R502.1 and 8802-10.2 and
referenced standard ITP J 1.
LOAD CASEP Standard
4-6-6 1 9-0-12
-4-4
33-10-10 38-5-0
4--
4--
--
4-- 4-6-6
Plate Offsets
a
�:
���— —�r I,� 4��a��
j��
l �
��—_a�,j�_
�a
1__50_-0]
..
�]P
,r� �J ""�� ��jj�
X140-P����_1 ,OJ'—_—��J7
.._.
LOADING (psf)
TALL
SPACING
2-0-0
CSI
DE FL
Ire Ioc I/ d fl
L/d
PLATES
GRIP
Roof Snow= .
Plates Increase
1.1
1 T 1,00 '
' rt(LL)
`Verb
-0,5415-17 4
240
T
187/144
TDL
Lumber Increase
1,1
B 0.63 �
Vert(TL)
TL
0.82 1 -17
1
E LL
T
►
Rep Stress Ir r
YE
I
B 0.76
Hor (TL
� 4 1 n/a
n/ .
BC DL
_
Code IF .0 ��TPI 00
(matrix)
'Weight: 388 Ib
LUMBER
BRACING
TOP CHORD
2 X
4
SPF 165OF 1. E *Except'*
TOPCHORD Structural wood
sheathing
directly applied, except end verficals.
T2 2 X 6 DF No - 2, T2 2 X 6 DF No,
BOT H 1 D Frigid ceiling di redly applied
lra in -
ar 4-7-8 oc bracing-
BOT
B T CHORD
1.5
X
11-7/8 L L Truss grade
WEBS
1 Row at rnIdpt3-18,11-14
WEBS
X
4
SPF Stud/Std *Except*
JOINTS
1' Brace at ,Jt(s):
20, 21, 22
W6
2
X 4 SPF 165OF 1.5E, W4 2
X 4 SPF
1650F +1. E
1
2
X 6 DF No.2, W1 2 X 6 DF
No.2, W2
2 X 4 SPF 165OF 1.5E
W2
2
X 4 SPF 1650F 1.EI W4 2
X 4 SPF
165OF 1.E
REACTIONS (Ib/size) 19;z-325810-3-8113=3048/0-3-8
Max Horz 1 = load case )
Max Grav1 = load case , 1 = 4 (load -case
FORCES (1b) - Maximum Corn pressionlMaxi mum Tension
TOP CHORD 1-2-0/181, 2-3=-3138/0, 3-4!-4128/00 4-5--3604/0, 5-6--1944/280, -9 -144.1 .t 9-10--3619/0, 10-11--4154/Op
11-12-3199101 -1 =-3766/441 12-13-3419/01 - '4-15831. 95, 7-8=- 1584/294
B T H ISD 18-19=-214/205, 1 -18=-95/2653, 16-17-0/3388, 15-167--0/33881 14-1 -0/2711, 13-14=-15/196
WEBS 5-21 =- 0410P 0-21 =-I 818/0 5 20-22=- 1 1 8YO7 9-22=-2300/0, 4-17=0/1076, 10-1 0/1071, 3-18--2768/0 P
11-14=-2735/Op 3-17=-42/2226, 7-20=0/55, 2-18=0/3-0551 12-14--:--0/2944, - 1=-3 '155- , 8-22=-371550x
7-21--1169/174, r- --116511 4r11-1 --49/21
NOTES
1 Wind: E - � ph, h= ft T - p f; E DL_4. p f; Category 11- p ; enclosed; MW int dor one— Lumber
DOL= 1.33 plate grip DOL=1.33.
T LL: ASCE 7-98; Pf=35.O p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow Coady have been considered for this design.
4) This truss has been designed for greater of rein roof lire load of 20.0 pf or 2.00 tires flat roof load of 35.0 pf on overhangs
non -concurrent with other live loads.
Prov[de adequated r i nage to prevent water ponding-
6)
ondin -
This truss has been designed for a 1 M p f bottom chord live Coad non on urr nt with any other live Coady.
e 11 -1 ng dead load ( .0 p f) on member(s). 4-5, -10; 5-21, 20-21, 20-22,9-22
Bottom chord lire load (40.0 p f) and additional bottom chord dead load (10.0 p f) applied only to room. 15-17
9 Th1s truss i5 designed In accorclance with tie Z003 International Residentlal Code sections R502.1 and 8802-10.2 and
referenced standard ITP J 1.
LOAD CASEP Standard
Mol
Truss
Trr-� - J p
Qty I Ply I it'l15-C, ?'N 1 /EJ(ID)H
l
Oo � IG TRUSS l
-- I _�� Job Reference opic1p�!
T I of ru LAN [ -1 _, Idaho Fails, ID 8,54W, JLNUU 6.200 s Fed 11 2005 liTek Industries, Inc_ Tue Jen 10 07,47;03 2006
P
M
r.
—2-0-0 ..�� 12-2-8
7
L
-0-o 12-2-8
4x4
12-2-8
4x4--
r
0R
4x4 11 3x4 = 4x—' I
Plate Offsets (X,Y): [16:Edge,0-3-
LOADING (p sf
TOLL 35.0
(hoof Snow=.o)
TCL 8.0
BCLL 0.0
ECRL 8.0
LUMBER
TOP CHORD
BOTCHORD
EES
oTH El
SPACING 2-0-0
Plates Increase, 1.1
Lumber Increase 1.1
Rep Stress I rrr NO
Code I IO0/TP 12002
CSI
TC Or96
I
BC 0-28 WB 0.34
(Matrix)
4 5-
�O___._
4--0
DEFL
x4
SPF
1650F 1.
LJd
X 4
SPF
+1 OF 1.5E
n/r
X 4
S P F
Stud/Std
14-1
X 4
SPF
Stud/Std
CSI
TC Or96
I
BC 0-28 WB 0.34
(Matrix)
4 5-
�O___._
4--0
DEFL
in
Io
I/defl
LJd
Vert(LL)
-0.1814-15
n/r
120
Vert(TL)
-0.21
14-1
n/r
90
Hor (TL)
0.0
16
n/
n/
BRACING
TOP CHORD
BOT CHORD
WEBS
'LTE
MT20
Weight: 157 lb
GRIP
197/144
AM
Scale = 9.5.
Structural wood sheathing directly applied or -0-0 oo pudins,
except end verticals.
Rigid ceiling directly appJied or -0-0bracing.
1 Row at m i d p t -, 7-24P 9-22
REACTIONS TION (lb/size) -331/24- -0, 16=331/24-5-0, = 1 4- -0, 24z-208124-5-0, 25z-203/24-5-0, 26z--202/24-5-0,
27-216/24-5-01 28= 146/24-5-0? 22=208/24-5-07 21'203124-5-0$ 20=202124-5-0, 18z--216/24-5-0,
17-146/24-5-0
Max Horz2 =17 (load case )
Max Uplaft2 =-2 (Toad case )a 1 =-2 (lo d case ), 4' (load case 7), =-44(load case 7), - (load case 7)
,27--41 (load case ), _- (load case )+ 22=- I d case ) 1=44(io d case ), 20=44load case
1 =v40(lod carie 7), 17=-231 (load case
Max ray. = (lo d case ), 1 = . (lo d case ), 23-232(102d case 1), 24-311 (load case )} 2 = 7(1oad case
- (io d case ), 7= (le d ease .), = (load case ), -3+11(load case , 21 7(102d case
, 0- (load case 1 = loa.d case )r 17 = load case )
FORCES (1b) - Maximum CompressioniMaximurn Tension
TOPCHORD 2-29=-539/1635 1-2;--0/'1741 2-3=-1 13/172, 3-4=-33/112$ 4-5=-411139, 5-6=-38/1627 6-7=-38/189, 7-8=-44/205?
8-9=-441203, -1 0=-3811 87, 10-11 =-38/160P 11 -1 =-41/ 1 7a 12-13=-30/1 1 O, 13-14--109/169, 1 -1 -0/174,
BOT H O R D 28-29--78/94P 27-28=-78/94? 26-27=-78/94, 78/94, -2 '-78/94, 4-251--7 / 4 a 23-24--78/94, 22-23=-78/945 21-22=-78/94
0-21--78/94, 19-20=-78/94, `f -1 =-78/94, 17-18=-78/947 16-17=-78/94
EBS 8-23=-200/0, 7-24--279/42) 6-25--265/64P 5-26--259/58;4 - 7=- 98/56r 3-28--139/139, 9-22=-27,9/42,
10-21 =-265/655 11-20--259/58) 1 -1 =-29815`x,1 -`I7=-13711
NOTES
1) True designed for wird loads in the plane of the true only. For studs exposed to grind (normal to the face), see. MiTek `T tared rd
Gable End D tai C„
TOLL` ASCE 7-98; Pf-�35.0 p f (flat roof snow); Exp 7 Fully Exp:
Unbalanced snow loads have been consildered for this design..
4) This truss has been designed for greater of min roof lire load of 17.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other 11ve
loads-
) This truss has been designed for a 10.o p sf bottom chord live load noncon urr nt with a ny other lige Toads.
All plates are 1.5x4 MT20 unless oth r ire indicated,
7) Gable requires continuous bottom chord bearing.
Truss to be fu l l y sheathed from one fa ce, or securely braced a .ei rest latera I ?no on i ent (i _ _ d i ag ona I web).
Gable studs spaced at --0 oo.
Conti n uod on page 2L
Job
Truss
Tr- ,.T pe
60 ]BIG !A
STOCK COMPONENTS -IF, Idaho Falls,, 10 83403, JEROD
-2-0-01 4-6-6
-0-12
18 3X6 fl
17
2-0-o 4-6-6
4-6-6
14
13
0-9-1? 13-11-7
1--0 3-1-1
5x6 =
Qty --- --_ _1M I - 9 E J (1. )-H
1 11
Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc- Tue Jars 10 07,47-0 200 _ Page 1
9A_�_i
--4 -4- 33-10-10.
19
18 3X6 fl
17
--0 .�
_1-1 1-- 4_-
14
13
4 --
Mr
T8
= 5A -
Scale = 1;158,2
0
19
18 3X6 fl
17
16
15
14
13
3x8 11
Mr
6 y; B
1a12
1 Dx20
3X8
3X10 11
4-6-6.--1 4 33-10-10 --0 ,
1 �
_- -- 0--- 4-- --
Plate Offsets X,Y): [ 0-4-OtO- -4], [8:0 -4 -6_1,d_ -2-4j1 [14. - -- ,0- - ], [15:0-3-810-6-'0_], [1 • ` - ,0- - 1, t1 : - - ,0- --], [ .0- - ,0-0- ] [26:0-1-12[ -1-1
t0-0-1 21
LOADING p f
--Ioc 1ld fl L/d PLATE
TALL SPACING 00 c ! BFFL in � 1P
(Roof Snow=35,0 Plates Increase 1-15 TC 1-00 Vert(LL)-0.51 15-17 >798 240 MT20 1871144
TCDL 8.0 Lumber Increase 1,15 BC 0-58 'serf TL15-17 >499 180
B LL 0.0 rep Stress Incr YES WB 1.00 Hor (TL) 0_04 13 n1 n/a
B I L 8.0 Cede Jl 003/TP1200(Matrix) ei ht 416 Ike
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650E 1.5E *Except* TOPCHORD Structural wood sheathing directly applied, except end vertiGals,
T2 2 X 6 DF No.2, T2 2 X 6 DF No.2 BOT CHORD Rigid ceil-Ing directly applied or 5-2-10 ac bracing.
BOTCHORD 1.5 X 11-7/8 L L Truss Crede 'REBS 1 Row at rnidpt 3-18111-14
WEBS 2 X 4 SPF Stud/Std *Except* JOINTS I Brace at Jt(s): 21, 22, 23
W6 2 X4 SPF 165OF 1. E, W4 2 X4 SPF 1650F IZE
W1 2 X 6 DF No.23 W1 2 X 6 CSF No.2, W2 2 X 4 SPF 1650F 1.5E
W2 2 X4 SPF 1S OF I_5E, VV4 2 X 4 SPF 165OF 1,5E
OTHERS 2 X 4 S IAF Stud/Std
REACTIONS Ob/sine) 20=213516-3-8,18-830/6-3-8; 13-2933/0-3-8, 19-358/6-3-8
Max Ho
-358/6- -
Ho 0= . (load case
MaxUplift 0- 1(lo d case ), 18=-921 (load case )t 19=-1 540oad case )
Max G rav 20=2677 (lead case , 1 - 0(le ,d case ).1 - l eed 3),19 - 2).856(load case
FORCES (Ib) - Maximurn Compress ion/Maxim-um Tension
TOFF H I [ 1-2-01181 ' 2-3=-25241280, 3-4-414010, 4-5--3511/181 5-6=-1 977/2855 8-9=-1 9171243, -`t 0�:---3 '28/1
f
10-11--4 /O, 11-1 2--3235/01P 2-20;__2702/282 , 12-13--3454/05 - --1 11129 ,7- -1548/246
BOT CHORD 19-20z---213/192,18-19=-213/192, 1 -18__20/2244, 16-17=013512i 1 --1 =0/351 t 14-15=0/2746,13-14=-171199
WEB 5-22=-2358/01 358/0, 1- ---1587`0, 21-23=-1567/0, 9-23=-1994/0 7 4-17=-56/1180110-15;--0/967, 3-18=-3697/0,
11-14=-2221/0, 3-17-012634; 7-21=0/55, 2-18--269/25195 12-14=0/2976, - =-52/548r 8-23=-281495;
7-22=-1 156/1581 7-23=-1 060/1 , 11-15-0/1487
NOTES
Truss designed for wird leads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End beta i lip
TOLL: ASCE -; Pf_,0 pf (flat roof snow): Exp ; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of man reef live load of 20.0 psf or 2.00 tires flat roof lead of 35.0 p f on overhangs
ren -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed ped for a 10.0 p f bottom chord live Road nonconcurr nt with any other live koa d .
71) All plates are 1-5x4 f T 0 unless otherwise indicated-
Gable studs sp@ced at --0 o_
Ceiling dead Read (.0 p f) on member(s). 4-5, -10, 5-22t 21-22, 21-23, 9-23
1 ) Bottom chord live lead (40.0 p f) and additional bottom chord deed load (10.0 p f) applied only to room- 15-17
11) Provide mechaniCall Gonne tion (by ethers) of truss to bearing plate capable of withstanding 251 Ib uplift at joint 20, 921 Ib uplift at
joint 18 and 154 l'b up -lift at joint 1, 9.
Continued on page
Job. _
Truss
Trk+&m►,.�'ype w
Qty
Ply
MIySNAl1-9JEJ(iD)}t
06600
BIG
A-E
Job Reference (optional)
I UUK UUMFUNEN 16-1 F, tda ho Falls, I D 8 40 T JEROD
6.200 s Feb 11 2005 MM k Industries, Inc. Tue Jars ID 07-147:06 2006 Page
TE
1 ) This truss is designed in accordance with the 2003 International fd ntk � Code sections .11.1 and R802.10.2 and referenced standard ANSUTH I
LOAD CASE(S) Standard
Job
Truss
Tnowi.,T ne
6
Q6600 Bl -CAF' Pl;,.,-, �BAGK
L..
STOCK ~COMPONENTS -IF, Jdaho Fa1I , ID 83403, JEROD
Qty l Ply I M1INAII-91EJ(EQ)H
I I I
Job Reference (optional
6-200 s Feb 11 2005 [Tek Industdi t Inc.
Tue ,Jars `1 0 07:47-06 2005 Page 1
0
4x4 _
3
Cale = 17.
1-0-11
LOADING Fnsf]
3x.4 _
3A
TCLL
35.0
SPACING
10-6-1
CS1
--
Plates Increase
--1
0
4x4 _
3
Cale = 17.
1-0-11
LOADING Fnsf]
3x.4 _
3A
TCLL
35.0
SPACING
2-0-0
CS1
{Roof Snow -35_0}
Plates Increase
7.15
7C 0.50
TCDL
8.�}
Lumber Increase
1.15
BC 0.16p,�LL
SPF
0.0
Rep Stress Incr
YES
WB 0.10
$,�dL
8.0
fade IR020031TP12002
{Matrix}
LUMBER
TOS CHORD
E30T CHORD
EE
OTHERS
REACTIONS (l b/ I e) 2-49410-5-8? 4-494/0 - -8
Max Hort. =- (I d case )
Max Hp I ift _- I oa d case )x 4=a (load case 8)
Max r = 0 (l ad case ), = 0 Ioad case
FORCES (1b) - I rn um Comp res sign/Maxim rn Tension
TOP CHORD 1-2_0140, 2-3=-484/225 34----484/223 4- OJ4
BOT CHORD 2-6-0/343) - -z / 4
" V EBS 3-6"0/1 6
C1EFL
Vert(LL)
Vert(TL)
Norz(TL)
--
--
in
X 4
SPF
1F 1.5E
-0.01
2-6
SPF
1 F1. E
-0.02
X 4
SPF
Stud/Std
0.01
X 4
SPF
Stud/Std
REACTIONS (l b/ I e) 2-49410-5-8? 4-494/0 - -8
Max Hort. =- (I d case )
Max Hp I ift _- I oa d case )x 4=a (load case 8)
Max r = 0 (l ad case ), = 0 Ioad case
FORCES (1b) - I rn um Comp res sign/Maxim rn Tension
TOP CHORD 1-2_0140, 2-3=-484/225 34----484/223 4- OJ4
BOT CHORD 2-6-0/343) - -z / 4
" V EBS 3-6"0/1 6
C1EFL
Vert(LL)
Vert(TL)
Norz(TL)
--
--
in
(loc)
Ildefl
Lld
-0.01
2-6
X999
240
-0.02
2-6
X999
186
0.01
a.
n1a
nra
BRACING
TOPCHORD
ET CHORD
PLATES
TO
Weight: 29 1b
RIF
197/144
i
Structural wood sheathing directly applied or 6-0-0 oc purl in .
Rigid ceiling directly applied r 10-0-0 oc bracing.
NOTE
1 Truss designed for wind loads in the plane of thetri, only. For studs exposed to wind (normal to the fare), see iT " tandar
Gable End beta i l p? d
TOLL: ASCE 7-98; Pf=35rO psf (flat roof snow); Esc a Fully Lxp.
Unbalanced snow loads have been considered fGr this dein.
4) Thl trU33 hay been def n d for greater of miry roof live load of 17-0 s.f or 2.00 times flat .roof load of 35.0 ;est on overhangs
non -concurrent wir th other live loads.
.) This truss has been designed for a 10.0 psf bottom chord live Jocad nonconicurrent with any other II Coady_
Gable studs spaced at -0-0 o ..
Provide mechanical connection (by others) of truss to beaning plate capable of wi,thstanding 55 lb uplift at joint 2 and 55 J b uplift.
joint 4,
This truss is designed in 2ccordance with the 2003 International ResIdential Code, s +dons R502-1 1.1 and 8802, 1 G.2 and
referenced standard ANSDTPI 1,
SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LB ►►E() Standard
)6600 B3 F �, r= TRUSS
STOCK COMPONENTS—IF, Idaho al—ISP ILS 83403, JEIMOD
4r
7.0 1
Y
P
6X8
i
..3
M
V9 4
3x6
3xfi I f
4l�`--
9
18 17 16
M US = 12_X12
5xS =
7
4x4
__. Qty .._Ply
1 1
S
2G -G-0
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ax 18
3X.10
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1.5x4
Inc- True Jam -_ i� .� :�
IiT Ir��.�stries, 06 Page ol
29-4-4 33-9-12_ 38-5-0
t-1_
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a W8
IN
1.5x4 I
9 W1 1
_ T,.
19
1WO VJ
2x4 01
5
}
W1
m4i
Scale = 1-69.0
3x4 _ M
O V1901
0 r�r
I r
rr
� I
o
f
m
14 13 1
3X12 11 lox1 o 3x8 I.1
9-0-12
13-11-7
, 1--1
-- --1 --
--
--
4-10-11
4--
4--1
Plate Offsets a
-1-
[6:0-6-10-2-4],
11:0— —8. Edge],
4r
7.0 1
Y
P
6X8
i
..3
M
V9 4
3x6
3xfi I f
4l�`--
9
18 17 16
M US = 12_X12
5xS =
7
4x4
__. Qty .._Ply
1 1
S
2G -G-0
1
ax 18
3X.10
7
1.5x4
Inc- True Jam -_ i� .� :�
IiT Ir��.�stries, 06 Page ol
29-4-4 33-9-12_ 38-5-0
t-1_
3X8
a W8
IN
1.5x4 I
9 W1 1
_ T,.
19
1WO VJ
2x4 01
5
}
W1
m4i
Scale = 1-69.0
3x4 _ M
O V1901
0 r�r
I r
rr
� I
o
f
m
14 13 1
3X12 11 lox1 o 3x8 I.1
REACTIONS (lb/size) 12=304610-3-8, 1 -3264/0- -
Max Horz 1 -load ease 7)
Max Uplift1 =-1 (load case
MaxGray 1=4(1oad case ), 1 =351 (Iad case
FORCES (lb) - Maximum Compression/Max1murn Tension
T F H D 1- =0/1 81 , - z- 729/ 0, , -4=-37 9/0, 4-5--321710, 5-6=-1 835/28110 11-12=-296 /4 -`l 8=-3338/111 6-7=-1
6
11
7- z:-1 1661376,, 8-9=-1 1 /37 , 9-110-1350/252, 10-11--1139/0
BOT CHORD 17-18=-245/701 16-17--119/2296, +1 -1 =0/ , 14-15`0130947 13-14=0131023 1 -1 =- /1
VV1EF -1 _�� � Y -� 7=-2099/0: 4-1 � � -1 = /1 1 , 14- ;--= /2 4, 19-23"0/3044,
20-21=-2139/12P 1- =- 1 11. , 1 - -z-1 01 a 6-20-21149217-21=-11/65, 10-13=-526/344, 13-19=-4323/0,
10-1 =-1191/321, 11-1 =0/2953, -=-1 383/235, 7-19--1825/361, :-=-620/0
NOTES
Wind: A E 7-98, 90mph; } he ft; T C L= _ sf; D L= 4. p f; Category 11,
Epp fi l sed; 1 "1 ' I- S i r1 r`ror zone; Lur e r
DOL=1.33 plate grip DOL -1..
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow), Exp 7 Fuller Exp., L_ 45-0-0
) Unbalanced snow loads have been considered for this desIgn.
This truss has been designed for greater of nein roof dive load' of 20.0 psf or 2.00 tiles flat roof load of 35.0 psf on overhangs
non -concurrent with other'Live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord five v load n onto nu rrent with any other live lads.
7 Ceiling dead load (5.0 psf on m rube r s . 4-5, 5-20, 20-21 ' 21-22, 19-22
Bottom chord Live load (40.0 f) and additional bottom hord dead load (110-0 Psf) applied only to morn.. 14-1
Provide mechanical connection shy others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1
10) This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1 .-1 and R802.1 0.rid
referenced standard ANSI/TPI 1.
LOADCASE(S) Standard
9-0-12
13-11-7
, 1--1
-- --1 --
4-- -
4-10-11
7-9-4
7-- 4-- --
Plate Offsets a
[6:0-6-10-2-4],
11:0— —8. Edge],
[16.0-3-8-r0-6-0]1
[17.0-3-810-3-015
[1. :0' — 1;0-3-8L
tlCom]
LL
,
SPACING 2-0-0
DE -L In
Io ) I�fi L./dT
#IP
.}PLATES
oaf Snow=35-0)
Elates Inormeasn
1.15
TC 0.89
Vert(LL) -0.55
14-16 1 240
MT20 187J1 44
T CL
8.0
Lumber Increase
1-15
BC 0.60Vert(TL)
- �8
14-16 >524 180
BCLL
0.0
Rep Stress. Inr
`SES
WB 0,97
Hor (TL) 0.04
m
12 n/ n/2
BCDL
Code II 003/TPl 00
(Matrix)
Weight: 413 lb
LUMBER
BRACING..—
TOPCHORD
2 X 4
SPF 15OF I _ E 'Except*
TOIL HO D
Structural wood sheathing directly lied or 2-2-0 oc purlins,
T2 2 X 6 DF No -2
except end verticals.
BOT CHORD
1.5 X
11-7/8 L L Truss Grade
BOTCHORD
Rigid ceiling directly applied or 5-3-5 or, bracing-
VVEBS
2 X 4
S FF Stud/Std 'Except*
WEBS
;
1 Row at midpt 3-17t 20-21119-211 10-131 -201 7-1
W1 0
X 4 SPF 165OF 1. E„ W! 2
X 6
DF No.2
7 P
2 Rows t 1/3 pts 11-127 13-19
W22X4
SPF 1650F 1.5E, W10 2X
4
SIPF 10350F
1.5E
JOINTS
1 brace at Jt(s). 19, 20, 21
W6 2
X4 SPF 1650F 1. E, W1 0 2
X 4
SPF 155OF
1� E
'1 2
2 X4 SFE 165OF 165O1,51H, W1 3
2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 12=304610-3-8, 1 -3264/0- -
Max Horz 1 -load ease 7)
Max Uplift1 =-1 (load case
MaxGray 1=4(1oad case ), 1 =351 (Iad case
FORCES (lb) - Maximum Compression/Max1murn Tension
T F H D 1- =0/1 81 , - z- 729/ 0, , -4=-37 9/0, 4-5--321710, 5-6=-1 835/28110 11-12=-296 /4 -`l 8=-3338/111 6-7=-1
6
11
7- z:-1 1661376,, 8-9=-1 1 /37 , 9-110-1350/252, 10-11--1139/0
BOT CHORD 17-18=-245/701 16-17--119/2296, +1 -1 =0/ , 14-15`0130947 13-14=0131023 1 -1 =- /1
VV1EF -1 _�� � Y -� 7=-2099/0: 4-1 � � -1 = /1 1 , 14- ;--= /2 4, 19-23"0/3044,
20-21=-2139/12P 1- =- 1 11. , 1 - -z-1 01 a 6-20-21149217-21=-11/65, 10-13=-526/344, 13-19=-4323/0,
10-1 =-1191/321, 11-1 =0/2953, -=-1 383/235, 7-19--1825/361, :-=-620/0
NOTES
Wind: A E 7-98, 90mph; } he ft; T C L= _ sf; D L= 4. p f; Category 11,
Epp fi l sed; 1 "1 ' I- S i r1 r`ror zone; Lur e r
DOL=1.33 plate grip DOL -1..
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow), Exp 7 Fuller Exp., L_ 45-0-0
) Unbalanced snow loads have been considered for this desIgn.
This truss has been designed for greater of nein roof dive load' of 20.0 psf or 2.00 tiles flat roof load of 35.0 psf on overhangs
non -concurrent with other'Live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord five v load n onto nu rrent with any other live lads.
7 Ceiling dead load (5.0 psf on m rube r s . 4-5, 5-20, 20-21 ' 21-22, 19-22
Bottom chord Live load (40.0 f) and additional bottom hord dead load (110-0 Psf) applied only to morn.. 14-1
Provide mechanical connection shy others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1
10) This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1 .-1 and R802.1 0.rid
referenced standard ANSI/TPI 1.
LOADCASE(S) Standard
Job Truss - - Tr- Ty Pe
Q6600 i B3 -CAP W ,J HiP PIGGYBACK
STOCK lP C E MTS -I F, Idaho Falls, « B3403, J ER D
Qty
11 1 -9 1F_J(IID) H
1
1 Joky Reference (optional)
_200 s Feb 11 2005 MiTek Indo trie T l n -
due Jen 10 07-47-OB2006 Page I
00
--
1 0 _
3x4 -
3.8 —
4x8 H
4 5 6
1 -5x4 11 4 - 4x.8 x4 - 41
0-11
23-11-3
TOLL
35,0
2.41-51-7
T DL
_0
BOLL
0,0
DL
8.0
180
1-0-11
22-10-8
n/a
n/a
0-6-4
Plate Offsets (X,Y): [2:0,+1= ,Ed ], [3:0-7-0VO-1 -- 1�. ; � .- , -�1 _ ] [ _ - _, _ �r....-8-q.0-2-0t,
_ -3-8,0-2-0
LOADING
pf
TOLL
35,0
(Roofnow= . )
T DL
_0
BOLL
0,0
DL
8.0
DUMBER
TOP CHORD
BOT CHORD
EES
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inr YES
Code I Rc0/TP 12002
X 4 SPF 165OF 1_5E
X4 SPF 165OF 1.5E
X 4 SPF StudlStd'*Ec pt'*
W6 2 X4 SPF1 F1. E
REACTIONS (lb/size) 7=1185/0-5-8, -1253/0- -8
Max Hor - 95 (load case, 7
.Max U pIift7= -1 '(l ad case t =-7 Ioad case
Max ra -1 7 (I o d case ), =1 (1 o d case,
CSI
Tc 0.76
BC 0.66
B 0-97
(Matrix)
DEFL
in (10
I/deft
Lid
'rt(LL)
-0.25 8-10
>999
240
Vert(TL)
-0.37 B-10
>748
180
Hor(TL)
0,10 7
n/a
n/a
BRACING
TOP CHORD
BOTCHORD
WEBS
PLATES
MT20
Weight: 90 lb
RIP
197/144
--
cale _ 1:417
Structural good sheathing directly applied or 2-6-9 oc purl -ins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1. Row at nni d pt -7
FORCES (Ike) - Maximum Compression/Maximum Tension
T P H F D 1-2;--01'4 , - -- X911 F - =-3467/303, 4- �-2806/257, - =-I /l7p -1 -0/01 - =-405/7
B T H D2-11=-I:52/1992,10-11=-15511-988?9-10=-30413466,8-9=-30413466,7-8---25712806
VV
EB 4- 728/54, -7_-28991264, �1 Oz --547/1411
3-11-01217, 5-8-0/380,- -� 0=-200/1616
TE
1) Windy ASCE - ; mph ; h= ft; TG DL -4 _ p f; BC L- . psf; Category H; Exp T enclosed; MWFRS inter1 Or zone;
Lumber
DOL -1.33 plate grip DOL -1..33.
TOLL= ASCE 7- r Ff--35.0 pz�f (flat roof :r ow), Exp , FulI y Exp.
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of miry roof live load of 20.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs
n on-concu rre nt with oth er I ive leads
Provide adequate drairiage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide rye.hanice.l connect -Ion (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 7 and 79 Id uplift at
joint 2.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802-10.2 .rid
referenced standard ANSI/TPI 1.
EP M[Tek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO EASE TRUSS
10) Design assumes 4x2 (flat. orlentat-lon) p url1,ns at oc spacing-1nbicat d, fastened to truss Tc / -1 Od nails.
LOA[.F_( ) Standard
Job _ Tru s s -----Tr,.... - Type
B4 FAL-..,c TRUSS
STOCK MP ENT ,-I Fr Idaho Falls, ID 83403, JEROD
n Qty Ply : MI, (`° ANI — 1EJ(1D)H
i
Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Jan 10 07:47:09 2006 Page 1
,-2-0-0,
i
4-6-6
9-0-12
e 13-1-8
I
1 -7
I
21-8-12
-! 4-6-6 4-10-11
29L-4-4
33-9-12
I
— -'
2-0-0.
4-6-6
4-5-8
4-6-6
i
4-0-12
L6:0 -'L3 -010-1-12]:t
0-10-0
7-9-4
2 X 4
SPF 1650 F 1. E" W1 2 X 6 DF Ido,
7-7-
4-5-8
i
4-7-4
Scale;-- 1:69.0
X6_ A_ 3x6= 1_5A 11 3x4_ 4
13
3x4 I -
9
2A I
VVI 4
.�
0 VI., 0 vVis
1 1
; I
4x8
4 i
2
20-0-0i
9
B1
18 17 16 15 14 13 1
3X8 11 6x6 = 5X6 M _ M 11 6X5 3x8 11
LUAABER
4-6-6 9-0-12 13-11-7
21-8-12
29-4-4
I
33-9-12
38-5-0
-! 4-6-6 4-10-11
7- -
7-7-8
1.5 X
11-7/8 L L Truss Grade
4-5-8
4-7-4
Plate Offsets (X,Y):
L6:0 -'L3 -010-1-12]:t
[19:0 -4 -OPO -1-121
W1 0
2 X 4
SPF 1650 F 1. E" W1 2 X 6 DF Ido,
- v
.--
SPF1 F1. E W6 2 X 4 S PF 1650F1. E
10
2 X 4
SIF 165OF 1. Et W 13 2 X 4 SPF 165OF 1.5E
DEFL
in (lac)
Vd 1:i
Lld
PLATES
GIMP
LOADING (p f)
SPACING 0-0-3 CSI
TALL 35.0Plates
(Roof
Increase 1.15
TC 0.01
rt(LL)
-0.00 16
>999
240
MT20
1 7J 144
TCDL 8.c)
Lumber Increase 1.+1 1
BC 0.00
rt(TIL)
-0.00 14-16
>999
180
0
BOLL 0.0I
Rap Stress In r NO
WB 0.01
Harz(TL) (TL)
0.00 12
n/
n/a
BCDL 8.0
Code i RC 20017 P 12 2 1
(Matrix)
Weight: 826
lid
LUAABER
TOS' CHORD
2X 4
SPF
1650F 1.5E *E ept*
T1 2
X 4, -F"F
Stud/Std, T2 2 X 6 DF No.2
BOTCHORD
1.5 X
11-7/8 L L Truss Grade
WEE3S
2 X 4
SPF
Stud/Std *Except*
W1 0
2 X 4
SPF 1650 F 1. E" W1 2 X 6 DF Ido,
"1 0
2 X 4
SPF1 F1. E W6 2 X 4 S PF 1650F1. E
10
2 X 4
SIF 165OF 1. Et W 13 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 121--24/0-3-8,18-25/0-3-8
Ma
2--24/R - ,1 =25 `0- -
a FI or 18-2(load case 7
Max G rev 12=2 ( I oad , 1 =21od case 2
BFZACING
TOP CHORD
BOT ISD
WEBS
JOINTS
Structural wood sheathing directly 2ppli d or 6-0-0 oc purlins,
except end verticals.
Frigid ceiling directly applied or 10-0-0 oe bracing, Except;
6-0-0 oc bracing: 17-18.
1 Row at r id pt 11-12
1 Erase at Jt(s): 19, 20, 21
FORCES (l Ma xi mu r n Cora prey si o n/Maxi m urn Tension
T P HORD 1-2- 0/1 ., 2-3=-21/0, -4--29/0, 4-5=-25/0, 4/2, 11-12--23/0 P -1 8=-26A 6-7=- 1 / , 7-8=-9/3, 8-9=-9/3t
9-10--1112) 10-11 =-/
BOT CHORD 17-118=-2/11, 1 -17--1/1 r1 -1 -x'/24,14-1 =0124, 13-14-0J24112-13=-0/0
WEBS 2-17=0/20) 3-17=-1 7/ t 4-16-0/7, -16--0/1 3, 14-23z--0121 } 19-23-0/23, -1 =- /1 x 5-20=-1 710, -21---I /07
21-2,2=-16/0, 19-22--1 /2f-20=-014, 7-21=—D/1) 10-13-4/3) 1 —1 _-33 0a10-1 — / ,1f-1 —0/23, 7-20--11121
7-1 ( )=-I 4/ r- .fix=-'_�10
NOTE
1) 2 -ply truss to be con netted tog tithe r with 0.1 1 "x3" Na I s as Poll ows :
Top chords connected as follows: 2 X 4- 1 row at - -0 cc, 2 X 6 - 2 rows at-- .
Bottom chords connected as follows: 1.5 X 11.88 - 2 rows at 0-9-0 oc.
Webs connected as follows, 2 X 4 - 1 row at 0-9-0 o .
2 All loads are considered equally applied t all plies, except if noted as front (F) or back (13) face in the LOAD CASE(S) section+ Ply
to ply connections have been provided to distribute only loads noted a (F) or (B)F unless otherwise -Indreat d _
Wind: ASCE 7-98; 90mph; h=2 ft; T C L=4. p f; E D L�4. p f; Category 11, Exp C, enclosed; FRS interior zone; Lumber
D0L=1 -33 prate grip DOL -1.33.
4) T+ LL: ASCE 7-98; Pf-35.0 psf (flat roof snow); Exp ; Fully Exp.' L= 45-0-0
U nha I a nod snow loads have been considered for this design.
This truss has been designed for greater of min root live load of 20.0 pf or 2-00 tines flat roof load of 35.0 p 1` on overhangs
non -concurrent with other live loads,
Provide adequate drainage t prevent gator ponding,
This tr-uss has been designed for a 10.0 p f bottom chord live load non on urrent with any other live loads.
Ceilingdad load (.0 p f) on r nem b r( - 4- r -205 20-215 21-22± 19-22
1 Bottom chord lire Ind (40.0 p f) and additional bottom chord dead load (10.0 p f) applied Daly to morn. 14-1
1 Al This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1.1 rid x,802 r 1 .2 and
f r• aced ta.n and . I/TP1 `1.
Continued on a
Job Truss TAT jj
STOCK
B4 I 1._,F TRUSS 11
COMPONENTS -IF, Idaho Fali , ID 83403 JER D
LOAD CASE(S) Standard
2 !Job Reference
6.200 s Feb 11 2005 MiTek
Industri
Tress -- TType --.
6500 -CAP Mt,- 0 H fP PI G GYBACK
STOCK COMPONENTS -117, Idaho Falls, ICS 83403, JEROD
NJ
E
PI 1MA/1- /EJ(ID)H
I
I. . Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Ire .
Tue plan 10 07147:10 2006
-�O4 , 4-- 11--1 17-7-5 4-- 2--
--
x10 �
'a, Is O J
4 �— 3
6-6-11 -6-11
3x8
6-10-2
4.8
7 on T�T 3 4 5, 5 7
OK0
11-0-11.
1-0-11
Plate Offsets (X,)
LOADING (psf)
TOLL 35.0
(Roof Snow -35.0)
TCL 8.
BLL 0.0
E CSL 8.0
LUMBER
TOP CHORD
BOT H R
WEBS
1.5x4 11
3X10 5x14 MT 0H WS --
22-10-8
4x1 --
24-5
24-5 7
0-6-4
2--0;
Scale 4 1:42.7
1:3
U-)
J :0-3-8,0-11-81,
[7.0- - ,Ed
e];
[8:0 -8 -8,q - -O �,
[111:0-.3-830-1-8]_..-
-.
SPACING 2-0-0
CSI
DEFL
In (10 I/def l
L/d
PLATES GIMP
Plates Increase 1.15
TC
0.83Vert(LL)
-0.38 -11 >7219
240 I
MT20 197/144
Lumber Increase 1.15
E C
0.79
Vert(TL)
-0.60 -11 >464
180
MT20 H 148/108
Rep Stress I ncr YES
WB
0-64
HoFz TL
0.12 8 n,/
n/
Code IRC20030ITP12002
(Matrix)
Weight: 87 l
X 4 SPF 1650F 1,51E
2 X 4 SPF 1650F 1,5E
X 4 SPFStud/Std *E pt*
W6 2 X4 SPF 1650F '1_ EF W5 2 X4 SPF
2 X 4 SPF 1 BF 1 ZE
165OF 1.5E
REACTIONS O d/,size) B-1185/0-5-8,2=1253/0-5-8
Max Hort -1 (load case
Max U p]ift8=-1 B (load Gale ), 2-_ (load case
Max Gran B=1 44(Ioad case )p 2-1253 (1 oad case 1
BRACING
TOIL H R
BOT CHORD
FAD
WEBS
FORCES (1b) - Maximum Compress-ion/Maximum Tension
TOP CHORD 1-2=0/40P 2- -2238 1 r 3-4=-4139/459, 4-5;---3509/4000 5-6--3509/400, 6-7-;---255/301
,BOT CHORD 2-12=-1 l 67/ 1025, 11-12-'17211920, 10-11-459/413-8p 9-10--45914138, 8-9--400/3509
WEBS 4-9z---659/62, 6-8--3402/387, 4-11 =-547/1 1, 3-12-0/217, 6-9=0/3221 -11=-299/2 314
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Frigid ce[ling directly applied or 10-0-0 oc bracing.
1 Row at midpt -
-1 M O/0 2 7-8--868/80
NOTES
1Wind: ASCE 7-98; 90rnph., h=2 ft T DL=4.8p f; E DL=4.8p8f Category I[; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip [ L=1 33.
T LL-. ASCE 7-98, Pf-35.0 psf (flat roof snow): Exp C, Fully Expo., L— 45-0-0
Unbalanced snow loads have been considered for this design_
4) This truss has been designed for greater of rain roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent oncurrent with other live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf butt rn chord live load n n an urr nt with any other live loads:,
7) All plates are T plates unless otherwise indicated.
Provide meGhanical connection (by others of truss to bearing plate capable of withstanding 166 lb uplift at Joint 8 and 90 Ih uplift at
joint .2.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802,10.2 rid
referenced standard ANSVTPI 1.
1) SEE MiT k STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
11) Design assures 4x2 (flay orientation) purlins at oc spacing indicated, f2stened to truss T / -1 Od rr iIs.
LOAD CASE(S) Standard
Job
Truss s Tr -1-- Type
5 ; Ply li ^.Z,,ti1 '1- /EJ(ID)H
06600
F' TRUSS!
J
STOCK MP NE T -IF, Idaho F If ., ID 83403,JE .� .. � � � � I �f�re�e optional
6.200 s Feb 11 2005 MiTek Industries, Irr�Tue__12006
L6
-o-o j 4-10-11
2-0-0 4-10-11
6 X 8
—
13
.0-0 f
1-11-0 1 1-01
--
S8 =
5
1.5x4 11
6
-0-4 -1-1
6-1-8.�
--
`-4
Scale T 1-68.1
3x6 = 3X8 _ '� . c 4x6 --
7 a
_ r5ZI 1D
18 17 16 19 15 14 13
12i
6 12x1 _ 6x6 _ 5X8 = ax
6X8- 3x8 i
3x8
4-10-11 --1 _ - �1- 19-10-12 - 26-0-4 _
1-12
4-10-11 3-2-13 --8 5-11-12 � 4 �
Plate Offset§ Xy ` ,:0-3-8,0- ,Ed - - o- - :} - [
LOADING (psf)
TALL 35,0 SPACING --0 C'1 DEFL
In (Ioc) I/defP Lid PLATES Ftp
ne m . r Plato Increase 1.15 T 0,67 Lumber increase, 1.15 BC 0.17Vert(TL)
rt(LL) -0,11 1 7
>999 240 I
MT20 187/144TCL e Stress In r ert TL -.1 16-17 999 180
BCLL .
Hor (TL) 0.02 15 n/ n/a
ECRL Code Jl 003ITP10o (Matrix)
— - : �� Weight: 728 l
LUMBER BRACING
TPHID 2 X 4 SPF 165OF 1.5E TP HORD-
BT Hf� � , � � � -�.� LCL Tri rhe 10-1 obracing,except end verticals
'' E DX � � � t�,d/,t �� �� (Switched from sheeted:Spacing -0-). dept:
� I Row t midpt -1
W3 2 X 4 SPF 1650 1-5E,: W5 2 X 4 SPF 1650F 1.5E 2 Rows at 1/3 pts 2-5
W6 2 E DoT HD Rigid cell'ing directly p�J'ie� �r 'I 0-0- bracing
�
X 4 P 1650F `1. E, X 4 SRF 1 OF I. � , .
oc bracing: 13-15,12-13,
'EBS I Row at m dpt 10-11 4-167 -1
JOINTS I Brace at Jt(s).- 10,
REACTIONS (I b/s ire) 11=-21/22-9-1 o, 2=3086/0-,3-8, 15-5849122-9-10) 13=-47/22-9-1
Op 12=1 051/22-9-10
Pvl2x Hort=444(Ioad cess:
Pvl@x Uplitl I 7(l @d case )t =- (load case 7). 1 =-5load case 1 _-
258(load case 2):, 12--223(load case
Max Grav 11 s(iled case , =41 (foal ease ), `l =load case 1 -1
83(load case -3), 12=1 395(load case
FORCES (lb) - Maximum Cornpression/Maxiirrum Tension
TOP CHORD 1 —o/ ' r 2-3=-6019/323, -4----5644/400, 4-5=-1
.=-,21/31 787/164�5-6--115/1807,
"l 15/1807,
71 07} 7—.=al 1511807P
8-
11l07P- _-29/34', -1 29`347, 1 1
BOT 4 D
2-18--550/5080, 17-1-0f 1980. 16-17=-532/4772P
—1 —`532/ 1777+ 111=-11 1 90/1
13-14=-976/51, d — J =— 7 i 1, 11-12=-9141
VVEB -185---460/12,3-817z-2/4/998,4-17=-241/3779,49--16=z--4429/42
8 iJj, ffj ,�*g ,�*j ��'-'y} [�'�y =af�p ff'� �j '�I'`� �°�'j�,46,5-1-612=-589/5393
�y ,-'`�1 �-- /�1'
0,5-15=-4978150,36-15=-1011-1 }
—1 349/1 LL,� —1 k.T�--398 . 8-1 =-4+x/1 021 , 1 2 1 4.. 801" 243, 1 L' 1 — �f 9 246
NOTE
1) -pl y truss to be connected together with 0.1 1 ?dx311Naj'ls as follows -
Top chords connected as follows: 2 X 4 - 1 rOW 2t 0-9-0 O -Cs
Bottorn chords Connected as follows: 1-5 x 11. - 2 rows at 0-9-o oc.
Webs connected as f flow : 2 X 4- I row at 0-9-() o r Except member 4-1 X 4-
2 rows at 0-5-0 oc
All loads are considered equally appl-led to @JI plies, except if noted as front(F) B
to pP onr�eti�r� �e beep reid'e� to ditri� � � back � fay in the LD E(S) section. Pik
e only loads noted a fl or (B), unless otherwise indicated.
Wind., ASCE 7-98., 90mph, hzzft: TCL" L=4. p f* 8CC L=4. psf: Category IL, E , endo
D L=1, p late grip DOL=1.33 _ p y ped, F interior ea Lumber
4) T LL: ASCE 7-98; Pf=35,0 Psf (flat roof now)- Exp ; Fully Exp.; L= 45-0-0
Unbalanced snow load have ed for tl�� e
been on jder i n�
This tris.s has been designed for greater of min reef Ire Ptd ofD. f
� or 2.00 times t'Pt roof load of 35-0 psi on overhangs
non -concurrent with other live loads.
Provide adequate drainage to prevent 'mater ponding.
This truss has been designed for a 10-0 p f bottom chord lire load nonconc alert`
ith another- Pipe loads.
Continued on page
Job Truss
I
FaM
�� TRUSS
STOCK F' E 1T -f F, f h fd , 10 83403, JEROD
TE
Qty
1
ply /NAI- /EJ(ID)H
2
I
b Reference o tion@l
6.200 Fab 11 2005 I�`1�T�� I n�_.:. _1
d u tie Inc.I n Tu Jan 10 7:47.1 �1 2006 Page
Provide mechanical connection (by others) of truss to bearing plate a b1 f withstand Ing lb uplift at Jint 11, lb uplift at jofnt 2, 597 Ib uplift at joint 15, 258 Ib
uplift at joint 13 and 223 Ib uplift at joint 12.
1 0This truss is designed In accordance with the 0 0International F idnti I Code sections
I.1 1.1 and R802.10,2 and referenced standardANSI/TP-1 1.
11) Girder carries tie-in span('s): 13-11 -0 from 8-1-8 to 15-7-6
1 ) Design assumes. 4x2 (flat orientation) purlins at oc spacingIndicated, fastened t -.
1Hanger(s) or other or�r�tior� Vii: � truss � � �� ail,
( hall b pro -1d d sufficient to supportconcentrated load(s) 2714 1b dowry and 272 l u -
esign/ i tion of such connection d' i ) i the responsibility o others. p t � on bottom chord. The
LOAD CASE(S) Standard
1) Snow-, Lumber Inas s 7-1.1 , Plate In, r e=1.1
Uniform Loads �plf)
Vert: 1-5--129, 10 129, 2-17=-24P
Concentrated Loads (Ib)
1 -1 = (.F -z -271)a 11-19=-24
Job Tri --
. .
TTp Qty Ply _
Q6600
B -CADS
COMPONENTS -IF,, Idaho Falls, ID 83403, JEROD
3
4X4 _
. Job I f rence,. n4I ____
6-200 s Feb 11 2005 MiTek J nd u trie , Inc.
Tue Jan 10 07:47--1 2006
i
Page i
Scare ir 7:17.6
1-0-11
LOADING pf)
TOLL 35.0
Roof Snow -35.0)
T DL 8,
BOLL 0.0
B.CDL 8.0
LLE.
TOP CHORD
BOT ISD
WEBS
SPACING 2-0-o
Plates Increase 11
Lumber Increase 1.1
Rep Stress Incr YE
Code IR02003ITP12002
-
REACTIONS (l b/size) -494/0--, ®494/0--8
Max Hort =- (l d case )
Max Uplift =- (land case ), 4zz- (Po d case ).
Max r v = 7(lo d case ), 4- 0 (load case )
FORCES (Ib) - MaxirnUrn om�re ion/f l xjmum Tension
TOP CHORD 1-2_0/40, 24-z-4841222.3-4=484122,4-5-0/40
BOT CHORD 2-6=;0/34314-6---z0/343
WEBS -6_0/186
CSI ! TEFL
TC 0.50
BC 0.16
WBI 0.10
(Matrix)
3x4 =
10-6-1
y. -- _ 1-0-11
Vert(LL)
Vert(TL)
HorTL )
in
-0.01
-0.02
0.01
BRACING
TOP H RD
BOTCHORD
J/d efl
>999
>999
n/a
L/d r PLATES E 1 P
240 C' T O 1971'l 44
180
n/
Weight., 27 1b
Structural wood sheathing directly applied or 6-0-0 oc purl'ires,
Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES
1) mind: ASCE 7-98; m.php h= ft; T E)L=4. P f; B DL= .8P f, Category IST Exp , enclosed; MVVFRS interiorn
DOL -1 .33 plate grip DOL -1 _ .
TOLL: ASCE 7-98; Pf= �O psf (flat roof snow); Exp, C, Fully Expo.
Unbalanced snow loads have been considered for thidesign.
4) This tri, has been designed for greater of min roof live load of 1 �0f r . 00 times mei fJat reef Ind of 35..0 psf on overhangs
non -concurrent ith other live leads.
5) This truss has teen (jes-Igned for a i O.O .Psf bottom chord live load n n erg urrent with any other five leads,
Provide mechanical connection (by others) of truss to bearing plate,capable of withstanding 55 I
joint 4.b uplift t�rtrd J1�ftt
This truss is designed in accordance with the 2003 International idential Code sections
referenced standard ANSI)'TPI 1 _8) � � �� �n� _� �. �
SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION EETAIL F
+NIETIN TO BE TRUSS
LOAD CASE(S) Standard
4
SPF
16,1 F I_ .E
-
REACTIONS (l b/size) -494/0--, ®494/0--8
Max Hort =- (l d case )
Max Uplift =- (land case ), 4zz- (Po d case ).
Max r v = 7(lo d case ), 4- 0 (load case )
FORCES (Ib) - MaxirnUrn om�re ion/f l xjmum Tension
TOP CHORD 1-2_0/40, 24-z-4841222.3-4=484122,4-5-0/40
BOT CHORD 2-6=;0/34314-6---z0/343
WEBS -6_0/186
CSI ! TEFL
TC 0.50
BC 0.16
WBI 0.10
(Matrix)
3x4 =
10-6-1
y. -- _ 1-0-11
Vert(LL)
Vert(TL)
HorTL )
in
-0.01
-0.02
0.01
BRACING
TOP H RD
BOTCHORD
J/d efl
>999
>999
n/a
L/d r PLATES E 1 P
240 C' T O 1971'l 44
180
n/
Weight., 27 1b
Structural wood sheathing directly applied or 6-0-0 oc purl'ires,
Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES
1) mind: ASCE 7-98; m.php h= ft; T E)L=4. P f; B DL= .8P f, Category IST Exp , enclosed; MVVFRS interiorn
DOL -1 .33 plate grip DOL -1 _ .
TOLL: ASCE 7-98; Pf= �O psf (flat roof snow); Exp, C, Fully Expo.
Unbalanced snow loads have been considered for thidesign.
4) This tri, has been designed for greater of min roof live load of 1 �0f r . 00 times mei fJat reef Ind of 35..0 psf on overhangs
non -concurrent ith other live leads.
5) This truss has teen (jes-Igned for a i O.O .Psf bottom chord live load n n erg urrent with any other five leads,
Provide mechanical connection (by others) of truss to bearing plate,capable of withstanding 55 I
joint 4.b uplift t�rtrd J1�ftt
This truss is designed in accordance with the 2003 International idential Code sections
referenced standard ANSI)'TPI 1 _8) � � �� �n� _� �. �
SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION EETAIL F
+NIETIN TO BE TRUSS
LOAD CASE(S) Standard
Job Truss T"I"�Ype
G1 G R US 8
STOCK OMF EI T -i F-, Idaho !`ells: ICS 83403, J EFS+ D
IUP
w
I
2
6X6 ��
7 - 1I 2
9
1
4x4 -
5
i6T2
Qty Irl M;Ww,/ Ad1- / J 1��H
i
Job Re o p tion l
Feb 11 2005 .M[T k Industries, dry ,
91
6721
13-0-0
..1
T
7
Tue ,Jan 10 0747A4 2006 Page 1
6X6 U
6C
Scale
--
Scale = 1-.27.8
Plate Offsets -- � . -1 -, Ed a8-0-1-53Ed.
LOADING (psf)
T LL 35,E SPACING DEFL in 3 �hoc� I/d fl L/
d PLATESGRIP(Root Snow -35.0) Plates Increase �.� T 0.x2 Vert( -.�
n1r 1 0t
FCDL 8-0Lumber Increase �1.�1 � rt TL T� � ��
B LL 0.0 Rep Stress [mr NO WE 0.08 H=(TL) 0.00 8 r}/
-BCDL
LUMBER- - _
TOP CHORD X 4 S P1= 1650F1,5F BRACING E30T TIS l~ -IID Structural �� f��
ORD X la 1650E 1. E thin dir ctl lied �' - -� � urlir� purlins -
OTHERS X 4 P Stud/Std BTI-� F D Rigid I�ir� fir .tl appi'l d� or _- - oc bracing.
REACTIONS (lb/i) 2z--390/13-0-0, 8--z390/13-0-03 12_168/13-0-00 13=227/13-0-09 14-140/13-0-0 11-227/13-0-0, 10--z140/13-0-0
Mal-lor =- 4�load case )
FORCE, (lb) - Maximurn Compression/Maximum Tension
TOP CHORD 1-2=0/1 59, 2-3=-1 35172, -4=--83/64, 4-5=-95/86t 5-6=-95/81, 6-7-83/51
POTCHORD } 1 =- 1 82, 1-1 --3/82} 1 - 1 1 = -3/82, y-10=-3182
WEBS 5-12z---1 4410, 4-13=-2901657 3-14=-232165? -11=-29016 -
1 0=-232165
TES
1) Truss designed for wird load's in thePlane f the truss onF For studs
Gable End Detillrt rnfr-7rrI t the f ii`I- "Standard
T LL: ASCE 7-98; Pf=35.0 p f (flat roof snow)} Exp ; Full E
Unbalanced snow Joads have been considered for this c �'
4 This truss has been designed for greater of min roof li load of 17. f or 2.00 ti
non -con urr erpt with other Ii loads. mes l at roof I oad of 35, 0 psf 0r 0ve r
5 This truss has been designed for a 1 _0t ��tt��
� chord live load nonconurrnt with any other live loads.
All plates are 1.5x4 MT20 unless th rwi i nd icy ted
Gable requires continuous bottom chord bearing.
Gable .studs spaced at -0-0 o .
Enid e mhanIca l connction b �t�r �f truss joint 1 to bearing plate capable of ith tandin 11 Jb u lift atjoirpt , 0 lb t.�p�1eft t loirpt 1 } � 1 1b t�rp�lift at 1�int 14, Ib ufift at '�int � � ., 1 l � up] eft t
1 0) This true i designed in accordance with � � �r�d � � l� ��f�ft # ���r�t � .
h the, 2003 International tional I e rd nti l Code sections F .1 �1.1 and 0 y1 .
referenced standard Af I/TF.I 1. 1
LOAD CASE(S) St@ndard
Truss Tm-.,.Type
I �
06600 CR1 F r TRUSS
I
a -
STOCK COMPONENTS --IF, Id@ h."._
Falk, ID 83403, JED
I
IOty
Pry - rI
1 Job Reference (m
6.200 s Feb 11 2005 MiTek Industries, Inc,
-2-9-15-- _ -11-3-0
-
4x8 f I Scale =; 1:25-3
5
Plate Offsets (X,Y),
LI (p f
T LL 35,0
RoofSnow-35.0)
FCDL -0
BOLL. _0
BIDS. X8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 1-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inr NO
Code I 1�TP1200
X4 SPF 1F 1.5E
X 4 SPF 1650F 1,5E
X 4 SPF Stud/Std '*Except*
W3 2 X 4 SPF 165OF 1.5E
1
DEFL
in (lora)
Ild fl
Llai
PLATES JP
TC 0.84Vert(LL)
0-06 2-7
>999
240
MT20 197/14
BC 0_48
(TL)
--0 -7
>999
180
'B 0.75
H(TL)
-M
n/a
/ I
'444111
E TiO (Ib/size.=10 091 e h- n i a 1, 2=683/0-7-1
MaX Hor = (load case 7)
Max U l ft =- 4 (1oa case ), =- ' (load case
Max Gray =l1 (load case ), = (food case
FORCES (Ib) - Maximurn Corrip re ion/ a imum Tension
TOP CHORD 1-8=-0/75, 2-8=0/83, 2-3--1246/8, 3-4;---303/109, 4-5_0/04-6=-541/20
RT H OFA2-7=-217110775 6-7=-217/1077 x
EBS 3-7z--0/1 87, 3-6=-1 072/211
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-6-11 0C purlins,
except end rtlis.
BOT H RD Rigid ceiling directly p lied or 10-0-0 oc br
acIng-
NOTE
1) 'end. ASCE 7-98y mph; h= ft, T DL=4. psf; B DL•--`- . P f; Category 11; ECl:DOL-1.33 plate grip ��:� �,,. f � enclosed-, Finterior zone, Lumber
TOLL: ASCE -98; P1R= . P f (fiat roof n0 )P EXP ; F0Y E
Unb�lan d snow loads have been considered for thi d �
This tFUSS has been designed for greater of ruin roof live load of 19,11 p f or 2.00 times flat r
non -concurrent with other live loads.f � d f f r7 overhangs
5) This truss has been designed for a 10.0 psf bottom chord live load n oncon :u rre nt withany other Jive loads -
6)
Refer to girder(s) for truss to trussconnections.
7Provide m.hni�l �n�itiar� (by�tl��r �t tri t b�eri .� r� plate �����e �� itl�t�r�dlr� l� ��fift �t'�ir�� end �� u lift at
joint .
This truss is designed In accordance with the 2003 Int rrratl nal Residential Code sect)
ons R502.1 1.1 and R802.10,2 and
referencesstandard ANSliTPI 1.
In the LOAD CASE(S) section, loads applied to the face of the truss re noted as front
LOAD CASE(S) Standard
1S now-- Lu rnber Increase= 1, 1 , Plate 1 n re e ` `I -1
Uniform Lad (pif
Vert: 1-8=-43
Trapezoldail
- =-
Trzodai Loads plf)
Vert-. =-O(F= 1 e -21) -to -4=-240(F=-!99, E=- a =-1(F; x B= _t
I
s
Truss
ype
Q6600!DIGF�� r-
1'TRUSS
STOCKl Fl Ts -1 F, IdahoV , ID 83403, JEROD
1
3x8
N
TOO 1
6X12 MT18H-
2
15
3x10 11
1
N
W -
3
T
5X6
4
-Plate Offsets Xa 1:0-3-7 _ -0-2-8,0-11-0J,6-0--3-8,0-5- � �:
_
LOADING (psf)i
Qty
I
Ply
., /NA/` - "'EJ 113 H
2 Job Reference (optional)
0
6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Jan 10
07:47:17 2006 Page 1
18-4-8 --
a -�
5-10-8
--
5C@ I 1:43.7
3X6
W15
2x4 II
18-4-8
5-1
_--
T .LL
35.0
I - -
'!
DF FIL
(Roof
Snow -35.0)
Plates Increase 1.+1
� TC 0.53Vert(LL)
T DL
.0
Lu�Tibor lr�or � `
ease 1,15
BC 0.06
Ve rt(TL
BOLL
0.0
Rep Stress In r- NO
WD 0.82
H (TL
-10-
in (Io )
-0.08 1-1
-0.13 1-1
0.03 1
BODL 8,0
LUMBER -
TF CHORD 2 X 4 SPF .1 OF 1.8E *Except* BRACING
TOPH+�i
T XPF 1650F 1.5E T CHORD
ESOT H R X DF .H�o.
Ef3s X PF stud/Std *Ex ' t* EBS
1 2 X 4 SPF 1650F 1_5E3 W3 2 X 4 SIF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std
SLIDER Left 2 x 4 S PF 1650 F 1r E4 -4 -
4.5
2x4
np
Lib PLATES .I P
o MT20 197/144
180 MT20FI 148/108
n/a MT1 8H 197/144
Weight-, 305 Ib
Structural wood sheathing directly applied or -0-0 0c, purlins_
Rigid ceiling directly appiie{d or -0-0 ac bracing.
1 Row at rn iii pt -1
I E Ti NS (Ib/size) 1-5385/0-5-8, 1 =9936/12- - , 10--482/12-5-8, 6=3112-5- 1
Max Horz 1 �-203 (load case )
Max upl iffl4 (l ea,b case ), 1 =-fi 0 load case ), 10=-0 11 Ica b case
case , 11=-1 30oad case --140 I o d case 0
Max Gray I _5631(load case,2), 13=101 1(load case ),=1 1 load case a-391(load case ), `i = 18(Id case
x 11= (1 d case a 9=96(ilaad Case , _l 7 0ad case
FORCES (1b) - Maximum Compression/Maximum Tension
T P H RD 1-2=-6836/658, 2-3=-2476/283t 3-4=-205/1988,4-5-z-1 84/1 5-6;---1
EST CHORD 1-15--617/58365 14-15=-617/5836i
a � � 0��, --0�1
1 �-14=-22212036, 1 -�1 =-830/1 7, 11-12=-830/167, 10-11=-830/167,
t
9_10=-830/1057, - .- 6-8=-830/167
+'`SEB -1 --403/4208} 2-14=-46051511, 3-14=-62216160,3-13=-5870/64,31.4-13=-2199/21
5-10=-149/864
NTE
I ) -ply truss to be connected tog ether with 0.1 1 H Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 + c -
Bottom chords connected as follows: 2 x 6 - 2 rows at ()-4-0 C)C,
Wats connerted @S follows: 2 X 4 - 1 roar at 0-9-0 o ,
.) All dads .ars considered equally applid to all pliesat if noted s front F) or baB) face in the LD E(s) section, F'Iy
to ply connections have been provided to distribute only loads voted asF t
� Truss designed for wind I��s in� ) or (B), unless o1hrs rr��li.�tod�.
he plane f the truss on I . For studs exposed to i nb n cane l t the face), see i Tele "'
Gable Enid C etail"' rl rd
4) T LL: ASCE 7-98, Pf=35,0 psf (flat roof nD )T Exp , Fully design-
non
E
�
.Unbal aced snow loads have been considered ��� this desr-_
no
n aThis truss has been designed for greater of rni-n roof live load of 17,0psf or 200 ties-corlr-s
7) This truss has been designed for a 10.0 psf bottom chord live load nenoenu Trent with any c)ther Jive loads.
All plates sire l T 0 plates unless otherwise indicated.
�1 plates are 1 r T unless otherwise indica-ted.
inued on page�
Job
Truss
T T
Q6600 DIG
e
TRUSS
STOCK COM
PONENTS-IF, Idaho Falls, 0 334b_3'_kR0D
TE
Qty
4 2 Jo Refere_nq� ion
6-200 s Feb 11 2005 MiTek"
. Tu e Jan l.A 7- 2606
1 ) Gable studs spaced at -0-0 o 9
Provid e mechanicl con ntion (by others) of tris to beari ng pl ate
capable of with standin 543 lb uplift at joint 1, 1056 Ib uplift at joint 13, 11 k u Ji
uplift t joist a 1058 lb uplift at joint. 12, 1 lb uplift at joint 1 I and 14 1b uplift at p �t ��i r �t � �.a I
12) Th is truss is designed 1in accorda nce with the 003 Int rnatlonaI Residential Code sections R502.1 1.1 and I 02.10 r and r
1 ) Girder carries tie-in span( 39.5-0 from 0-0-0 to 12-6-8 f�r�� d � �� �' I�''� � �1.
1 4) Uplift for first LC exceeds limits
LOAD CASE(S) Standard
1) Snow: Lumber increase- 1.15, Plate Increase=1.15
Uniform Lows [plfj
' Vert: 1-4=-M 4-t=-863, 1-13=-958(F=-942). -1 =-1
Truss
T.Tp
Q6600 JE1�r TRUSS
STOCK COMPONENTS -IF, Idaho Falls Ib -_ � _ _
- - -9 44-
- 448
-0-
-
RX8 =
14-1-10
-1-10
--1
Oty i ply
� Ww; C.,/ -9/E J_(1D)i�j
I
I� x
I_ 2__. I Jab:Reference ion
-200 Feb 11 2005 Mitek Industries, l nr,-
Tue Jan 10 07,47-17 2006- Page I
26-8-7 32-11-14
ne
——.
15
. 5x4 = 3x6 1,5X4 11
5 17 a
6x6 _
.kale i 1:70.7
6 1 0 _
W FZ) 14 13
4x5 = 5x8 :5x1 _ 2x4 5x12 =
4xg26-8-7
—
_. � � � 12:0-3-8,0-3-0],� -2-01
n-_=-�,
LOADING (psf)—��
1 KI
12 11
6x10 _ 3X6 E 4
32-11-14
9--
---
--
I L L n i
� 11d 1l. L/d
PLATES
II Increase
ll1.1 T1(of now=3 .0) . rt -L �. - 961 240 Tum rIncrease1.1 B
44TC L � � tri I!�r Vert(TL) - . 9 1 -1 130
ALL 0 _
Hor (TL) 9.1 11 n/a nl
-BCCSL 8.0 Code I1 9 fTP f 00 (Matrix) 415 lb
LUMBER
TOP CHORD D X 4 SPF 1 B f�J
�F `1.� TOPCHORD tru�url �
BOT H D X DF i o. *Except* d sheathing directly applied or 4m2-9 oc purlins,
B2 2 X 6 QF 1 9 F 1.6E except end vertIcalls.
VVEBS 2 X 4 SPF 19F I eE *Except -T H 1 D Frigid ceiling directly applied Or 10-0-0 oc bra in .
1 X 4 SPF Stud/ td, WL L X 4 SPF t5. Stud/Std
4 2 X 4 SPF Stud/Std, W4 2 X 4 SPF Stud/Std
W4 2 X 4 SPF Stud/Std, W4 2 X 4 SPF Stud/Std
REACTIONS, (lb/size) 11=491210- -13 input: 0-2-8), 2=4765/0-5-8
Ma
=4765/0- -
Ma Hort 2_190load case 7
Max Upliftl 112250oad case ), -+1 (i d case
Max Gray 11 z-- 3 (l oa d case , �4 (10 case 1
FORCES 1b - Maxirnu.m Compress ion/Ma imu rn Tension
TOP CHORD 1-=0/1 71, -3=-8413/2026, 3-4=-8383/2056., 4-5--10698/2552, 5-6=-1
7-8=-1 01 95/2368a 8-9=-1 0195/2368, 9-10-z-6418/1483, 10-11 =-4 / 1944
BOT CHORD 2-18=-1 785/7089, 17-18=-1 790/7268t 1 -I T:z-1790/7268, 15-16--2731/11659,
13-14=-1 483/41 P 1 :1 3=y 1 434 � �-1 --� �f X11
x 11-1 =-22/1 9
WEBS 3-18--19813411 4-18--461/1651, 4-16=-953/4273,5-16=-513/0,-1 -1 }�y fJy j6 _-f�{!�y'7 ,ji {-k
8-14--418/39, 9-14=-1089/4648, 9-12=-3130/6041
1-�-,� 1 0# ff �I � �F�+�. �]'�, �?�' � F L�' d � 1 � kl,6-1'4=-18001446, .
041 1 - r=-1 798/7738
NOTE'
1 -ply truss to be con n ected together tri th 0.1 1 "xr' Na 11s a s fol I o
ws
Top chords connected as follows: 2 X 4 - I row 2t --0 oc.
E3Ott r n chords connected as follows, 2 X 6 - 2 rows at 0-9-0 o .
Webs connected as follows: 2 X 4 - I row at -9-0 0C.
All loads re considered equally applied to all plies, �t if noted front �F
or b8face in the LOAD E) section, Plyto ply connections have been provided t distribute
only loads noted a F
3) 'al�ld: E -93; 9� h. h=ft` T� � or � , unless �tl�r�vl indicated -
3) p f, BCD L=4.3 p f; Category 11; Exp ; encl o ed ; MW FRS 1 me ri r zone • L
DOL --1.33 plate grip DOL;--1.33,ulr
4 T LL: ASCE 7-98; Pf-35.0 p .f (flat roof snow); Esc - Fully Exp.;LZ_ Unbalanced snow loads have been considered for this d si n.
This truss has been designed for greater of min roof lave load of 20,0
[cads,
�f or 2,00 ti
� flat roof load f . 0 � f roverhangs
non -concurrent with other re
7) Provide adequate drainage to prevent gator ponding,
8) This truss ha been designed for a 10.0 Psf bottom chord lave loaf nonco nurr nt with
. 1 g Req uir d bearing size at joint( I I renter- than in other 1� l fs_
J
10) ProvIde mechanical! connect -Ion (by others) of trus.s to bearing Plate capable of1th t
lift t'Conp,Ruleool-nt ndlr� 1 I uplift tjjoint 11 gild 1 rd
Job TTruss
Q6600 1E1
STOCK COMPONENTS -IF. Idaho Falls, ID 83403, JEROD
Type
NOTES
11 ) This truss is desirtneri in arrorrinnra wifh +ho onno 1 4
TRUSS
Qty l' ply
MIS-"�JNA/l -9/E J(I D) H
2 Job Reference (opt [on
6-200 s Feb 11 2005 MiTek Industries, Inc.
Tune Jan 10 07-47:17 2006 Page 2
Cl; n einationdi masluenua502
i uoce sections K,11.1 and R802.102 and referenced standardANSU
1enTP 11.2) Girder carries hip d with 0-0-0 right side setbackr 8-0-0 left side setback, and 8-0-0 end setback.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentr2ted load(s) 884 115 down and 1Jh up at 840-0 on bottom chord. The
design/selection of such connection device(s) is the respons-IbIlity of others.
LOAD CASE(S) Standard
I ) S no : Lum be r Increase- 1. 15 P Prete in r e =1.1
Uniforms Loads (plf)
Vert.- 1-4=-86, 4-10=43(117-43), 2-18=-116, 11- 18--206 (F=-190 )
Concentrated Loads (b),
Vert- 18--884(F)
OD Truss T.Tp
i
_6600 E10 r TRUSS
.p
STOCK COMPON ENT -I F, Idaho Falls, ID 83403, J Dr 6
5-7-13
nn
3-5-0
6x6 =
7
ty
Ply W5�%"/I A/I- /EJ(ID)H
I
I I Job Reference (2tion I
6.200 Feb 112005 MiTek Industries, Inc.
-0-4
--
Tue ,Jars 10 07;47.24 26-06—Page 1
35-2-8 41-$-0. 43-8-0
--
-- -o-0
Scale = 1 75.0
1,5.4 11 8X10 3x4 I:8 MT1 8H-
20-10-0
6-1-
-10-
6-1-6 11-9-3 175-01 f
6-1-6 5-7-13 5-7-13 0-5-03-0-0
Elate Offsets (X, -1-1�� -1-,E ----
LOADING (psf)
TOLL
.
240
beAUNU
-0-01
M718H
Roof no-.
PlatesIr
T
TIL
z_
Lumber Increase
1-15
BC 0,70
BOLL
0.0.
Rep Stress I n r
YES
WB 0.97
B C L
Code IF /TP]2002
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.OE
BOT H i D 2 X 4 DF 240OF _0E ' E ceptk
B2 2 X 4 SPF 1650F I_5E
WEBS 2 X 4 SPF St-rdI td "Except*
W5 2 X 4 SPF1650F 1.5E'r W8 2 X4 SPF 1650E 1-5E
"11 2 X 4 SPF 1650E 1.5E
REACTIONS TION (lb/size) 2=1889/0-5-8,13=2714/0-5-8
Ma
=1889 0- - ,13=27-1 / - -
a Horz 2=304(load case
Maxplift '- 0 (load case 7)m 1 =- i44 (load case 8
Max Gray =lod case , 1 3_081 (load case
QEFL
Vert(LL)
Vert(TL)
7-2-4 7-2-4 0-2-12 6-2-12
in NO Elde€J
-0.35 18 X999
-0.56 18 X756
Lld
ELATES
240
MT20
180
M718H
r10rzt ] L} U-44 13 n!a nIa
- � Weight: 222Ib
1P
197/144
197/144
co
Ln
1�
BRACING
_
TOPCHORD ORD Structural wood sheathing directly applied or 3-5-8 cc purlins,
POT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except -
6 -0-0 o bracing: 13-14,11-13,
WEBS I Row at midpt 4-19,6-15
FORCES (1b) Ma imummpression Ma irmurn Tension
TOP H RD 1-2=0/162, 2-3--3371/1637 3-4--266311840 4 -5=4416/203P5 -6=-4386/231j6-7=-2273/177;7- _-
1 ,
-9--1519/119, -10=-17751'101 T 10-11=-234/1406, 11-1 2=0/15 9
BOT CHORD 2-20=-18612720, 19-20=-18612720'F 1 _1 -0/33, 17-18=0/93Y -1 =-881243 , 16-17=-77/3452P 15-16=-91/3683,
14-15=011491T 13-14--1217/331 T 11-13--103412-95
WEBS3-20=0121633-19--568/89) 4-19;:::-1838/129, 17--1 -166/3117, -17_0/16-16--94,16-15=-3122/198, /7
_
7-15=. 101/1849, 8-15--90/585; 8-14-1097/88 1097/88 10-1 =- °012373, 10-13=-2563/214
NOTES
Wind:
h= ftT DL=4B C L Irl
} .8p fx =4. p f; Category II; Exp ; enclosed; interior zone; Lumber
_
CL -1 r3 plate grip COOL=1.33_
TOLL; ASCE 7-98; Pf7--35.D ,p f (flat roof snow); Epp P Sheltered" t_= 45-0-0
Unbalanced snow loads have been considered for th ii i n.
4 This truss has been designed for greater of Min roof live load of 17. 0 Pf OF 2. 00 t -I rnes flat roof load of 35,0psf on overhangs
non -concurrent with other live loads.
This truss has been designed for a 10.0 p f bottom chord live load non onourr nt with any other live loads.
6) All plates are MT20 plates unless otherwise l
The following joint(s) require pi2te inspection per the Tooth Count Method when this truss -is chosen for quality assurance
inspection, 16.
Provide mechanical connection (by others) of truss to b ring plate capable of withstanding 203 Jb uplift st joint 2 and 244 ib uplift
t joint 13,
This buss is designed in acGordance. with the 2003 [nt rnational Residential Code sections R502.1 1.1 nd 8802.1
0.2 and
referenced standard A N IjT P 11.
LOAD CASE(S) Standard
°Job
s
oo
Truss TAT f
6 Qty
tl
' TRUSS
I
COMPONENTS-] F..Id2ho Falls, ID 83403, JEROD
M-2-0-0 6-3-10
--o
--10
Ply I Mlwip'�NA11-9/EJ(lD)—H
1
— IJob Reference (p tion . rte..
6.200 s Peb 112005 M[Tek.. Indu trie, Inc- Tue Jan 10 07:4731 2006
Page 1
12-0-1 17-10-0 120-10-07 2 - - � _ �,
._ -�
Scale 4 1.7.1
W MT18H=
7
Inn
-2-
--1
120-10-0
3-0-0
6x8 MT18H=
35-2-8 35
2- -2- --12 6-2-12
Plate Off , K ..._ -
Ln[
-.
tiVAGINU 2-0-o
(Roof no � .O Plates Increase .15
T DL 8,0 Lumber Increase 1.1
ALL 0_0
Rep Stress l ncr YE
B C L 8.0 Cod -e 11 2 0 /T P 12 02
31 1 DEFL in Coc). I/d fl L/d PLATES GIMP
TC 0.94Vert(LL) -0.76 16-17 >552 240 1' T20 197/144
BC 0,81Vert(TL) -1.21 16-17 180 1 IIT1 8H 197/144
VV Pt I .o A W n TL n
(1 12trix)
LUMBER
TOFF CHORD 2 X 4 DF 240OF 2.DE
B T HORD 2X4SPF 210OF I - E *E cept*
B2 2 X 4 SPF 1650F 1.51E
WEBS 2 X 4 SPF Stud/Std -"Except*
4 2 X 4 SPF 1650F 1.E, W6 2 X 4 SPF 165OF 1.5E
VVg 2 X 4 SPF 1650:17 1.5F
WEDGE
Left: 2 X 4 SEF Stud/,ltd
REACTIONS TIO (lb/size) 2=1889110-5-8,13=2714/0-5-8
Ma
--1889110- - ,1 -27-1 fro- -
a Hort 2-- 0 ( load case
Max U pl ift=-202 (1oa d case ), 1 =-244 ( l oad case
Max Gray 2=271 (load case 2), 1 _ (I o d case 3)
113 nia nj
Weight: 186 lb
BRACING
TOPCHORD Structural wood sheathing directly applied,
BOTCHORD Rigid ceiling directly applied or 5-9-9 bracing.
'REBS 1 Row at midpt 4a1 � 10-1
2 Rows at 1/3 pt, -1
FORCES (lb) - Maximum Compress ion/rOa drum Tension
TOFF CHORD 1-2;--0/1555 2-3--78821450, 3-4=-6967/350P 4-5-4631/178x 5-6=-46171206t 6-7=-21505/1182 7-
f�'ry, y�'1 '��P'``'��
8-9--1720/119, -1�0--F18431101 T 10-11 =-2 /1 t 11--1 =0/1 59
SOT CHOKE_?" 2-17=-462/6867, 16-17=-28215702P
4 -1 + x-2821 k 15-16--69/4015,.14-15=;0`/`16337
1-69/401 ,.14-15'--;0.14 16337 13-14=14 11/3 1 11-1.3=-1221,/295
+`EBS 3-17--6601178, 4-17=01796'f 4-16--1626/235, 1 9/34917 6-15=;-3526/1 2 -�1 1121'21 8,15--91/680'P
�` , 9 j+}6�}
,f,+�' ,+��y , 'kms � -�J � + �i��.�
.8-14=-1266/87, 1 0-14=-2x.+1271 1 T 10-13=-29691213
}
MOTES
1 Wind: ASCE 7-98; 0mph; h= ft; T DL=4. p f; B DL=4. p f; Category 11; Exp enclosed- MWFRS interior ��, . LumberD L= 1I plate grip DOL=1. .
�
2) TOLL: ASCE 7-98; Pf= -0 p f (flat roof now)- Exp ; Fully Exp.; L= 45-0-0
Unbalanced snow loads have been considered for this design.
ThIS trust has leen designed for greeter of rein roof lire loud of 17.0 p f or 2.00 firnes flat roof load of 35.E f
non -concurrent with other live loads. p �n overhangs
This truss has been designed for a 10.0 psf bottom chord lire load n noon
u rrnt with any other live loads,
All plates areT20 plates unless otherwise indicated.
The following joint(s) require plate inspection r the Tooth CountMethod
inspection: J1 .
p .fin this tri ichosen for qua1at assurance
Bearing at joints) 2 considers parallel to grain value using ANS I/Ti P1 1 angle to grain formula. Building designer r shoujd rrr
pt of bearing surface.
Provide mechanical Connection (by others) of truss to bearing fate capable l of
p p withstanding ft 2 l� uplift �t joint 2 n� 24 lb ��I�ft
at joint 13.
1 This truss Is designed in accordance with the 2003 International Residential Code sect -Ions R502.11 .1 and R802.10.2 an
referenced standard ANS11TP1 1,
CASE(S) Stand2rd
Ln
I
C
Job
Truss
Q660 k E12
STOCK COMPONENTS -IF, IdahD - Falls, ID 83403, JCROD
I
Type oty
TRUSS
7-0-9
2-0-0 7-0-9
Ply 1MI
I Job Reference (oixiona
6.200 s Feb 11 2005 MiTek industries, -Inc-.- Tui_jan 10 _07A7-_2
3__'
, 2006 Pagel
6-10-7
5X6 fl
4
I
7-0-9
7-0-9
I—— I j aX10 -, -
6-10-7
Plate Offsets (X,Y), [2:0-2-0,Ed
- aEdggl
LOADING (psf) SPACNG 2-0-0 CS1 DEFL
TOLL 35-0 Iin (loc) I/defi L/d
(RoofSnow=35.0) Plates Increase 1.15 TC 0,91 Ve rt (L L) 0.10 2-6 >999 240
]-CDL 8.0 Lumber Increase I 5 BC 0.34 Ver-t(TL) -012 2-6 >999 180
Rep Stress Incr YES I
BOLL WB 0.42 Horz(TL) 0.02
0�0 5 n/a n/a
-.BCDL 8_0 Code IRC2003/TPJ20,02 (Matrix)
LUMBER
TOP CHORD
BOTCHORD
WEBS
2 X 4 SPF 1650F I -5E
2
x4 SPF 1650F 1.5E
2 X 4 SPF Stud/Std *Except*
W3 2 X 4 SPF 165OF 1,5E
REACTIONS (lb/size) 5=67410-2-8, 2z--905/0-5-8
Max Hz 2-287(load case 7)
Max Uplift 5zz-127(load case 7), 289(load case 7)
Max Greg 5-981 Goad case 2),. 2= 1338 (load case 2)
FORCES 0b) - Maximum CompressionlMax1mum Tension
TOE' CHORD 1 -2=0/162k2 -3=-1316/033-4--300/15D,4-5--370/84
BOTCHORD 2-6--;---115/936,5-6=-115/936
VVEDS 3-6=01277o 3-5=-1049/127
BRACING
TOFF CHORD
BOT CHORD
WEBS
PLATES GRIP
MT20 197/144
Weight: 59 lb
Sual`e = 1.-40.8
Structural wood sheathing directly appiied or 2-2-0 ec purlins,
except en.d verficals.
Rigid ce i I I nq directly appl1ed or 10-0-0 oc braying.
I Row at rnidpt 4-5,3-5
NOTES
1) Wind: ASCE 7-98; 0mph; h=25ftl TCDL=4-8Psf; BCDL= 4.8Psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL;-- 1. plate gip DOL - 1.33.
2)
TOLL: ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp C; Fully Exp.
3)
Unbalanced snow I oLa.d s have been on c>ldo- red for this d e5 19n.
4) This truss has been designed for greater of min roof live load of 17. 0 p or 2.0D ti mes flat roof loa d of 35. 0 psf on overha ngs
non -concurrent with other Ilve loads.
5) This truss has been designed for a 10.0 psf bottom chord live load none oncurrent with 2ny other live loads,
6)
Pro id mechanical connection (by others) of truss to bearing plate at joint(s) 5,
7) Provide mocha nice i connection (by others) of truss to bearing plate capable ofwlthstand[ng 127 1b uplift atjoint 5 and 89 lb uplift at
joint 2-
8)
This truss is designed in accordance with the 2003 Intemation al Residential Code sections 1 502.211.1. n
d R802-10.2 and
referenced standard ANSI/TPI 1,
LOAD CASES) (S) Star :lord
Job ^-_ -j Tri T.�. Type
TRUSS
STOCK IdahoFIl,I [
-'0-0 w 7-_
1
-
Ply I I _,f r1-9 I D H - -�
Job eference_(o doral)z =�
6.200 s Feb 11 2005 MiTek Indu then'Tie Jan 10 07:4T33Page
13-11-0
6-1
1 -
-1
4xG 11
M
1-0- 1 1 x b -
13-1.1-0
7-0-
- 1-
-0- 6-10-7
Plate Offsets (X� [ ,0-1- ,od e ,
Scale = 1.40.9
LOADING pf)
TOLL 35.0PA
I��f r���=_
IN
Plates Increase
-0-0
�1.1
CS1
T 0.
D'EFL
ert�LL�
ire (fOG)
��. �
lldefl
nor
PLATESFIS
�
T D L .,
Lumber J ra re
� 0.28
rt(TL
-0.1 1
n/r
IT 1 / 144
0
BOLL 0.0 a
Rep Stress Inca
YES
WB r
Hor TL)
0.00
n/a
n/a.
_Code
BCDL 8.0
IRC2003/TP12002(Matrix)
Weight,_ 59 lb
1 1 IrAr-
TOPCHORD
BOT CHORD
WEBS
X 4 SPF 1650F 1.5E
X 4 SPF Stud) td *Except*
W3 2 X4 SPF 1650F 1,5E
BRACING
TOP H I f
BOT CHORD
WEBS
.ETI (lb/size) =332/1 -1 l -t -554/1 -1 1-, -697/1 -1 1-0
Max Horz 2=287(load c@
Max UPIift =-100(Ia d C 2se , 2=-55(load case 7), =- Jead case
Max Gray 5-4 (load case ), = load case ), 6=1 04 (load c )
FORCES (Ib) - Maximum Compression/Maximum Tension
T P H D 1-2=0/1 5 P 2-3;---404/71 o 3-4=-300/150, 4-5--364/83
ROT CHORD 2-6=-74/159t 5-6--74/15
EB .- _-86311 , 3-5--141/79
Structural wood sheathing directly �pfJed7 except end verticals.
l i ad e il'ing directly applied or 10-0-0 0e bracing.
1 Row at raid pt 4 -
COTES
1find:ASCE- J; b=t~t; TL -4.f; BfL-f;Category I; E
L=1 . it ri �L=1p +� � enclosed; FI interior` one- Lumber
.33.
. T LL: ASCE 7-98; Pf= 35.0 pf (flat roof snow); Exp Q Fuller Exp.
balancez d snow loads have been considered for this d es i 9 n.
4) This truss has been designed for greater- of min roof live load of 17.0 P f or 2.00 times flat roof Jedf
non -concurrent with other live loads_ � .� � f �� overhangs
This truss has been designed for a 10.0 Psf bottom chard lave road nonconcurr nt-
itl� n other live, load.
Gable requires ccnfinuous bottorn chord bearing.
7) Provide rnechanicaI connection (by tither) of truss to bearing plate capable of ith t .n -
joint and 1b uplift at joint _
� d �� `� � l b upl-
and rft at joint 1b Uplift 2t
This truss Is designed in accordance with the 2003 international Ike
�dntiar Code sections R502-1 1 . 1 and R802.10.2 and
referenced standard ANS IO'TPI 1.
LOAD F(Standard
m
106600 i
Trus,5 Type
7E14' R' TR RS
STOCK.I PONE Y -I F, Idaho Falf , I D 83-403,
ri
-2.-0-0 i
2 -o -a
Qtr
Jobs Reference #icna[ _
B-200 s Feb 11 2005 MIT k. Industries, Inc, Tue Jan 10 07,4734 2006
Pay
1
5X6 I
4
i 7-0-9
Plate Offsets (X, + :1 -, Ed 1,L4.'0 -3 - ,..Edge]
.-
LOADING (Dsf)
TOLL
35.0
EING
13-11-0
CSI
(Roof n w=35.0)
Plates Increase
1 .15
TC 0,92
TDL
80
Lumber Increase
7-0-9
D LL
6-10-7
Rep Stress In r
YES
5X6 I
4
i 7-0-9
Plate Offsets (X, + :1 -, Ed 1,L4.'0 -3 - ,..Edge]
.-
LOADING (Dsf)
TOLL
35.0
EING
2-0-0
CSI
(Roof n w=35.0)
Plates Increase
1 .15
TC 0,92
TDL
80
Lumber Increase
1.10-33
D LL
0,0
Rep Stress In r
YES
WB 0.42
ECRL
�_
Code I I /TIS 12002
II'atri
� )
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1,,5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
EBS 2X 4 SPF Stud/ til 'E .ept�
W3 2 X 4 SPF 165OF I _E
REACTIONS ([b/slze) 5-679iNlechanlcal, _-901/0.- _
Max Igor ----;(lad case
Max Upiift ==1 (load case 7), =- (load case 7)
Max Grav - load ca se 2), � 1331 (load case )
FORCES (1b) - Maximum CompressionfMaximum Tension
T P H 1-2=0/ 1 J P -=-1333/0, -4_- 00/1 t 4- _-369/84
E T H CS 2-,6=-116/95315-6=-116/953
WEBS -=0/279, -=-1 071/129
.. - l 1 %D.AU .`- -
EFL
Ve rl (LL
Vert(TL)
Hor(TL
In O } I/d fi
0.092-6 >999
-0. 1 -, >999
,0 n/a
BRACING
TOS' HCS
BOT CHORD
INEBS
L/d
240
r
PLATES GRIJP"
MT20 1971144
i cg ht�- 59 1
Page 1
Scale;:; 1.40..8
Structural wood sheathing direcfly applied or 2-2-0 oc purlins,
except end verb c I
Frig id ceiJing directly applied or 10-0-0 oc bracing.
I Row at midpt 4-5r -
NOTES
1) Wind: ASCE 7-98- 0mph.; h- ft; T C L-4. p f; E D L=4. ps Category 11Exp r enclosed; i FI interior zone;} L.
DOLT 1.33 Plate PrP DL�1._
Lumber
r
TLL .SCE 7-98; Pf=35.0 pf (flat roof snow); Exp ; Fully Exp,
-) Unbalanced roo f loads have been considered for this design,
This truss has been d ]-gn d for greater of rain roof live load of 17,0 p f or 2.00 times flat roof load of 35.0 psf on overly
angs
non -concurrent with other live leads.
This truss has been designed for a 10.0 p sf bottom chord live load no noon urr nt with any other Gi .
loads.
Refer to girder(s) for true to true connections.
Provide mechanical connection (by others) of truss to bearinglate a able f ith tandi
�' � 127 1' b l.a p I Ift at Joi Get 5 and 86 I b uplift at
joint 2.
This truss Is designed in accordance with the 2003 International Residential Cede sections R502.1 1 .1 and
R802.10.2 rid
referenced standard ANSVTPI1.
LOAD CASE(S) Standard
Job
Truss
Tw�►Type
Q6600 1 �r-- Ti RUBS
STOCK '1P NE T -IF, Idaho Fa Ils, ID 8340:3, JEROD
i
1
-2-0-0
6-2-13
-0-0 6-2-13
Fly I MWASNA/ 1 -9/E J (I D)H
11 1 1 1
Job Reference o tion@ r
,00 s Feb 11 2005 MiTek Industries, an-.
A
Tete Jars 10 07,47-35 2006 Page- I
-. � .. 1..2-0-a _ . � 1311-4 �
5-9-4 1-11_Q
6x8
1.5X4 1 J
4
6-2--13
Plate eats X, . : -1- :Eq , [4: ' '- - 'aEd e - -
LOADING (psf)
TLS. 35.0
FSI --0
beef Snow=35.0) PlatesIncrease �i ,1
��� � Lumber I'r�cra 1-15
t
BOLL 0.0e Stress E
ECRL 8-0 Code Il0/TP100
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1_5E
EBS 2 X 4 SPF Stud/ td
REACTIONS (I l i e) 6=679/11Iecb ni all 2z--901/0-3-8
M
_901/ - -
M Her -255 (load case 7
Max Uplift6--92 ease a —1 (iad case
Max Gray =lead case ), 2=1 `I (id ease
1
12-0-0
5-9-
-0-
--
CS! _ DER in (10C)
TC 0,71 Vert(LL) 0.07 2-8
8C 0.32 Vert(TL) -0.08 2-8
WB 0.$3 Figrz(iL) 0.02 6
(Matrix)
FORCES (fb) - Maximum Compress ion/Ma imurn Tension
T P CHORD 1 - = 0 F 1 1 -3 =- 1 354j 0, 3-4--485/0 , 4- -- / � ,-6=- 1 0 1 /1
BOT CHORD 2-8=--1 l 1 / D 7-8=-1 16/985, - L-30'233
WEBS 3-8=01235i 3-7;---88511031 4-7=-14/534P4,-6=-943/124
�i
1-11-0
/deft L/d PLATES GRIP
>999 240 MT20 1971144
>999 180
n./a n /
'weight; 71 ib
BRACING
TOP H RD Structural wood sheaftn directly appFi d or -4-1
except end verticals-
BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing -
WEBS I Row at m icipt 5-67 4 -
TE
1) nd: ASCE 7-98; 0rnph; h= ft; TCDD.= _ p f} B L- . p fr Category !I Exp Q enclosed; MWFRS
COOL -1 plate grip DOL -1 .. interiorzone; Lumber
T LL: ASCE 7-98 Pf=35.O p f (flat roof snow)' Exp ; Fufly Exp.
Unbalanced snow loads have been consldered for this design -
4)
This truss has been designed for gr -eater of min roof Niue road. of 20.0 p f or 2.00 limes flat roof load of 35.E f on overhangs
non concurrent w th other live loads.
�
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p f bottom chord Jive load noncon.eurrent with any other live
7) Refer togirder(s) for truss to truss onn tion .
Provide mechanical connect -Ion (by others) of truss to be ri rig plate e� ble ofwithstanding
92 !b uplift �� feint and ' Ib uplfa#jirt y
This truss 'Is designed in 2ccordance with the 2003 Int mation l Residential Code sections
referenced standard ANS lj°TPI 1. .�i 1.1 ��d I � , � �. end
LOAD CASE(S) Standard
Scale = 1-37,1
oe' purlins,
Truss -
T! Type
X6600
STOCK COMPONENTS -IF, Idaho F ,I� ; J 4 r J E ff
-.,;F TI
-2-0-0 --5-2-13
-0-
Qty
E
Ply
1
Nj/NA11-91EJ{ID)H
I - I Job .ef r n � � fi re f
_ 0 Feb 11 2005 MiTek Industries, Inc, Tue Jan 10 07-4736 6 2000
z.
10-0-0
-
}-�
I 4
1
--4 3-11-0
6X6 =
4
3x4 I
9
1
--1 10-0-0
flats Offsets I,'): [2:0.-1-,F_dJ -_
LCI (psf)
TSL _� � SPACING -0-
P12tOS Increase 1-15
TCL Snow; --35.0) .0 Lumber Increase 1.15
BOLL 0.0 Rep Stress Incr YES
CLL � Code I003ITP12002
RC2,
LUMBER
TOFF HJ[
ROT H RD
WEBS
CSI
TC 0.71
BC 0.33
VV B 0.70
(Matrix)
REACTIONS (lb/size) 6=679/Mechanical, 2 901,{ - -
Max Hort. 2-221(load case )
Max UPliet =- -(J,c d case 7), -114(1 ad Gase 7)
Maxra = 7 (io d case 1)r -1 load case )
FORCES (1b) Maximum Cornpression/Maxim urn Tension
TOP CHORD 1-2-=01161, 2-3---7-13-1310, 3-4-627/20P 4-5=-23/2,.5-6=-243/31
E3T ` H D - =--fi 07/971 t 7- =-1' 07/971 a - =-44/386
WEBS E BLS — = /1 , 3-7=-691/75, 4— _— + 4 a. 4-6=-7D9/83
sm
X 4
SPF
1650E 1.5E
X 4
SPF
1650F 1.5E
X 4
SP1=
turd/Std
CSI
TC 0.71
BC 0.33
VV B 0.70
(Matrix)
REACTIONS (lb/size) 6=679/Mechanical, 2 901,{ - -
Max Hort. 2-221(load case )
Max UPliet =- -(J,c d case 7), -114(1 ad Gase 7)
Maxra = 7 (io d case 1)r -1 load case )
FORCES (1b) Maximum Cornpression/Maxim urn Tension
TOP CHORD 1-2-=01161, 2-3---7-13-1310, 3-4-627/20P 4-5=-23/2,.5-6=-243/31
E3T ` H D - =--fi 07/971 t 7- =-1' 07/971 a - =-44/386
WEBS E BLS — = /1 , 3-7=-691/75, 4— _— + 4 a. 4-6=-7D9/83
sm
BIZACING
T JX H l D
ET CHORD.
L/d
40
180
n/a
13-11 -0 �
3-71-Q
PLATES
fel T 0
'iaht_ 66 lb
GRIP
197/144
Page I -
cal e 18 = �
Structural wood sheathing directly appli d or 5-9-15 oc. pu d i res
except end verticals.
Rigid ceii-Ing directly applied or 10-0-0 oc bracing -
NOTES r in -
NOTES
1) Wind: ASCE 7-983 mph; h = ft' T DL=4. p f; DL=4. p fCategory 11; Exp 7 enclosed} MWFRS interior zone- Lumber
DOL -1.33 Tate grip DOL=1 f.
2) TOLL: ASCE 7-98: Pf= .p f (flat roof .nowt E ; Full Exp, Unbalanced snow load ha been considered for this design.
4) This truss has been designed for greater of miry roof Give load of 20.0 p f or 2.00 times flat roof load of 35.0 p f on uv rha n .
non -concurrent nt ith other live loads-
5)
Provide adequate drainage to prevent water ponding.
This true has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live loads.
7) Refer to girders) for truss to true connection s.
8) PmVide mechanical connection (by others) of truss to bearing plate capable of withstanding 1b uplift t join�
joint _ � � rpt an 114 J b r,p 1ift at
Thfis true is de i n d in accordance with the 0 International Residential Code section R502-1 1.1 nd R802-10-2 an
d
referenced standardANSI/TPI 1.
LOAD CASEN Standard
w
DEFL
in
(10
T
I/dfl
'rt(LL)
0.052-8
>999
(TL)
-0.057-8
>999
rTL
0.02
6
n/n
BIZACING
T JX H l D
ET CHORD.
L/d
40
180
n/a
13-11 -0 �
3-71-Q
PLATES
fel T 0
'iaht_ 66 lb
GRIP
197/144
Page I -
cal e 18 = �
Structural wood sheathing directly appli d or 5-9-15 oc. pu d i res
except end verticals.
Rigid ceii-Ing directly applied or 10-0-0 oc bracing -
NOTES r in -
NOTES
1) Wind: ASCE 7-983 mph; h = ft' T DL=4. p f; DL=4. p fCategory 11; Exp 7 enclosed} MWFRS interior zone- Lumber
DOL -1.33 Tate grip DOL=1 f.
2) TOLL: ASCE 7-98: Pf= .p f (flat roof .nowt E ; Full Exp, Unbalanced snow load ha been considered for this design.
4) This truss has been designed for greater of miry roof Give load of 20.0 p f or 2.00 times flat roof load of 35.0 p f on uv rha n .
non -concurrent nt ith other live loads-
5)
Provide adequate drainage to prevent water ponding.
This true has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live loads.
7) Refer to girders) for truss to true connection s.
8) PmVide mechanical connection (by others) of truss to bearing plate capable of withstanding 1b uplift t join�
joint _ � � rpt an 114 J b r,p 1ift at
Thfis true is de i n d in accordance with the 0 International Residential Code section R502-1 1.1 nd R802-10-2 an
d
referenced standardANSI/TPI 1.
LOAD CASEN Standard
Job
Truss _
o
06600 E17 F
r _
TRUSS
STOCK I NlP E 1T -IF, Id h_ Fails, -
ffm
--
QtY
1
PI
MfNAu'1-91EJ(lD)F-E ..
2!
�Wob Referen roptional
6.200 s Feb 11 2005 Mek Industries, Inc,
6X6 =
4
T n `1 '_ :; Page I
Scale = 1:27-3
U4
41
1
4-4-8 8-0-0
--
Plate Offsets LjY ®:0- -3,0-1-8]
LOADING (psf)
TOLL
AI
�-
f
DEFL
(hoof Snow=;35,O)
Plates Increase
1.15
TC 0.75
Vert(LL)
DLVert(TL)
Lumber Increase
1.1T
BOLL D'O
Rep Stress Inr
NO
WP 0.59
Hor(TL)
B L .
s Code IF . , 0 /TP1200
(Matrix)
in Co i/defl Lid PLATE GRIP
-0.05 - >999 240 MT20 197/144
-0 r 8 -7 >999 180:
0.01 6 n/a n/
LUMBER BRACING
TOE CHORD 2 X 4 SIF 1650F 1.5E T(DP CHORD
BOT CHORD 2 X 6 DF I o.
WEBS 2 X 4 SPF Stud/Std BOT CHORD
REACTIONS (Ib/size) = `I 862/Mochani 1, 2=-1476/0-3-8
Ma
_1476/0- -
a Harz 2=1 90(I'oad case 7)
1 Uplift=-(iod case ), =-(Rad case
Max rav 6=1 (10 d case ), 2=1 763(load case )
FORCES Ob) -Maximum Compression/Maximum Tension
T F H F D 1-2-0/170,2-,3=-22441462,3-4--19401563,4-5--104/16,5-6--269/75
BOT CHORD 2-8=-474/1804, 7-8--47411804? 6-7=:-47911544
WEBS T =- 11/`i , 3-7=-301/168, 4-7=-67811943, 4-6;---1 876/598
Weight: 148 lb
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals,
Rigid ceiling directly P Pied Or 10-0-0 oc bra6n .
NOTE
1) 2-PJY truss to be connected together Ith 0.131 of
" Nails as follows:
Top chords connected as follows. 2 X 4 - 1 row at 0-9-0 -
Bottom chords connected as Bellows: 2 X 6 - 2 rows at 0-9-0 0c,
Weds conneGted as follows: 2 X 4 I rove at 0-9-0 o .
All locais are considered equally applied to all p a s, except if Hated as front (E) or back (E3) face in the LOAD CASE
to ply connection have been provided to distribute ill loads noted CASE(S) section. PIS
� ��� � ���, unless �th�l�'I I.rl[���t��x
Wind: ASCE 7-98, 90mph, h= ft-, T DL =4. p f; B C L- 4. pf; Category Ila Exp CT enclosed,- MWFRS interior r one, Lumber
D L=1 -33 plate grip D L=1 -33.
T
LL- ASCE 7-98; Pf=35.0 p f (flat roof snow), Exp Q Furl: Exp.
Unbalanced snow loads have been considered for this, design.
This truss has been designed for greater of min roof live load of 20 0- p f or 2.00 times flat roof load of
non -concurrent with other I« loads. �sf on overhangs
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10, 0 p f bottom -chord live load non oncurr nt with n Other live loads.
) soler to Ird r ) for tru to truss connections.
1 ) Provide mechanical connection (by others) of truss to bearing plate capable ofith t ndin 567 Ib Uplift at
t joint � � jointn� Ih uplift
11) This truss is designed in -accordance with the 2003 International Ike*jd ntial Code sections R502.1 1 .1
and R8.02.10,2 and
referenced Stn rd ANSUTPJ 1.
1 ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load
-0,0 on bottom chord. Th d i n/lecti oof such connection
load(s) 884 Eb �r•-r and � Its � p �t
de ice( ) I the r s,p n ibIlit of others.
LOAD AE(). Standard
Continued on page
— FT �'s S
j&b
I
17
J P 9 EATS -1 F, Idaho Falls, ID 83403, J E D
TLS,
LOAD CASE(S) Standard
1) now: Lumber In rye -1.1 a Plate Increase=1.1
Uniform Loads (pif)
Vert: 1-4=-86, 4- =- (F=4 . 2-7=-16, 6-7--206(F=-190
Concentrated Loads (1b)
'pert. 7z ---884(F)
I
x.200 s Feb
I
w
,Jobfere+ � tao��
. .�_
11 2006 MiTek Industries, Inc. Tue Jan 10 07-4737 2006
_l
Page 2
1 Job
Tr Type
r
I r
E2 F TRUSS
STOCK COMPONENTS -IF, Jd2 ho Falk, ID 83403, JEROD �-
-.Qty . PJB MLQi- ./'1 -/FJ (fD)H
1 �
i Job Reference (apfional�
6-200 s Feb 11 2005 Welk Ind utrie} Inc
5-2-13 10-0-0 -.2--
24-6-12
2-0-0 5-2-13 4-9-3 7-2-8 7-4-4
5.x8 =
3x4 5X10 _
4 5_ 6
3'1 -1i -(l
--
5X5
7
_ a
Tue Jars 10 07:47:38 2006 Page 1-
31 -11 -0
H
39-5-0 �
7-6-0
kale = 1:70.7
-2-1
4-9-3
Fiats Offsets (Xa - a-4---�!LOADING fnc;h
11+ 10
12
11
1G
36 _ U6 _
41112=
3X8 _
6X8
17-2-8
24-
s
-1
� 1-11-
-
- -
7-4-4
4
-4-4
TLt_ A�1 12-0-0CSI
f now _ Plates Increase 1.1
T CL Lumber Increase 1.1
ELL lei Stress1r�er E
BCDL _, II03/TP'12
TC 0.93
BC !0.65
B 0.60
(Matrix)
LIMBER
in NO
I/deft
L/d
TOP CHORD
2 X
4
SPF 165OF 1.5E
B .T CHORD
2 X
4
DF 240OF 2.OE *Except*
Her (TL)
B2
2
X 4 SPF 165OF 1Y E
WEBS
2 X
4
SPF Stud/Std *Except*.
W6
2
X 4 SPF 1650F 1.51E, VV4 2 X 4 SPF 1650F 1.5E
4
2
X 4 SP'r--- 1650F 1,5E, VJ4 2 X 4 SPF 165OF 1.5-E
4
2
X 4 SPF 1F 1.5E
REACTIONS (I h/ ize) 9-1985/0-2-8, 2=2195/0-5-8
Ma
= 95/0- -
a Hort 2-221 (lead case )
Max Uplift= -1 (lad case )t 2=-1' (lad case 7)
Max r =2 (load case ) 2; 1 (I' . d case 1
DEFL
in NO
I/deft
L/d
Vert(LL)
-0-33 12-13
240
Vert(TL)
-0.57 12-13
1
180
Her (TL)
0.14 9
n/
n/
BRACING
TOP CHORD
BOT Hi[
EB
9
1
3x6 a
39-5-0 �
--0
PLATES
MT20
Wei9ltt: 181 lb
GRID'
197/144
Structural wood sheathing directly applied or 2-2-o oc purlins,
except end rt[cal .
Frigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 8-90 5_12 -10
FORCES 0b) - M@xjmum Compress [on/Maxi murn Tension
TOS' H OJT D 1 - .-- W l 625 2-3=-3380/2115 '.4 - 0 -12,I24 f 4-5=-3769/318, 5-6=-3710/303,6-7=-37311307,7-8-25111202
8-9=-2284/217
BOTCHORD 2-16=-252/2771 t 15-16=-252/2771, 1 -1, =-233 `2573, 13-14--233/2573, 12-13=-317/3765) 11-
1 A l 1=-20212511, -.1 =-7179
WEBS 3-16-6/153, 3-15=-560/745 4-15=01426r 4-13=-1 13/1531 a 5-13=-844/1445 -12=-276/3 -12=-793/1
7-12=-133/1548, 7-1 Q=-1801 /232, 0=;---24713088
130
NOTES
1 ) Wind, ASCE -, 90mphp h=ft; TCDD=4_f; CSL=.psf Category Ilr Exp C3, enclosed; MVVFRS interior ori
Lumber
DOL -11,33 plate grip DOL -1 ,33.
2) T L L: ASCE 7-98, Pf--35.D p f (flat roof Snow); Exp Q Fully E L= 45-0-0
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of min roof 11ve load of 20.0 p f or 2.00 times flat roof load of 35.0 sf
ran -concurrent with other live loads? � on overhangs
Provide adequate drainage to prevent water ponding.
This truss: has been designed for a 10.0 p f bottom ohord live load nonconcurrent with any other live to
7) ProvIde mechanical connection ( by others) of truss to bearIng plate atjoint(s) 9.
Provide mechanical onne ti n (by others) of truss to bearing plate capable of withstanding 188 lb uplift at Joint and �
t joint2.
' Ib uplift
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 and R
802.10.2 and
referenced standard ANS IjTP 11.
LOAD A EJ ) St2ndard
Job TrussIT Type
Q6600 oF_3 TRUSS
STOCK COMPONENTS -IF, Idaho Falls, 0 83403, JEROD
M
2-0-0
6-2-13
6-2-13
12-0-0
18-8-8
11
10
5-9-3
6-8-8
3X6
6X8
5X8
4
Mid./NA11 -9/Ei (I D)H
Job Referenc
O.Zuu i -VD 1'J ZUU3 IVII I eK Industries, inc. TSI 10 071-47:39 2006 Page 1
L 25-6-12
6-10-4
32-5-0
M 1 VA d
7-0-0
Sciale = 1-70-7
3Y,4 5x10 LZ;-, 4x6 =6X6
5 6 7 0
J� I If 14
12
11
10
1.5X4 1.1 5X8 4x5
_5X8
3X6
6X8
6-2-13 12-0-0-8-8
18
----------
25-6-12 32-5-0
6-2-13 5-9-3 6-8-8 6-10-4
Plate OffsetLff,Y)' [2:02-OpEdge], f4:0-4-03 -1-111,
j_ 0 -44A-.3-01, [9:Fqqt70-3-8j,j10:0-3-8,0-
LOADING (psf) SPACING 2-0-0 CS1 IE in (Ioc)
TCLL I/defl
(Roof SnowPlates Increase 1.15 TC 0.80 Verb LL -0.2412
35,0) -13 >999
TL Lumber Increase 1.15 BC 0.54 VerfjL) -0.4312-13 >999
CD8,0 Rep Stress In YES WB 074 Horz(TL) 0.12
BCLL 0,0 1Pr_9C)r)117P11-r)r)r)0 9 n/a
MEW
L.1d
240
180
n/a
39-5-0
7-0-0
PLATES GRIP
1T2:0 197/144
dUUL 192 1b
Weiqlft
LUMBER BRACING
T( -)P r"npn ') V A Q DC -1 Qr_ r
9
4x4 ;I[
BOT CHORD 2 X 4
DF
�) E .:0 =
240OF 2_0E *Excepll'-;�
TOPCHORD Structural wood sheathing directly applied or 3-1-15 oc pur[ins
B2
WEBS
2
X 4
&PF 165OF 1.5E
*Except*
except end vert"calls.
BOT CHORD Rigid cei' ling directly applied or 10-0-0 cc bracing.
2 X
4
SPF Stud/Std
WEBS I Row at mid pt 8-9.,5-12, 7-10
W15
2
X 4
SPF 1650F I 5EP V14 2 X 4 SPF 1650F 1.5E
W4
2
X 4
SPF 1650F 1.5E, W4 2 X 4 SPF 1 O 1,5E
W4
2
X 4
SPF 1 O 1_5E
REACTIONS (lb/size) 9zz1985/0-2-8. 2-219510-5-8
Max Hz =255 (load case 7)
,M ax U p liftg=- 188 (1 oad case 6) 5 2=T1 load case 7)
Max Gray 9_2304�1'oad case 3), 2=2305(load case
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/1 62, 2-3--33761186, 3-4=z-2848/224, 4-5=-3044/265, 5-6=-28-92/242,6-7=-2908/2451 7_ =-1922/1 922/158,
8-9--2238/214
BOT CHORD 2-15--24812763., 14 -15z --248/2763113-14=-215/2369P 12-13--264/3�040,11-12z---158/1922, 10-11=-158/19221
9-1 0=-5153
01218
E —
-15 — 01528 P -1 3=-8011,094, 5-13�-680/125, 5-12=-403/43, 6-12z---7361130,
WBS 3, 3-14�-789/11101, 4 - 14 — 4
7-12=-1 24/1401 . 7-1 0=-1790/ 228, 8-1 () ==;-21 7/2656
NOTES
1) Wind, ASCE 7-98; 90mph, h= ft; TCDL=4�8psf- BC.DL=4.8psf; Category 11; Exp C-, enclosed; MWFRS interior zone; Lumber
DOL—1.33 plate grip DOLzz-1.33. F - 'P
2)
TOLL: ASCE 7-98; Pf=35.0 p (flet roof snow)- Exp C; Fully Exp,; L= 45-0-0
3) Unbalanced now loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 t -Imes 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 truss has been designed for a 10-0 p bottom chord live load nQnconcurrent with any other live loads.
7) ProvIde mechanical connection (by others) of truss to bearing plate at jo-Int(s) 9.
8) Provide mechanical connection (by othem) of truss to beaning plate capable of w-lihstanding 188 1b uplift iat joint -0 and 158 lb uplirt
at Joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 f1.1 and R802,10.2 and
referenced standard ANS1jTP1 1.
LOAD CASE(S) Standard
Job
I I runs
T Tp
Q6600 F-4
Fr TRUSS
9
STOCKMP0NENT -IF, Idaho Fa1Is, 16 834037 JE R OD -
7
i -2-0-0.---1
-- --1
14-0-0
5x8
EVA
1
PJv
ob Reference(optional)
. C Uvi 10 1 en I nd u the , I na I ue Jan 10 ,07.47:40 2006 Page 1
1
�
I J
Scale = 1:70-6
8,x a
1 L1
1. 5X 4 C
I J I#
4x'10 MT20H =
4A _
13 12 11
5X8 _
3 _
10 9
&10 = 4x4
1 14-0-0 20-10-0 --0 -4-12 39-5-
1 t f et � 9 - .
LOADING (psf) __T
TOLL 35.0 SPACING -0-0 ! S1 EPL �� Io Ild f1
� Lid PLATES GRIP
Plates Increase 1.15 TC 0.7fz3.5.Lumber k, E .73 Vert(LL) -a 13-14 >999 240 MT20
/144
1 CDL rt(TL)
-0.38 13-14 >999 180 MT20H 1481108
BCLL .
Rep tri in r YES WB 0.x-2 .Hor (TL) 0.17 n.'a n1a
_ ESL
Code Il00/TP10
- --
196 [b
LUMBER BRACING
TOIL CHORD 2 X 4 DF 240OF 2.OE TOPCHORD Structural wood Feat - -
hi�d�rtlp�Nad r 14 opurlinir
BOTCHORD X 4 SPF 165OF 1. E except end verticals,
WEBS 2 X 4 SPF Stud/Std *Except* J --IFC igi'd Gelling d1re'ctly applid or 10-0-0 oc tri.
4 2 X 4 SPF 1650E 1, E, W4 2 X 4 SPF 1650F 1 _ E WEBS 1 Rows at, mid t -14 -1
W9 2 X DF No.2, � X4 PF �1 OF 1. E �
WEDGE
Left: 2 X 8 DF 195OF 1.7E
REACTIONS (I bl Sze) � 1 1 /0- - , -1 1 / cha n i i
MaX Hor=21ad case )
Max Hpl'ift =-1 1(load case )5 = -83(loa d case )
Max raw -301 loa case ), 9-2611 (load case
FORCES (1b) - Maximurn Compression/Maximum Tension
T P H D 1-2=0/162P 2-3=-4500/173, 3-4=-354411980 4-5=-3029/189, 5-6=-3029/189,6-7=-3110/172,- =
-3281/131 P
8-9=-254811 10
BOTCHORD 2-1,6=-285/3645* 15-16=-285/3645, 14-1 --285/3645 13-14-212/2867 2 _ 11-1 =
10-11:---611266 0, -10=-33/341
WEBS 3-16=0/258; 3-14--913/1271, 4-14=-6/602P 4-13--1 78/908} 5-13_-1 022116-13=-175/1215, - -JAI
431242,
7-11 =- 154/38 0, 7-10=-531/63, -10=-38 '2394
NOTES
1Wand_, ASCE - 90mph; h= ft; T DL=4- p f; E DL=4, psft Category fl Exp x enclosed; MWFRS Interiorzone; Lumber
D0L=1 p l ate gri p COOL=1.33-
2)
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp Q Fully Exp,
3) Unbalanced snow loads have been considered for this design,
4 This truss has been designed for greater of min roof We load of 17.0 psf or 2300 times fiat roof load of 35.0 psf on overhangs
non- onGurrent with other live loads -
5) Provi
oad -
Provi d adequate d r ; mage to prevent water ponding-
6
onddn -
This si fined for @ 10.0 psf bottom chord live load noncon Curr rpt with any other live loads.
All plates are MT20 plates unless otherwise Indicated,
Refer to girder(s) for truss to truss Gonnections.
Provide rn hani sI confiection (by others) of truss to bearing late a i
joist .
� ���I �f w�rfl�tr�din `11 Ib uplift at jointnd 1b uplift
1This truss is designed In accordance with the 2003 International l siden i f Cade sections R502.1 1 .1
referenced standard l'�,iI/TIMI 1 .rd .1 n
LOAD CASE(S) Standard
T
DA
HD
1 g
a
Job Truss Type
-�
QtY Pf 1/11 -1EJ( 1 DH
i
E ° F-_ TRUSS
_
Idaho STOCK COi E T `kFJEROD
Joh Reference(optional)
., r
Feb 11 2005 MiTek Indu the , Inc. Tue Jars lb 07.47.43 2006 Page 1
-2-0-0j ��� _ 8-9-814-1-
_ _ 14-1- 1 �0- 20-10-0 25-8-
-0-3-5-8-4- -4- 1-10-8 4-10- 4-10-0 7-0-4
Sx1 0 =
3x4 zz 5x6 _
3x4 11 7 S 9
46 —
df 10
3.x4 11 6x8
y - _ -9-8 I 14-1- 16-0-Q
3-5-
-0-
-- -4-- -4-0 1-10-8
Plate f` AXP h - `J7 3:0-3-8;0-1-8]
..ti
LOAD I N
e
TLL .� SPACING —0-4�!
(Roof�=�� PlatesIncrease,1.15 T 0.54
Lu
TD�L .Lumber Increase I .1 �
BCLL 0.0 Rep Stress Iner `SES W8 0-71
BSL _ . � dIF.0o/Tk� Ido 1t�
LUMBER
TOP CHORD 2 X 4 DF 240OF _oE
BOTCHORD 2 X 4 SPF 165OF 1.5E * Except*
132 1.5 X 9.5 L L Truss Grader B3 2 X 6 DF 240OF 2.OE
WEBS 2 X 4 SPF Stud/Std ""Except'
W5 2 X 4 SPF 1650F 1.E3 W4 2 X 4 SPF 1650F 1,51E
X 4 SPF 1550F 1 _Ea VV7 2 X 4 SPF 165OF 1.5E
W1 1 2 X 6 DF No.. , VV 10 2 X 4 SPF 165OF 1. 1H
REACTIONS(lb/size) 2=2191/0-5-8. 1 _1 Y1 /Mech nrcal
Max H o r 2=252 (lead case 6)
Max Uplift =-1 91(d oad case ), 12z---91 (load case
Max Gray - (f acase , 1 T 177(lo d case
15 14
U8 = 3x6
--o
EFL
in (Ioc)
11defi
Lid
Vert(LL)
-0.31 19-20
>999
240
e Vert(TL)
-0.54 15-16
180
Hort TL
B11l
T P H RD
BOTCHORD
13
3X8 -
--o
a
--4
PLATES
To
'IT 1 8H
Weight: 234 Ih
- -d
DRIP
187/144
187/170
Scale = 1-71.6
Structural wood sheathing directly applied or 3-3-2 cc purlins,
except end verticals-
Ri id ceiling directly applied or 10-0-0 oc bracing,, Except:
-7-1 oc bracing: 20- 1
-o-o oc; bracing- 17-18.
1 Row at rani pt -1
1 Row at rnidpt 3-19T 5-18, 7-16, 8-16, 8-15 _ 10-1
FORCES (lb) - Maximum Compress! o n/l i r„n Tension
TOP CHORD 1-2-0/162, -=-3688186, 3-4-4383/190, 4-5-4125/205, 7x'- f 7-8=-21421168
8 -9= -19581169v9 -10--2455i150. 0-11=--2801/135, 11-1 =- �109/1 4
BOTCHORD2-21=-25912970, 20 -21z ---72153,3'-20z---,215/84, 1 0= 529.61 , 1 1 - 292/3698., 1 -1 1851 -�1 _ 1r
jf^�� %,j'� 1f�iJ� df �"J� 'f{ ff f��j r � .f � � }
16-17=-81/379) 1 1 %J —1 26/21 8, 1 1 --4 71 2254 } 1 1 =- 4 r 1 225 i,t 12-13=-421365
EB `1 =- 06/ , 5-19=-917K 5-18=-1 389/157, 16-18=-67/2111, -1 =-209/21 p 7-16;---1 095118:5. 8-16=-508/186
€ -1 =-769/191, -1 S=-°2/71 01 1 0--15=;-378/1 643 10-13=-333/59, 33/59, 1`]-1 �`_(/1933
[OTE
90mph, h= ft, T- DL=4.8psf; B DL=4. p f * Category I 1 r Exp , en l o ed; MWFRS i nt rl or zone, Lumber
DOL -1 -33 plate grip DOL -1.33.
T LL, ASCE 7-98: Pf=35.0 p f (flat roofnor * Exp ; Sheltered
Unb l heed snow loads have been considered for this design.
4) This truss has been designed for greater of m1 -n roof live load of 17. 0 p f or 2.00 times fiat roof load of 35.o psf on o erh a n
non -concurrent with other lige Maeda.
Provide adequ@te drainage to prevent water podding.
This truss has been designed for a 10.0 p f bottom chord live load nonconarr nt with any other live loads.
All' pl .t are MT20 plates unless otherwise i nd ioated .
This truss requires plate inspection per the Tooth Court Method when this truss Ps chosen forunlit assurance inspection.
Refer r� to girder(s)for truss to trussconnections.
�
10) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 191 Ib n [ift at joint and
at joint 12.
1 l npfl`t
11 This truss is designed ire 2eordance with the 2003 International Residential Code sections R502.1 +1.1 and R802.10.2 an
referenced standard ANSI/TPI 1.
LOAD GASE(S) Standard
f
Job
Truss 1 T-Nmk-q�.. Type Qty
06600 IE6
I
. , F TF H
l � �
STOCK COMP -- •- � - . _ ,y Jett Reference ren � td�r�e3
IiiENT -lF, Idaho Fall , iD 83403, JF- D --
6.200 s Feb 11 2005 Mire . Industries, arc. T u 10 07-.47,45 2006Page I
Ln
!-2-0-03-5-81 8_9.8
i��---fir_ ._
-4-
- 23-8-0 31-4-12.
-4- 3-10-8 5-8-0 7-8-12
8I 0 _
:5X
7 8
0 1 Ar
Cale s 1.-71.6
o6
6
I
G _
5-4-0
q
4-
qu
3A II
10
3X8
�� 14-1-8 18-0-0 �.
14
1
R6 =
23-8-0 31-4--12
--
Plate f . �X -1- 7:0-4-12,0-1.-0] : -4- t _ -0 12:0- - ,' -1-- , 115:0-3-8,0-1-8]
LOADING (psf)
TOLL 35.0
Jr~"'""" �-u-u
Lsl
DEFL
in (foc)
(RoofSnaw=35.0)
Plates Increase x.15
TC 0.63
Vert(LL)
-0.291$-19
TCpL 8.0
dumber Increase 1.95
BC 0.81
Vert(TL)
-4.46 18-19
BCLL d.0
hep Stress Incr YES
� WB x.80 Harz(TL)
0.25 11
E DL 8.0 Code IF 003/TP1 (Matrix)
LUMBER BRACING
TOP H RD 2 X 4 DF 240OF 2,OE TOP CHORD
BOT H RD 2 X 4 SPF 165OF 1.5E *Except*
B2 1.5 X 9.5 L L Truss GFade, B3 2 X 6 DF 240OF�11E BOT CHORD
'SEES 2 X4 SPF 1650F 1,5E -Except*
1 2 X 4 LSF 240OF� E W2 2 X 4 SPF Stud/Std
'3 2 X 4 S PF S tudl td r W8 2 X 4 S P F Stud/Std WEBS
2X4 SPF Stud/Std, W11 2 X 6 DF Jlo_
REACTIONS Ib/size) 2,2191/0-5-8, 11=1981/Mecha ni a.l
Max Hort 2=281 (load case )
Max uplM22 00 (load ease 7), 11 =- 10 1(1oa.d ease
Max ra = 0 (load case ), 1-1 X2178 load case
7--1
1 /d of l
Lid
>999
240
>999
180
n1a
nrf
1
3-B
--
- -4
PLATES
TO
T1H
Weight:2351b
GRIP
1871144
187/170
Structural wood sheathing directly applied or 3-4-2 ec purlins,
except end verticals+
Rigid ceiling directly applied or 10-0-0 o bracing, Except:
5-5-7 oc bracing: 19-20,,
1 Row at midpt -17
1 Row at rn[dpt 4-17o 7-15t 7-14} -14
FORCES (1b) - Maximum Compression/Ma imurn Tension
T P H R D 1-2z--0/1 6252-3--3772/102, 3-4--7-4470122,8p 4-5=-32091175, 5-6=-30271199,6-7;---3068/281 7-8=-1 815/1
}
93,
8-9=--23191170,9-10z---2851/151t 10-11-- 108/1 7
BOT CHORD 2-20=-220/3032, 1 g =-72/53, 3-19--178181 a 18-19=-47416613,17-18=-231/37327 16-17=W55)
15-16--231256, 14-15--79/1908, 13-14=-5012274P 1 -1 --50/2274,11-1 =-60/457
WEB 3-18--2905/245, 4-18=0173S+ 4-17=-1 395/1545 15-17--58/1720, -17--200/1881, 7-15_,-435/647 7-14--
569/257,
8-1� =- 15 7, -1 =- `I /1 `] 1i , -1 =_2351107F 10-�-`i /1850 7
NOTES
1 Wind: ASCE 7-98; mph; h- ftp T L=4. P f; B DL -4. p f; Category II} Exp ; enclosed-, MWFRS interior zone; Lumber
L=1. 3 plate grip D L=l -33,
T LL: A8CE 7-98; Pf-35.0 p f (flat roof snow); E ; heltered� L= 45-0-0
3) Unbalaned snow loads have been considered for this design.
4) This truss. has been designed for greater of min roof lire load of 17,0 p f or 2.00 times flak roof load of 35.0 f
on overhangs
non -concurrent ith other live loads-
5)
Provide adequate drainage to prevent water ponding.
This true has been designed for a 10.0 p f bottom chord live ilo d nonco carr nt with any other live loads.
7) All plates are MT20 plates unless otherwise Indicated'.
This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection.
Defer t girder : s) for truss to trussconnections. �
1 Provide mechanical connection (by others) of truss to bearing late capable of merit e
at joint `� 1 _
� � withstanding �� ih uplift atjoint end � � �� uplift
11 This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TIMI I .
LCA ,E() Standard
-------------------
Job TrustTrwi-� Type
p
TRUSS
STOCK COMPONENTS -IF, Idaho Falls', ID *0 r JEROD
-2-0-0� 3-5-8 $-9-8 �
2-0-0 3--5-$ 5-4-0
-4-
-0-0
t
7
9
OT1
I
5-10-8 1-8-0
6X1
-.-
6X1 0 _
r-, r% I �`. —r-3
5x5
1
1
ob Reference q t[�
s Feb 11 2005 M k Indu tree , Inc- Tae Jan 10 07:47A8 2006 Fags 1
--1
33-3-11
7--
5-9-13 6
--1 -1
4x6
10 11 16
3x4 = 3x12 = 3X3
3-5-8 T-- 14-1-
I
'- -- _4-,
Plate Offsets X, 12:0-1- ,Ed t [7,04-12,10-11-010 [17:0-
3-8 0-11-8]
20-0-0
LvaU,NU (psr)
TCLE. ��.a
SPACING
2-0-0
I/d fi
csi
(Roof
Snow -35.D}
plates Increase
.1
x5
-0.2920-21
TC 0.64
TCaL
$•Q
Lumb�r increase
1.75
BG 0_84
180
`
Rep Stress Incr
YDS
n/a
1NB 0,89
6GDL
g.o
Code IRC2003f7P12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.01E
ESOT HF X 4 PF 1650 F 1 ..F *Except*
B2 1.5 X 9.5 L L Truss Grade, E33 2 X 6 DF 240OF 2.OE
WEBS 2 X 4 SPF StudIStd *Except*
W4 2 X 4 SPF `SOF 1.E, W6 2 X 4 SPF 1F 1 _E
X 4 SPF 1650F 1.5E, W6 2 X 4 SPF 1650F 1.5E
W12 2 X4 SPF 1650F 1.5E
REACTIONS (I151 i ) = 1 /0- -8, 1 =1 /Mecl- an cel
Max Herz =31 0Ioad case )
Max U pllft =- load C2 ), 13=-1 10(lo d case
Maxrav - 4 (load case ), 1 - 1+13(load case 3)
1-8-0
1
3x6
-4-1
DEFL
I/d fi
in.
(10
L!d
" rte Ll)
-0.2920-21
>999
240
Vert(TL)
-0.4820-21
>981
180
Hor (TL)
0.27
13
n/a
n/ .
BRACING
TOP CHID
ESOT CDPD
WEBS
N
4 13
x4 — 4x6
Scale=; 1:71-8
PLATES GRIP
MT20 187/144
I
T1H
187/170
'weight: 250 Ib
Structural wood sheathing directly applied or 3-5-3 oc purlins,
except end verticals.
Rigid nailing directly applied or 10-0-0 0c bracing, Except:
--1 c bracing: 1-.
1 Row at m1dpt -1
1 Row at midipt 3-20, 4-19, -17 7-16, 9-16, 9-14:o 11-13
FORCES (lb) - Max-Irnum Compression/Maximum Tension
TOP CHORD Y1, —Oil 62,2-3z---3580/116, --4=-4232/251, 4-5--29831194,5-6--2732/218,-7-- 7-8--1666120510
8-9=-2058/204., -~10=-2370/204, 10 11 =-2547/178t 11 -1 --567/81, 12-13--537/87
IB T C H [ 2-22z-- -20112874} 21-22---72/53, 3-21 =-212/861 20-21 =-48 0 1, 19-2 0R=-256/352 1 - x_ 0/ 113
17-18=0/296P 1 —17—`22/ 1675, 15-16;---37/1986t 1`t'1 --37 '1986, 13-14=-86/2150
WEBS 3-20_-2514/229F 4-20-0/741, 4-19---1369/156, 17-19=-24/1403P7-19=-232/1925, 7-17--254125, 7-16--636/371 9-16--7151/169, 9-14=-34/294, 11-14=-171/187t 11-1- =-2346/139
NOTES
1 Wind: ASCE -98; 0mph-, h= ftp TCDL--4, psf; B DL=4. psf; category II; Exp c; enclosed; MWFRS interior zone; Lumber
D0L=1.33 plate grip DOL=1.
TILL: ASCE 7-98; PT= -0 p f (flat roof snow); Exp c; Sheltered; L= 45-0-0
Unbalanced snow loads h2ve been considered for this design,
4 Th [s truss has been d es Ig ned, for greate r of mil n roof I ive load of 17. 0 p .f or 2.00 ti mes fl at roof load of 35.0 on overhangs
non -concurrent with other I i loads.
�
Provide adequate drainage t prevent grater ponding.
This truss has been designed for a 10- p f bottom chord five load nonconcurrent with any other iiive loads.
Ail plates are MT.20 ,plates unless otherwise indicated.
This truss requires plate inspection per the Tooth Court Method when this truss -Is chosen for quality assurance in9) spection.
Refer to girder(s) for truss to truss connections,
1 ) Provide mecharnicaf connection (by others) of true to bearinglate capable f withstanding,
at joint 13.
� � gQ Ib uplift at joint . and 110 Ih uplift
11 This truss is designed in accordance with the 2003 International I Res id ntial Code sections R502,1 a rid R80 .10.
and
referenced standard ANSI/TIMI I
LOAD CASE(S) Standard
1
3
L
- _.�.__.
FJ o—b — . russ.
E8 R,,jF TRUSS
T P EMTs -IF, Idaho Falls, ID 83403, JE1 D
fi
-2-0-01-6- 43-- --
-- l-- -4-
I Qty
I
Ply
- I ,fob Reference o Lienal
6.200 s Feb 11 2005 I IiT k Industries, Inc.
20-10-0
i
--0
I WO MT20H 1!
7
-1-3
6-1-3
- -�--- 39-5-0 . J
'I - 1:69.7
1--
-4-
M
--0
P lateff. et . Xa :0a-1 �82 �de�, �3:6 -4, } Ed e1 1. - - -0 1 - 0- -1 0-2-0
* _V _
15
4x 16 a
29-11-12
-1--12
14
:3.x6 _
13
3.x4 _
12
LOADING (psf)
TALL 35.0
SPACING 2-0-0
Plates Increase 1.1.
I CSI
TC 0.99
r D�EFL
i� l
� �
gr
I� defl
�
�., d
F PTE RIP
(Roof now=35.0)
TCD L 8.0
Lur-nb r Increase 1.1
I
BC 0.83
r (LL)
Ve rt(TiL)
-0-3818-19
-0-6318-19
>999
>739
240
180
T20 187/14
MT 0H
BOLL 0.0
Rep Stress Incr YES
VVB 0.91
Harz(,TL)
0.31 12
n/a
n/a
148/108
13DL -
_.. _
Code I 03ITP11 0
(Matrix)
�. +`ei h t: 223 lb
LUMBER BRACING
TOCK CHORD 2 X 4 DF 240OF. E TOP H RD
BOT H RD 2 X 4 DI= 2 0 F 2.OE *Except- E T H R
132 1.5 X 9.5 L L Truss Grade, 134 2 X 4 SPF Stud/Std
J35 2 X 4 SPF 1650E 1_ EF B6 2 X 4 SPF 1 OF1.5E
WEBS X 4 PF tjid/Std '*Excepts WEB
1 2 X 4 SPF 1650F 1-5E, W4 2 X 4 SPF 1650F 1.5E
X4 SPF 1650F -1. EP W72X 4 SPF 1650E 1,5E
W1 1 2 X 4 SPF 165OF I � E
REACTIONS O b.lsi e) 2=2195/0-5-8 r 12=1985/Mechanical
Max Hort 2324(lo d case
Maxplift _ 10(load case 7), 12=-1 1 (l ad case )
Max ra - (l ed case 2), 12;--2081 (load case )
Structural wood she2thing directly applied, except end vrti al .
Rigid ceiling directly appl epi or 10-0-0 oc bracing, Except:
-0-0 oc brain: 19-20.
1 Row at midpt -1'
1 Raw at midpt 4-17P 7-15, 8-15T 10-12
FORCES (lb.) - Maximum o re ion/f a i m um Ten ion
TOIL H R 1-2=011 62a 2-3;---3502/120, 3-4=-6804/526, 4-5--2936/2005
8-9=-2331/2107 -1 =-24 1/1 , 10-1 1 - 98/85,11-1 =-/
BOT H D 2-20--211/2813P 19-20--85/55.,3-19--1872/253) 1 -19x,262/3349 17-18z---26213349,16-17-01101, 6-177--713/180,
15-16=-1/196, 1`r-1 ="4 !1959, 113-14T---43/1959 12-13=-89/2122
WEBS 4'-19-_,294/ 026, 4-1 8-0/286, 4-1 7=-`x. 5/1 0, 1 5 7---1 /1434, 7-17--- 25411968 7-15=-92/630, 8-15z---
8-13=-371353, 10-13=-227/150, +1 -1 =-2. 10 4411 ,
CITES
1) Wired: ASCE 7-98, 90rnph, h=- ft; T DL= . p f.; B DL=4. p f, Category [1, E Cer r
DOL=1. plate grip UOQ.=1. .
a � ; r �e�dw k''FF interior �wr�e; Luer
TOLL: ASCF 7-98, Pf=35.0 P f (flat roof row); E -holt red;T L= 45-0-0 M1.t
Unbalanced snow loads have been considered for thi design.
This truss has been designed for greater of miry roof ilive load of 17.0 p f or 2.00 times flat roof load�
non -concurrent w1th other I i e loads. � �sf on overhangs
This truss hes been designed for a 10-0 p f dottorn chord live load nonconurr
All plates are MT20 plates unless otherwise Indicated.
�t with ars other �� loads.
This true requires plate inspection per the Tooth Count Method when this truss is chosen for
Refer togirder(s) for tri., t truss conne ton . �ual�t assurance i� �� tr r��
Provide mechanical connection (by others) of truss to bearing plate capable of withstand -In
at joint 1 210 Iduplift at dant ars 11 Iplift
10 This truss is designed in accordance with the 2003 International Residential Cede e tl ons R502.1 1.
referenced standard I l/TPP 1.`� end R802-10.2 end
LOAD CASE(S) Standard
Job
f Truss TFS
Qty
Q66I
00
TRUSS1
STOCK MPONE T -JF# Idaho Falls, 0 83403, JERO
i y
8
CD
17-_ -
_-- --8 1
8-- 14-1-80A
-
1-7-12
20-10-0,
0
Ply � lVljm0&r%)NA19-9/EJ(ID)H
1
JQb Reference tional)
6.200 s Feb 11 2005 G elk Industries, Inc. Tue � J_a 10_ 0 747:57 2006.. 1
-2-4
Z Zu
4x6 3x4 1114
1 ,51�9 1120,10-0 2x4 I,
12x12 —
3-5-8 14-1-8 5-9-4 1 7_11 P-0 28-0-4
5-4-0 1-7-12 0-5-03-0-0 7-2-4 7-2-4 4-2-
1--12
Plate Offsets X, 2: -1- ,Ed , [10-340-3-8],[15:0-6-0,0-2-81)pt0- -o
TLS. 35.0 -�- f I
I
(Roof Snow=35.0)
TCL _ Plates Increase 1.15 TC 0,62
Lumber Increase 1,15 B 0.86
ALL p StressInr 'E
- ,BCDL L IT 122 Itri
LUMBER
TOP HO D 2 X 4,DF 240OF 2.0E
BOT H O D 2 X 4 DF 240OF 2. O E* Except'
1 .5 X 9-5 L L Truss Grade, S3 2 X 6 DP 240OF ZOE
B6 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
VVI 2 X 4 OF 2400F 2.0E1 W5 2 X4 SPF 1650E 1_5E
r+'42X4 SPF 165OF 1. E, W6 2X 6 D1- No.2
W8 2 X 4 DF 240OF _0E, W7 2 X 4 DF 240OF 2.0E
2 X 4 CSF 240OF 2,01EI W16 2 X 6 DF o_2
1 5 2X4SPF 18OF 11.5E
REACTIONS Ib/size) 2z--2191/0-5-8, 14=l X81 /Mechanical
Max Hor 2=824 (I cad case )
Max Uplift2=- 1 (ford case , 14=:-1 1 (l ad case 8)
Max rev 2=2440 (load ca , 1 4=20 (load case ).
DEFL in floc) I/d fl Lord a PL TPJ
Vert(LL)
0-77
18
>61
Vert(TL)
-1,29
18
>361
HorTL
1.19
14
n/a
240
980
n/a
T20
T1 H
Weight-, 271 ll
187/144
187/144
13RACING
TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins,
except end rt l t
BOT CHORD Rigid id iiirig directly applied or 10-0-0 oc bracing, Except:
6-0-0 o bracing: 24-25,21-22 31 -1 .
1 Row at m id pt -22
WEBS 1 Row at m i dpat 4-2
2 Rows at 1/3 pts -2
FORCEIb) - Maximum Cornpr s ion/Ma irnum Tension
TOP HID 1 -2z --0/162,2-3=-3497/119,3-4--41261260,4-5=-28811196P - = _ -
8_9=-515413935-__=-3216/188, 27 � �22� r - -��, �--- � X42,
_1 3227/283: 10-1 1 1 =-350211 0, 12--13=-2406/147, 13-14=-20391123
BOT CHORD 2-25=-212/2809, 24-25=-85/55, 8-24=-1 91/88, 23-24=-523/6087, 22-23=-271/343.5, 211-22=103/11,- =`505/11
20-21--61/7051 �1 20 -4/77, 1 �-1 -53/11 , -1 - / 2, 1 -
1 =-35/2762, 1 -1 -77/30 72, 15-16=-1 07'12094 9
WEBS 3-23=-2675/255P 4-e2 -- a 4-22--1429/166, 20-22--z-44/1602P 7 -22z ---202/2047t7-20--8366/3993
_
18-20-378/7870 878/7870 7-1 --_ -1 81/5872, 9-18=-292/3810, 9-17=-80/597P 10-17--567/228" 10-1 =-400/78, 12-16z---9/1 009
12-15--1298112511.3-15z---98/2069 '
NOTES
1) Wind: ASCE 7-98; 0rnph; h=2 ft; T DL=4. p f; B DL=4.8p f Category 11; Exp C 3 n i d; MVVFISS interior
zone; Lumber
[SOL -1.83 plate grip DOL -1.33.
2) TOLL:.ASCE 7-98; Pf= � p f (flat roof snow), E , Sheltered; L= 45-0-0
� a
Unbalanced nor loads have been con ader d for this design,
4) This truss has been designed for greater of miry root Iive Iead of 17.0 p t or 2.00 times flat roof I oa d of.0 st on
non -concurrent with other live loads. p overhangs
%
This truss his been designed for a 10.0 p f b ttorn cord live load non on urr nt with any other lige loads_
All plates @re MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
8 Refer to irder(s for true t truss connections. assurance -inspection.
Provide mechanica.1 connection (by others) of truss to bearing plate capable of w1thstanding 210 lb uplift t
t joint 14.p joIr�t 2 and 11 Ib uplift
Continued on page 2
r- ,. -.-
--7�Tpjs�
Job
Tom., Type --
06600 FZ9 R,,,jF TRUSS
STOCK COMPONENTS -IF ,
PONEI T-II',idaho FaRs, ID 83403, JEROD
1
ty
Ply I M L&C,/N Ail -9/E J (I D)H
Job deference(optfonaO
.
6.200 s Feb 11 2005 MiT I I nd u tries, Inc.
1"ue .fan 90 47:47:58 2006 Pag 2
NOTES
10) This Truss is designed in accordance with the 2043 International Reside ntiai Codi sections R502.17.1 and R802.10.2 and referenced standard ANS II7P3 1.
LOAD CASE(S) Standard
Fj -ot T _fn j _ss
Q6600
HF -El
STOCK COMP NENT ,IF
Ili ID 813403, J ERD
T
a
12-10-0
5x6 /
5 67 8
i
6x6,`
9
_ Tonal _
6.200 Feb 11 200 MiTek Industries In , Tue Jan 10 07. - 0��
1
21-2-0
Continu
1--
31-5-0
10-3-0
ca.] e- = I :55.7
T T v L� i Z-4 Z-5 22 21 20 1
3x4 =
1--0
Plate Offs ets P�Y'- -.10 P E d 2-10, Edg_gj J1 1 : Q-4 ..
LOADING (psf)
TCL 35.E
ter"'•.""'� Z -v -u
I Usl
� TEFL
in (iac) Ildeff
Lld
(Roof Sn4vtir-35.0)
Plates Increase 1.15 J
TC 012
Vert(LL)
nla - nla
ggg
TCC7L g_pLumber
�
increase 1.95 I
SC 0.08
� Vert(TL)
nla - nla
999
BCLL p_fl
Rep Stress Incr YES
VIIB 0.3�
Harz(TL)
0.00 78 nla
nla
CDL
J 1 2 UW/TP 12 2 a (Matrix)
LUMBER
TOP CHORD
2 X 4
SPF 165OF 1,5E
BRACING
TOP CHORD
BOT CHORD
2 X 4
SPF 1650E 1.5E
WEBS
2 X 4
SPF Stud/Std
EST HRS
OTHERS
2 X 4
SPF Stud/Std
WEBS
r
18
3x6 _
PLATES GRI P
i
1 1T20
197/144
Weight:1981b
Structural wood sheathing directly applied or 6-0-0 ac purlins,
except end verticals-
Rigid ceiling directly applied or -0-0 oc bra6n-
R Row at rn id t 9-255 -2 � 7-28, -2 � 5-30
REACTIONS (I bl .i 1=1 1 / 1- -0, 1 _ 135/31- -O P 2 = 2 -1 / 1- -- r 2 7=206/31- _ , 2 =203/31- - 2 =
30z--205/31-5-0, 31-210/31-5-01 32z I 82131- -Ot 3 3=273/31-5-0, 24=225/31-5-0 ! 23z--205/31-5-0
22= 80/3 1- -Ot 21=208/31-5-0,20-202/31-5-05 19-z214/31-5-0
Max Hort 1=24 (lo d case )
MaxHPlil:tl -1 31(load case ), 1 =- 0(Ioad case ), 27=- (loa.d case , 2 =-- (lo d case 5), 2 --2 lO
--2 (l oaf case-, � 1 �� I��:d - � � �� � �,
1: ), 2-- (load case 7), =-12 load case 7), 24-- `105 (loa.d case
23=-69(1 od case ), - (load case ► , 21 _ - I b case
Max Gray 1 24(Ioad case ), 18z-- 1 (lod case ), 2-241oad case , 27=31 0 load case 2), 28_2
97(load case 2)1
29-311 (load case ), 3 =2 2(1oad ease ), 1= 0 (load Case 2), 2=.2 (load case 2 loa
a 24=2 (loa d case , 2= load a� � 33-397(load � �.
), 22=2 0 to d case ), 21= 0 Goad case ), 20=294 load case
3, 1-12Ioad case 3)
FORCES (lb) Maximum Compression/Maximum Tension
TOP CH l D 1-2--z-331121 1 } 2-3=-2301197, 3-4--150/192, 4-5=-105/1 , -1 0=-971164% 10-1 1=- -
a
13-14--12/4, 14-15=-12/4, 15-16=-12/4,, 16-17=-4/23 f17-1 =- /14, a =- /137, -7=-all 375 7-8=-8/1 377 8-9--9/137
F30T CHORD 1-33---6/81t 32-33--6/85 31-32--6/8, 30-31 =-/ r 29-30--6/8, 2 - =- / 27-28=-618, -
24 -25z ---6/8a 2,3-24--6/85 22-2 =-4 '12, 21-22=-4/12, 20-21=-4/12, 19-20=-4/12-, 1 -1 --411
WEEDS 9-25=-262119, 8-27=-278/54t 7-28=-265/56, 6-29=-279/481 5-30=-261/81, 4-31 =;-270/11
2-33=-323/138, 10-24=-297/124, 11-23=-267/89, +12-22=-228"54, 13-21 =-272/4 `14-20 =-2 2J
16-18=-1 x`8/46 � , 1 -� =y2 a �,
NOTES
1) Truss designed for Find lows in the plane of the truss only. For studsed to inn norm
Gable End D t3i1P� � (normal to the da y iT "Standard
2) T LL: ASCE 7- r Pf=35,0 P f (flat roof snow); Exp CT Full Exp.
Unbalanced snow loads have been considered for this design.
4) Prcwide2dequate drainage to ,prevent grater ponding.
5) This i ned for a 1 0 psi bottom chord live load non oncurr nt ith an other lave loads.
All Plates 2ro 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
Gable studs spaced at 2-0-0 oc.
on page 2
PI
s
7-
LO
4
N
I
Job
Q6600
STOCK
Type
FTT j
Qt Pa LQ'#�}I I- /EJ ID H
HF-Ei E I,
Job i _f r n ti J
COMPONENTS -IF, Idaho FaI� , 10 1 � -� _ _ x � ),6.200 s Feb 11 2005 .
ETk Indutr-e. frac.
TE
9) ProvIde mechanical connection (by others) of truss to bearing plate capable pablf withstanding 131 db Clift t ������ �, � I�� ���ift � ��i�t � d� � I%fit �� � .
at jorpt } 9 Ib elft j i # l uplift a l uplift joint p point I uplift
35 uplift t joint , 1 Ib u, lift t joint , 10 Ike uplift at Joint 4, 9 lb up d'
1b uplift t joint 1b uplift at joint 1 r Ib uplift t 'o nt n db uplift � t joint ,.
10) Th�s truss is designed in dance with the 2003 International idential Code sections R502.1 1 .1 and R802.10.2
LOAD CASE(S) Standard
'TrussType
Qty PJ °' 1 -1EJ f -- .
o I i I
Q6600
HF -El
rVf 0 TR US S
STOCK LJob Reference
COMPONENT—'ID 83403, JEROD es.. :.. .�. _
6.200 S Feb 11 2005 iT Industries, l nc,, Tue Jan 10 07:47-59 2006 Pe e �
5-11-0
LOADING (pf)
TILL 35.0
(Roof Snow -35.0)
TCL 8,0
.BOLL 0.0
BCDL 8.0
LUMBER
TOPCHORD
BOT c H ISD
WEBS
OTHERS
1.5x4 I i
PAr_1K1 -rl n
Plates Increase 1.1
Lumber Increase 1.15
r
Rep Stress In r YE
Code f Ic01TP l0 0
ZX 4: 1.5x4 11 1.5x4 11 1. v
1
Tc 0-12
BC 0.02
5-71-4
DEFL
Vert(LL)
in
n/
n1
(10)
C -
WB 0.11 Hor(TL) O.DO
(l°1 a tri
i/detJ L/d PLATES GRIP
n/a 999 MT20 197/144
n/a 999
nl@ n
Weight:- 30. Jb
Scale v 1:33.5
X 4 SPF 1650F 1.5F TOP CHORD S uraI wood sheathing directly applied or -11}0 OC purlins,
X 4 SPF StudlStd except rid verticals.
. SPF Stud/Std BST JrD frigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ibl i ) 1=62/5-1 1-0, =75/5-11-0, 6=219/5-11-0, =20315-1 1-0
Max Hort 1-1 4 (l a d case
Max P11ift '! - I o d C2 )a =- l o d case 7), --1 4 (load case 7). `- 1 oar! ca 7
d case , - 1 loa as )a ;- 6 (I o d case )
FORCES (Ib) - Maximum Compression/MaximumTension
TOIL CH I I 1-2=-253/1015 243=- 55/1021 3-4=-1 13/55, 4-5---97/43
BOT CHORD 1-7=0105 6-7=0/0, 5-6--()/o
WEBS 3-6=-284/1245 2-7=-2-64111
NOTES
1) Truss designed for wind loads in theplane of the true only. For told exposed to
@b1e End Detail',, wind (normal f,. JiT "Standard
2) TILL.- ASCE 7-98; Pfm35.0 p f (flat roof snow); Exp ct Full F- .
Unbalanced snow loads have been �`l
�lyd for thJ dein:.
This truss has been designed for a 10.0 P f bottoms, chord five load noncon urr rit with any other live.
aW requires Continuousbottom Chard bearing.����
Gable, studs spaced at 2-0-0 oc.
Provide rnechanical connection others) of tares to bearing plate capable of withstanding
r 104 lb uplift t joist. and 7 Ib upJittt at joint . r uplift t joint
This truss is designed�
in accordance r�� ���th [hp 9M11 Inti t i
1 6 lb uplift at joint
I H(D UHC F sJd ntlel carie sections 8502.1 a .1 and R802.10.2 and
r fer nced Standard N IfTPI 1
LOAD CASE{S} Standard
Job
106600
STOCK
Truss
HF -El CAP Kr-x,�POST
COMPONENTS -1-F, Idaho FaHs, ID 83403, JEROID
LOADING (psf)
TELL 35-0
(Roof Snow -35.0)
TCDL 8-0
ELL 0.0
--BDL 8-0
LUMBER
TOP CHORD
190T CHORD
OTHERS
REACTIONS
E
I
Ply
1
_ f L_ Job Reference o
Ong
6.200s Feb 11 2005 MiTek Industries, Inc.
4-0-0 .1 8-0-0
4-0-0 4-0-0
4A z--
3
-0
-0
17-
8-0-
PING 2--
0
TS
9 n n AC00 ' CS1 DEFL
Plates Increase 1.15 TC 0.10 Vert LL)Lumber Jin crease 1-15 BC 0.02 Verl(TL)
Rep Stress Incr YES WB 0 OR Hnr-71 F1
x4
in (Io c) Ildetl L/d PL.ATES GRIP
n/a n/a 999 MT20 197/144
n/a n/a 999
H)d n/a
Code I1 /TP12002 (Matrix)
Weight: 31 ]b
Structurai wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing,
2
2x4 ��
Tu e Jan 10 07,48:00-2-006
BRACING
TOPCHORD
ET CHORD
Ob/s[ze) 1-93/8-0-0, 5 -9318 -0 -Op 7-105/8-0-Ot 8=231/8-0-0, 6-231/8-0-0
---i
Page 1
Scale- 1!2"=V
Max riorz -1 =11 2(load case 6)
Max Upliftl (I ad case 5), =-1 2(load case 6), --11loaf Gash' 7), 6=-1 13(load case 8)
Max Grav 1 =1 17(ltd case 2) 5= 1 17(load case 3), 7;--1 05(102d case 1), 8-339(load case 2), 6;--339(load case 3)
J F
FORCES ('b) - MaXiMum Compress i On/Maxi rn urn Tension
TOPCHOISD 1-2=-1 13174, 2-3.=-157/56, 3-4--157148, 4-5=-92/74
BOT CHORD 1-8z---24/75:,7-8=-24/75,,6-7--24/75, 5-6--24/75
WEBS 3-7=-7410, 2-8=-306/i 331 4-6;---306/133
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs used to wind (normal to the face), see MiTek "Standard
Gable End Detail"
2) TCLL-1 ASCE 7-98, Pf=35.0 p (flet roof snow), Exp C, Fully Exp,
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 non concurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 1b uft at joint 1
5J 113 Jb up J I
lift at joint 8 and 113 1b uplift atjoint 6.
8.) ThIs truss is designed in -ccordance with fhin ?nn,4 infe.
0 +
12 1b uplift atjos rpt
1
referenced standard ANSI/TPI 1, 1 40 Jurlel 1IderltlaJ Cede sections 1502.1 1. 1 and R802.1 Ort and
LOAD CASE�(S) Standard
X4
SPF
1650F 1.5E
2
X 4
SPF
1650E 1.5E
2
X 4
S P F
Stud/Std
BRACING
TOPCHORD
ET CHORD
Ob/s[ze) 1-93/8-0-0, 5 -9318 -0 -Op 7-105/8-0-Ot 8=231/8-0-0, 6-231/8-0-0
---i
Page 1
Scale- 1!2"=V
Max riorz -1 =11 2(load case 6)
Max Upliftl (I ad case 5), =-1 2(load case 6), --11loaf Gash' 7), 6=-1 13(load case 8)
Max Grav 1 =1 17(ltd case 2) 5= 1 17(load case 3), 7;--1 05(102d case 1), 8-339(load case 2), 6;--339(load case 3)
J F
FORCES ('b) - MaXiMum Compress i On/Maxi rn urn Tension
TOPCHOISD 1-2=-1 13174, 2-3.=-157/56, 3-4--157148, 4-5=-92/74
BOT CHORD 1-8z---24/75:,7-8=-24/75,,6-7--24/75, 5-6--24/75
WEBS 3-7=-7410, 2-8=-306/i 331 4-6;---306/133
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs used to wind (normal to the face), see MiTek "Standard
Gable End Detail"
2) TCLL-1 ASCE 7-98, Pf=35.0 p (flet roof snow), Exp C, Fully Exp,
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 non concurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 1b uft at joint 1
5J 113 Jb up J I
lift at joint 8 and 113 1b uplift atjoint 6.
8.) ThIs truss is designed in -ccordance with fhin ?nn,4 infe.
0 +
12 1b uplift atjos rpt
1
referenced standard ANSI/TPI 1, 1 40 Jurlel 1IderltlaJ Cede sections 1502.1 1. 1 and R802.1 Ort and
LOAD CASE�(S) Standard
Truss Typ
00
R '_JF TR ,
STOCK COMPONENTS -11', Idaho FaCis, iD 83403, JER IC
LO RI (p f)
TOLL 35.0
(Roof Snow=35.0)
TDL 8,0
BOLL M
BCL 8.0
LUMBER
TOP CHORD 2 X 4 SPF
BOT CHORD 2 X 4 SPF
0
0 -
Qty P1Y 4.1'1 AEd(1D H
4
,fob Reference (9
b,ZUU S �-b 11 2005 MiTek Industries, Inc- Tue Jen 10 07,48.00 2006 Page 1
�.�- -•� �-tom.
31
I
SPACING -0- CSI
I r kluu) iruerl LIG PLATES GRIP
Plates Increase 1.15 TC 064 VL�e�r�t(LL
L) O.Op 2 24U
20 mhnId 197/144
r1ea Zy U 110
Rep Stress In r YE
Code IR01TP100
1OF 1.5E
1650F 1,5E
tu u.Us Vert(TL)
-0_00 2-4 X999 1$0
WB 0.00 Harz(TL) -0.00 3 nla nJa
(Matrix) �
REACTIONS (lb/size) :� 378/0- - } =1 /'G ha n i a 1, --1 /f l ha ni a I
MaxHor ` 7(I ad case )
Max pilift =-1 (load case ), =-1 66(load case 9)
Max r =5 (load case ), 4- (load case ), =- (load case
FORCES (Ib) - Maximum ompr ion/Mai urn Tension
TOP CHORD 1- _ O/1 , 2-3=--1 47/14
BOT CHORD 2-4----;0/0
BCCI N
TOP CHORD
BOT CHORD
Weight; 8 lb
Cafe ; 1'10.2
Structura I wood sheathin d i rect.1y applied or 1-1 1 -11 oc purlins.
Rigid ceiling directly applied or 10-0-0 0c bracing.
NOTES
Wind-ASCEa Omp'h; -ft, TL -fa [L`fa Il; ; enclosed;
DOL ;- l plate grip DOL=x . dr i l` R interior r rT
TOLL. ASCE 7-98; Pf=35.0 p (fi2t roof snow); E - Fully F= .
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live Iced of 17.0 f r 2.00 time
non -concurrent with other lire loads,
p flat ref id �f .� pf �n ��r��r��
) This true has been dined for a 1 Oa0� f bottom chord live load nOnconurrn# with any other live fid.
Refer to i rde r(s) for truss to trLiss connections -
7)
Provide mechani ar c;onnection (by others) of true to bearing plate aile of withstanding -
t Joint . p ! L�pldttt ��ntd 1 Idpiift
This truss Is diad in accordance with the 2003 l'ntrn
ationi ffdiitl'I Code sectionsR01 1 .1 and R80.2,10.2 and
referenced standard ANSVTF1 1.
LOAD CASE(S) Standard
Job
STOCK
f _rU s
T^ Type
Fly
IBJ,. * *y01
r TUbZj 4
�,_ Job I feren �ation
COMPONENTS -IF. IdahoFalk, ICS 83403, JFF D as
6.200 s Feb 11 2005 MiTek Industries, In .
0
Tue Jan 10 07.48:00 2006 Page 1
1
TCLL 35_p
SPACING
2-0-0
` �s�
� DEFL
(Roof Snow -35.0)
Plates Increase
1�15
TC 0.71
Verf(LL)
7CDL
g.p
� Lumber Increase
7.75
BC 0.11
Vert(TL)
gCLL
0.0
Rep Stress lncr
f
YES
WB 0.40
Horz(TL)
_BCDL
g_p
Code IRC20031TP12002
(matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1 O F 1,5E
BOT CHORD 2 X 4 SIF 165OF 1.51
REACTIONS (I b/size) = /Mh n i a 1, 2-43510-3-8. 47z3O/Mechanical
Max Hort 2=11 (lo d case 7 )
Max plift =- (load case ), 2=-1 1 0(load case 7)
Max Gray =1 load case 2 ),. 2= 4(Po d case 2), _ (load case 4
FORCES (Ib) MaximUM Compfesslon/Max[murn Tension
TOP CHORD 1-2-0/161,, 2-3---173/53
3
BOT CHORD 2-4-0/0
in (Po) I/dfi Lld
-0.01 2-4 >999 240
-0r 2-4 >999 180
-0.00 3 n/a n/
BRACING
TOP ISD
BOT CHORD
PLATES
'1T2
Weight: 13 f
GIMP
197/144
Scale =:; I A 4.6
Structural wood sheathing directly applied or -11-11 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bra eng-
TrF
1Wired. ASCE 7-98., rr ph; h=2 ft; T DL=4. p. f; BGDL. 4a f, Cate II' E
DOL; --TI . plate -grip [SOL =l .,. p � enclosed, 11F -Interior zone, Lumber
T LL: ASCE 7- ; Pf=35.0 psf (flat roof snow); E ; Fu[l Exp_
Unbalanced snow [oads have been considered for this design.
4} This truss has been designed for greater of Min roof live load of 1.0sf r 2.00 times flit roof load Of 35.0 psf on overhangs
non -concurrent Frith other live loads,
) This truss has been designed for a 1 0.0sf b�t��r
Refer to it � ��r� Ii Id �n��r+�rrnt with any other live loads.
girder(s) for truss to truss connections,
,
) P rovi de rnha n[Ga l connectin (by others) of truss to bearinInt � -
joint � p �I �f rrt�st�n�ar� � Pkv �pl�ft �t - a��r�t ��d 1 � 1� �pl�ft t
This truss is designed in accordance with the 2003 International Residential Code sections F
referenced stand rd .317 �C 1. X2.1 1 _ � �n� R802-10.2 end
LOAD CASE(S) Standard
Job
Q5604
STACK
Fruss
T'`. Tp 0
�,�r TRUSS
COMPONENTS -11F, Idaho Falls, I D 53403', JEJ D
- - �O
0
rd
Ply � M-aQ,INA11-91EJ(la)H
Job Reference (option
-200 s Feb 11 2005 Mitek a ndu tr1es, Inc. Tu Jan 10 07-148.01 2006 Page 1
11
1
Plate OffsetsX, ' : : - - TO -1- _ �-
LOADING (psf) �
TCLL 35,01
(Roof Snow -35,O)
TCDL 8.0
BCLL 0.0
BCDL _ $_0
LUMBER
TOPCHORD
B T Hl D
SPACING -0„0
Plates increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Codi 1 003ITP120
1
TC 071
BC O�26
WB 0,00
D -EFL in (roc) I/d fl L/d
ert(LL) -0.06 -
Vert(TL) -0-14 2-
atri )
F .E TJ Jul (lb/size) 3_203/Mechanical2-516/0-3-8-46/Mechan1cW
Max Horz2='520oad case
Max plift =- (l ad case ), =- Jo d case )
Max Grav 3;-- 313 (load case )r 2-771(load case ), _10 load case
FORCES (1b) - MaArnum Compressior /Ma irnum Tension
TOP CHORD 1-2-0/161, 2-3--223/124
E3T CHORD -=0/
BRACING
TOP CHORE)
BOT H JD
>999
X 4
SPF
1650F
1.5E
n/a
X 4
SPF
1650F
1,5E
1
TC 071
BC O�26
WB 0,00
D -EFL in (roc) I/d fl L/d
ert(LL) -0.06 -
Vert(TL) -0-14 2-
atri )
F .E TJ Jul (lb/size) 3_203/Mechanical2-516/0-3-8-46/Mechan1cW
Max Horz2='520oad case
Max plift =- (l ad case ), =- Jo d case )
Max Grav 3;-- 313 (load case )r 2-771(load case ), _10 load case
FORCES (1b) - MaArnum Compressior /Ma irnum Tension
TOP CHORD 1-2-0/161, 2-3--223/124
E3T CHORD -=0/
BRACING
TOP CHORE)
BOT H JD
>999
240
0
180
n/
n/a
I
PLATES
J' T 0
Weight, 18 1b
GRIP
197/144
Scale y 1-19. 1
Structural wood she thin directly° applied or -11-11 purlins -
Rigid
ceiling directly applied or 10-0-0 oc bracing.
NOTES
I ) W i rid: AS CE 7-98; 90rn ph; h= ft; TCD L= . psf} 8 CC L=4.8p f; Category 11; E
[ L=1. plate grip DOL=1. . p - n l
ased; MW FI interior n ; -urn r
TCL-: ASCE 7-98; Pf= - psf (flat roof snow); Esc ° Fully Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been d for greater of min roof Ilve load of 17-0 p f or 2.00 firnes flat roof Joad o .
non -concurrent with tier live loads. � � �n �� r� l�
This truss has been 1esig (4d for � i o,o psf button chord rive load r-onconGurrent wilth any atner live 10ad.
Refer togirder(s) for truss to truss connectrons.
7) Provide rnechanIcal connection (by others) of tru to bearing plate
pit atl�tndrr� 1 uplift t 1intn
��iIb uplift joint. at
Th[s truss is designed in accordance with the 2003 Int rn tional residential Code sections R502.1 1 -1 and R802.10-2 and
referenced standard ANVrP l 1.
LOAD CASE(S) Standard
W01
STOCK
-------------
Tn i.qq
We
Qty
0 TRUSS
COMPONENTS IF LJob Reference (optional)
Idaho Falls, ID 8,3403P JEROD — A-
6-200 s Feb 11 2005. MiTe dustries, Inc-
-2-0-0 4-1-1
2-0-0 4-1-1
3-10-15
1.5x4 � I
4
1
Plate Offsets. (X,Y)'
[2,-0-1 570-0-2]
I/defl
L/d
LOADING (p f)
Vert(LL) 4,19
2-5
>484
TALL 35.0
SPACING
2-0-0
CS1
(Roof Snow= -35'o)
Plates Increase
1-15
TC 0.7-7
TCDL 8.0
Lumber Increase
1.15
9C 0.46
BOLL 0.0
Rep Stress In
YES
VVB 0-21
BCD1 8.0
Code I1 003/TP12002
(Matrix)
TOP CHORD
LUMBER
sheathing directly
applied or 6-0-0 cc purlins,
TOFF CHORD 2 X 4
SPF 1650F 1,5E
BOT CHORD 2 X 4
SPF 1650F I -5E
directly applied or 6-0-D
oc bracing.
WEBS 2 X 4
SPF Stud./Std
REACTIONS (Ib/size) 2z--61710-5-8, 5=359/Mechan-Ical
Mex Hort 2=13 (Io d case 7)
Max Uplift =- (loadC2se 7), 5=-61 �Ioad case 7)
Max Gray 2;z918(load C2se 2). 5 =521 (load case 2)
FORCES (lb) - Maximum Compres-sion/Maximum Tension
TOIL CHORD 1-2=-0/1 62, 2-3=-630/31, 3-4--150/86, 4-5=-222151
BOT CHORD 2-5=-78/39-(
WEBS 3-5=-463191
0
Tue Jan 10 07:48:01 2006 P@ge
SCaie — 1-2-6.0
DEFL in
(loc)
I/defl
L/d
PLATES GRIP
Vert(LL) 4,19
2-5
>484
240
MT 20 1971144
Ve rt (T L) -0-42
2-5
>220
180
Hor-z(TL,) 0,00
5
n/a
n/a
Weight: 32 1b
BRACING
TOP CHORD
Stfli,lCtural wood
sheathing directly
applied or 6-0-0 cc purlins,
except
end verticals.
BOTCHORD
Rigid ceiling
directly applied or 6-0-D
oc bracing.
NOTES
1) Wind, ASCE 7-98; 90rnph; h=25ft; TCDL_ 4.8psf; 8CDLA 4.8psf; Category 11, Exp Q enclosed- MWFRS interior zone; Lumber
DOL -1.33 piate grip DOL=IM.
2) TCLL: ASCE 7-98; Pf;--35.0 p (flat roc)f snow)- Exp C; Fully Exp,
3) Unbalanced snow loads have been considered for this design.
4.) This truss has been designed for greater of rnn roof live load of 17.0 p 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 p bottom chord We load nonconcurrent with any other live loads,
6) Refer to girder(s) for truss to truss conn�ectjons,
7) Provide mechanical connection (by others) of truss to bearing plate capable of wjthstand�ng 96 lb u lift at -oint 2 and 61 b up f a
joint 5, P J_ I l!ft t
8) This truss is designed in accordance with the 2003 International Residential Code soctions R502,1 1 . 1 and R802.1 0.2 and
referenGed standard ANS VTPI 1,,
LOAD CASE(S) Standard