HomeMy WebLinkAboutTRUSS SPECS - 06-00014 - 648 Centennial Loop - New SFRde
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Job
STOCK
Truss
Al
T�Type
COMPONENTS -IF, Idaho Falls, ID 83403, JE . I
2
I =1
_- -r- TRUSS
11-6-0
5 -5-
11 --
--
6.00 12 44
3 �
W2
4x8 =
11
I -5.4 ,
-0-4 5-5-12
Plate Offsets Ky)�__ L2: Edge, 0-0-21, 16.Edge, 0-0-2
LI psf
n
TOLL 35.0
(Roof Snow ----35.0)
T DL 80
BOLL 0.0
E3DL &0
LUMBER
TOIL H I
BOTCHORD
EB
SPACING -0.0 CSI
r
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inr YES
Code I F 0 /TP l 002
REACTIONS (Ib/size) 2�1304/0- - , =1304/0- -8
Max Hort =-87(loa case
MaxU lift =-14 load case 7 , =-1 lad case
Max Gray 2=1 (load case ).a -1 (load case
TC 0.62
BC (].42
WE3 x_76
(Matrix)
Qty PT I FA&4,L KE R 12/29 1) G;� DF (I D). R
s
Job Reference
6.200 s Fah 11 2005 MiT k Industries, Inc. Fri ,fan 0 1 - 1: (YO Iia e I
16-11-12
--1
4A
4
W
M
i
4.x4
5
4X4 T 1-5x4 � I
-c-
f
4x8 °-
1
l
F
X 4
SPF
1 O F I .E
X 4
SprF
1650F 1.5F
D FL
X 4
SPF
Stud/Std
REACTIONS (Ib/size) 2�1304/0- - , =1304/0- -8
Max Hort =-87(loa case
MaxU lift =-14 load case 7 , =-1 lad case
Max Gray 2=1 (load case ).a -1 (load case
TC 0.62
BC (].42
WE3 x_76
(Matrix)
Qty PT I FA&4,L KE R 12/29 1) G;� DF (I D). R
s
Job Reference
6.200 s Fah 11 2005 MiT k Industries, Inc. Fri ,fan 0 1 - 1: (YO Iia e I
16-11-12
--1
4A
4
W
M
i
4.x4
5
4X4 T 1-5x4 � I
-c-
f
4x8 °-
1
l
F
FORCES (1b) - Maximum Corn press [on/Maxiinnum Tension
TOP H R i - - /10 r - .--2235/10 , - =,1379/111, 4- =-1379/111 - - _ -
-0/107
BOT CHORD -1 f —"'x!8/1 828-r i —i =_.,, 811828, —1 0—"— 5/1828, — =-1 /1 828, — —`1 f 1 828
a
NOTES
1) Find. ASCE 7-98; 0mph; h- ft* T DL- e ps ; DCDL;--4.8psf, Category Ilk E - enclosed;
DOL=1 . plate grip DL=1 -33.
'`1= �r�tr�r n Lumber
TCLL. ASCE 7-98, Pf-35.0 Psf (flat roof snow)- E ; Ful
Unbalanced snow loads have been considered for this design,
This truss has been designed for greater of min roof live 11-oad of 18.0 p f or 2.00 times flat roof load of 35.0 f
non -concurrent with other Iiv loads,
n overhangs
This truss has been designed for a 1 O.O p f bottom chord live to .
�� r��n�r��rr�ent with � other Iload.
Provide mechaniC2I connection (by others) of truss to hearing plate capable ofith tandin 1 -
at Dint lb uplift Joint and `I lbs uplift
This truss -Is designed in accordance with: the 2003 International Residential Code sections
r f .r n d standard SI/TPP 1 r .�1 11end F. .1 �. end
LOAD CASE(S) Standard
1 -11-1
23-0-0
--1
-0_
D FL
in 00 I/deft
L d
PLATES
Vert(LL)
'rt(TL)
-009 10 999
240
MT20 197/144
-r 1 8-10 >999
180
H or (TL)
- n/a
n/
Weight: 86 Ib
BRACING
TOP CHORD Structural wood
sheathing
directly applied or 4-1- o purlins.
E30T CHORD rigid ceiling dire tl a ii d or 10-0-0 bracing.
FORCES (1b) - Maximum Corn press [on/Maxiinnum Tension
TOP H R i - - /10 r - .--2235/10 , - =,1379/111, 4- =-1379/111 - - _ -
-0/107
BOT CHORD -1 f —"'x!8/1 828-r i —i =_.,, 811828, —1 0—"— 5/1828, — =-1 /1 828, — —`1 f 1 828
a
NOTES
1) Find. ASCE 7-98; 0mph; h- ft* T DL- e ps ; DCDL;--4.8psf, Category Ilk E - enclosed;
DOL=1 . plate grip DL=1 -33.
'`1= �r�tr�r n Lumber
TCLL. ASCE 7-98, Pf-35.0 Psf (flat roof snow)- E ; Ful
Unbalanced snow loads have been considered for this design,
This truss has been designed for greater of min roof live 11-oad of 18.0 p f or 2.00 times flat roof load of 35.0 f
non -concurrent with other Iiv loads,
n overhangs
This truss has been designed for a 1 O.O p f bottom chord live to .
�� r��n�r��rr�ent with � other Iload.
Provide mechaniC2I connection (by others) of truss to hearing plate capable ofith tandin 1 -
at Dint lb uplift Joint and `I lbs uplift
This truss -Is designed in accordance with: the 2003 International Residential Code sections
r f .r n d standard SI/TPP 1 r .�1 11end F. .1 �. end
LOAD CASE(S) Standard
Job Truss
Type
STOCKQ6706 AIG TRUSS
PONE NTS -1F, I ho FaNsp ID 834031 JF_
3
M -.
n.r4
4
6.007 _
5
11-6-0
1--
11-6-0
11--
7
r7c
r-:
^f oty
1
44 =
9
i
'r-1'r-ly 1h,L KL 12/29 D (I
1
f ob Referenceo t on:::1l
_ ? 1� !'� i T i Industries , Inc -I~ n ,@P13:21,25 _J
Page 1
F i STI
$ 12
TI T 13
E4- 14
�... = [:0--010-_ [14:0-8
LOADING (psf) SPACING
TOLL -.o --0 CS1
( Roof nom *o) PJates Increase 1.1 T -C 0.41
T DL 8.0 Lumber Increase 1,15 BC 0,1
BOLL. Stress Iir WB 0.14
B DL. _0 E Code 11 . 00 /TP[2002 (Matrix)
LUMBER
TOS' CHORD 2 X 4 SPF 1650F 1,5E
B T H JD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPFStud/Std
3
--o
x8
--
1--
Scale = 1:42.3
T F UHURD Structural wood shea,thIn directly applied or 6-0-0 0o urlin
s.
BOT CHORD Jiid coiling directly applied Or ~1 -0- o bracing.�
REACTIONS (l bl ire) 2=287/23- -0 a = 85/23 -O -O, = 3/23- � =206/2 - _ _
96/23-0-0
a 21=203/23-0-0520=206/23-0-0x 1 =199/23'0-018--z225/23-0-Op 11 -96/23'0'0 14z--287/23-0-0
MaxHer =- (1 d case
Max UP -lift -- (load case 7)A 23=-31 (load case 7)F 24-36(load case =
=-1 10 d case )} 1 _- (load case , =- (lo , 1 =-31 (Joad
case 8), 18=-45(load case 8),
16--122(load case r load naso
Max Gray = 0(lo d case , 22=1load case 1)r . - 0 (f d case 4-
= load case )., =1 (l ad case , 1- 0 (1 a case )a 20 298 io d ase =
290(load case 3)
), 1 4=430 (1 d case
FORCES (lb) - Maximum Compress [on/Maximur Tension
T PHF D 1-2-0/105, -=-851 -4=-7`44-5=-80/61; 5-6=-78181, 6-7--78/102, 7-8z---83/120 8-91-831115 0_8 r
85,
[meq] `w �y 10 -Y1 1 --78/52P �'q�j� 11 -1 =-80/39, 12-13=-72/47P . 1 -14=; 85/10, 14-15-0/105
26-2_7=0187} 25-26=0187,24-25=0/87P23-24-0/87, - . 0/87,1- 01872,0-21=0/87Z
yy ���55 -1 -°x/ , 1 �-1 0/87, 16-17-0/87,14-16=0/87
-
� 19-20=0/8-7
`1,
- =-261152, 4-26=-283159, 3-27=-1'75/54, 9-21--277148, 10-20=-265/56
r 11-1 9=-261/51 , 12-18=-283/59, 1 -1 =-1 75154
NOTE
1 Truss designed for wind loads in the P12n of the tri, only- For studs ed to i i ��
Gable End Detil'snrr to the face), �T Standard
TOLL; ASCE 7-98; Pfz--35,0 P f (flat roof snow); Exp C, Fully Exp,
considered for this"design.
Unbalanced snow loads have been coni�
Thi's true has been designed forgreater of min roof Jive load of 1 .0� �r .� `
non -concurrent w1th other lire load � t� flat �� � lo�� �f ,� � � on � r��n s
,
ThIs true has been designed for a I O.O p f bottom chord live load non on urr nt with any oth r.
All pJat s are 1.5x4 1T rw
unless otheise indi t d. I��r loads,
7) GaNe requires Continuous bottom chard bearing,
Gable Muds spaced at --0 o,
Provide mechanical connection (by others) of truss to bearing pl atea a bl e of withstanding
f b uPlift t joir�t 4, 1 1 b r�rPIt'ft t jai nt , 4Ib �u� �J � �.r��din l� ��Ir at joint 2, 1 fid �I�11 t joint
up ft t joint x 122 1b uplift at joint 270 29 lb upiift at joint 21, 37 lb u plift at
joint 20, 31 ib uplift at joint 19, 45 lb uplift at joint 18, 122 Ib uplift at joint 16 and 85 lb uplift
1 ) TJ�1 tris is designed in accordance with the 0International �' t joint � .
�n�l .��nt�I Code sections R502.1 1 .1 and I0.1 0.2 and
referenced standard ANS JITP I 1 r
LOAD CASE(S) Standard
REEL
in (10
I/d fl
L d
PLATES GRIP
Vert(LL)-0-
04 1
n1r
120
MT20 1 971144
Vert(TL)
-0,04 15
n/r
90
Horz(TL)
0,0o 14
n/a
n/a
Weight., 95 1b
BFZACING
--
1--
Scale = 1:42.3
T F UHURD Structural wood shea,thIn directly applied or 6-0-0 0o urlin
s.
BOT CHORD Jiid coiling directly applied Or ~1 -0- o bracing.�
REACTIONS (l bl ire) 2=287/23- -0 a = 85/23 -O -O, = 3/23- � =206/2 - _ _
96/23-0-0
a 21=203/23-0-0520=206/23-0-0x 1 =199/23'0-018--z225/23-0-Op 11 -96/23'0'0 14z--287/23-0-0
MaxHer =- (1 d case
Max UP -lift -- (load case 7)A 23=-31 (load case 7)F 24-36(load case =
=-1 10 d case )} 1 _- (load case , =- (lo , 1 =-31 (Joad
case 8), 18=-45(load case 8),
16--122(load case r load naso
Max Gray = 0(lo d case , 22=1load case 1)r . - 0 (f d case 4-
= load case )., =1 (l ad case , 1- 0 (1 a case )a 20 298 io d ase =
290(load case 3)
), 1 4=430 (1 d case
FORCES (lb) - Maximum Compress [on/Maximur Tension
T PHF D 1-2-0/105, -=-851 -4=-7`44-5=-80/61; 5-6=-78181, 6-7--78/102, 7-8z---83/120 8-91-831115 0_8 r
85,
[meq] `w �y 10 -Y1 1 --78/52P �'q�j� 11 -1 =-80/39, 12-13=-72/47P . 1 -14=; 85/10, 14-15-0/105
26-2_7=0187} 25-26=0187,24-25=0/87P23-24-0/87, - . 0/87,1- 01872,0-21=0/87Z
yy ���55 -1 -°x/ , 1 �-1 0/87, 16-17-0/87,14-16=0/87
-
� 19-20=0/8-7
`1,
- =-261152, 4-26=-283159, 3-27=-1'75/54, 9-21--277148, 10-20=-265/56
r 11-1 9=-261/51 , 12-18=-283/59, 1 -1 =-1 75154
NOTE
1 Truss designed for wind loads in the P12n of the tri, only- For studs ed to i i ��
Gable End Detil'snrr to the face), �T Standard
TOLL; ASCE 7-98; Pfz--35,0 P f (flat roof snow); Exp C, Fully Exp,
considered for this"design.
Unbalanced snow loads have been coni�
Thi's true has been designed forgreater of min roof Jive load of 1 .0� �r .� `
non -concurrent w1th other lire load � t� flat �� � lo�� �f ,� � � on � r��n s
,
ThIs true has been designed for a I O.O p f bottom chord live load non on urr nt with any oth r.
All pJat s are 1.5x4 1T rw
unless otheise indi t d. I��r loads,
7) GaNe requires Continuous bottom chard bearing,
Gable Muds spaced at --0 o,
Provide mechanical connection (by others) of truss to bearing pl atea a bl e of withstanding
f b uPlift t joir�t 4, 1 1 b r�rPIt'ft t jai nt , 4Ib �u� �J � �.r��din l� ��Ir at joint 2, 1 fid �I�11 t joint
up ft t joint x 122 1b uplift at joint 270 29 lb upiift at joint 21, 37 lb u plift at
joint 20, 31 ib uplift at joint 19, 45 lb uplift at joint 18, 122 Ib uplift at joint 16 and 85 lb uplift
1 ) TJ�1 tris is designed in accordance with the 0International �' t joint � .
�n�l .��nt�I Code sections R502.1 1 .1 and I0.1 0.2 and
referenced standard ANS JITP I 1 r
LOAD CASE(S) Standard
Truss Tr.t- ;
Type
—
A2 R. --,F-TRUSS
STOCKPONENT -IF, Idaho FaN , « 83403, JEF ED
2
s
,fix 10
L .DIN l sf
TOLL 35,0
(Roof n nw=35.0 )
T DL 8.0
ELL 0.0
.CSC- 8.O
LUMBER
TOP CHORD
T H 1D
WEBS
--
3
4x8
11
3x8 11
PI 1-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inr 1
A
Code l!F 03/TP 12002
X 4 SPF1650F 1 .5E
X 6 DF 180OF 1.6E
X 4 SPI~ turd/Std *Except-*
W3 2 X. 4 SPF 1650F 1.51E
--1
W-4
- -1
C51
7C 0.60
BC {}.79
W13 0.78
{Matrix}
nhl-
PI
2 Job Reference, otionaf
6.200 s Feb 11 2005 MI'T Industries Inc.'
Pri Jan'06 13-.21:25 2006 Page .-.
116-9-12-0-
., 2.4--
--I
4x6 I
EI
10 9
8,X8_ 6x8=
f 16-9-12
05
RNI
DEFL
In
(Io
I/defil
Ud
rt(LL)
-.1
1 -1 `t
>999
24D
Vert(TL)
-0_
10-11
>829
180
H rz(TL)
0.0
n/
n/
BRACING
TOP CHORD
ESOT CHORD
REACTIONS (1 b/.size) 2=5406 0-5-8, 6=5406/0-5-
M ax Hor 2 -44 (load ca se
Max UPIjft-_-J0ad Case ), =-1oa case )
MaxGray 2=5551 (load case , 6=5551 (load case
FORCES 0M8ximu ornpr s ion/Ma it urn Tension
TOPCHORD 1- =0/59, - �-9137/822,. - =- 126/577, -5=- 126/577, - =- 137/"82 -
WEBS
11=-217/2587, -1 0=-31301305, 4-1 0=471/5197x 5-10-- 130/305-8z---217/2587
-0-o
PLATES
MT20
Wei ht: 2.16 l
X
5x1
GRID
197/144
1-6-o
Scale
- -
cale - 1;42.3
Structural wood sheathing directly applied or 4-4-3 oc purl in .
Rigid ceiling direct[y applied or 10-0-0 oc bracing.
NOTES
1) -pl truss to be connected together- with 0.131„ ” Nails as follows:
Top chords connected as follows: 2 X 4 - I row at 0-9-0 .
B ttorn chords connected as follows, X 6 - 2 rows at 0-9-0 .
Fabs connected as folJow: 2 X 4 - °I row at 0-9-0 oc_
All loads are considered equally ppii d tO all Plies, except if noted as front F or back B
to plyconnections hbeen provided � � �� an t� �� �� t��r�. F�'I
p d to distribute only Toads noted as F or (B), unless otherwise indicated.
Wind: ASCE 7-98; 0mph: h= ft, T C L= , psfr -BCDL= . psf; Category 1.1, E. - enclosed;
DOL=1 .° plate grip IDOL -1.33.' F intrlrn; Lumber
TOLL: ASCE -; Pf=35.0 Psf (flat roof snow E Fuld
x � ' � Ear
Unbalanced snow loads have been considered for this design.
This true has been designed for greater of min roof live Toad Of 1 .0sf r 2.00 ti
non -concurrent with other live foals,
p flit roof I��� � � f n overhangs
7) This truss has been designed for a 10-0 psf bottom chard live load noncom
Provide mechanical connection otf�r of truss �rrnt with n other I� loads.
s to bearing plate capable of withstanding n 526 Ili uplift t joint and 526 l b uplift
t joint . pi�ft
This truss is designed in accordance with the 2003 Irit rn@ti01121 Residential bode sections
referenced standard ANS I/TP 1 1 I. end Iw 1n
1 ) Girder carries tie -In spans 18-0-0 from -0-0 to -0-
LOAD CASE(S) t nd rd.
Continued on page
0
Job T
T Type
Q6706 rIA2 F. _ � � TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403"JEROD- _
LOAD CASE(S) Standard
1) Snow: Lumber Increase -1,15,
Uniform Loads (p[f)
Plate increase=1.15
vert: 1-4=-43, -=-fit 2-6=-430(F=-422
Qty Ply IF LEE 12/29 D (ID) I
B
2
_ Job Referen qg
6.200 Feb 11 2005 MiTek IndustHes, Inc=
r-rj jars ago 13.21 1-26 2006 Page
� FJ6b Truss
F1 i A4, Type
06706 TRUSS
STOCK COMPONENTS -117, Idaho Falls, ID 83403, JEROD
T_
iffeirk
2
6X1 a --7,-
7-4-10
7-4-10
7-4-10
7,00F_12
01
:US -�-'
11
I. x4
7-1-6
W2
14-6-0
_P.late Offset§ (Xay 0-1-?,E4qeL,, )-1-2,Ede l
LOADI NG (psf)
in (loc)
lidefl
TOLL
35.0
SPACING --
200
CSI
,(Roof now= .0
Plates Increase 1.15
TC 0.82
TCDL
8.0
Lumber Increase 1.15
BC O57
E3 CLL
0-0
Rep Stress In YES
WB 0,51
BCDL.-
8,0
Code IRC2003ITP12002
(Matn'x)
LUMBER
TOP CHORD
2 X 4 SPF 210OF 1 .81E
BOT CHORD
2 X 4 SPF 1650F I �51E
WEBS
2 X 4 SPF StidIStd
REACTIONS
�Ib/size) 2=161110-5-8,6=161110-5-8
Max
How 2_215(load case 6)
Max
U pFft2155 (load case 7), 6=-1 55(load case
8)
Max
G r 2= 1951 (load case 2), 6:;-- 1951 (load case 3)
ly i FIM6;L K E R 12/29 b —G"--'-'
J (10) R
16 J
._�
Job Referen nal)
____Ce OOR11�0
6.200 s Feb 11 2005 11`07 k Industi1es, Inc.
6xB MTI 8H =
4
W
ift
7-1-6
VV2
21-7-6
29-
Fri Jan 06 13-21:28 200.6 Page
7-4-10
3x6
30-6-0
---T'-- I
8
6XIG
3X6 Zz I - 5X4 11
DEFL
in (loc)
lidefl
L/d
Vert(LL)
-0,13 6-8
>999
240
Vert(TL)
-0.24 6-8
3999
180
Horz(TL)
0.09 6
n/a
n1a
BRACING
TOP CHORD
BOT CHORD
WEBS
FORCES (lb) - MaximurrCOMPFessionlMaxjmum Tension
TOP CHORD 1-2=O/lO9p2-3=-2600/127,3-4--1588/15IP4-5=-1588/151,5-6^-26001128�6-7-0/109
BOTCHORD 2-11--111/2013,10-11=-111/2013,9-10--::-17/2013�8-9=-17/2Cl3p6-8--1712013
WEBS
-11=01276) -10-_-t 083/145,4-10;---26/840, 5-10-.-1083/14 a 5-8=01276
29-0-0
7-4-10
PLATES
MT20
M718H
Weight: 113 lb
GRIP
197/144
197/144
M
1-64)
Scale = 1-152.s
Structural wood -sheathing directly applied or 3-8-11 oc purlins.
Rigid ceiling directly applied or 10-0-() 0c bracing.
I Row at m[dpt 3_10P 5-10
NOTES
1) Wind.- ASCE 7-98; 90rnph;h=25ft; TCDL=4.8psf; BCDLz--4,8psf; Cat ? egory 11, Exp C; enclod- RS seMWFinterior zone; Lumbr
e
D0L_1.33pl@tegripD0L=1-33, - T
2)
TOLL: ASCE 7-98; Pf=35.0 p (fiat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4)
This truss has been design ect for greater of rnin roof live load of 17.0 P:sf Of- 2.0,0 times flat roof lona 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 live load nonconcurrent with any other live loads,
6) All plates are MT20 plates unless ether wilse indicated.
7) Provide mechanical connection (by others) of truss to bearing Plate capable ofw1thstanding
t joint 155 [b upl'ift at joint 2 and 155 115 uplift
a 6.
8) This truss is designed in accordance with the 2003 International ResIdentla] Code sectlons R502.1 1 .1 and R802.10..2 and
referenced standard ANSJj7pl 1.
LOAD CASEfS) Standard
L6
7
1 -Job -
Truss Tru
Tp
106706 IBIG TRUSS
STOCK COMPONENTS-if-
daho. F IJPI J - i— L
P r �J E S O D
1-6-0
2
K,
T OO 1
5
TO.
M
6
7
T
44 --
I
w�
5x5 31 30 2 - } - 26
I
29-0-0
LOADING (Psf)
TOLL 35.0 PACIN-g-o CSI DEFL
(Roof n `= .0) Folates Increase 1f1 TC 0.42Vert(LL)
Lumber Increase 1.TDL . B .1
Vert TL
Rep tris lr��r I Vert(TL)
LL - d II B 0.32 F Hor (TL)
BCDL 8.0 Code 100 9
T
24
10
R 12/29 DG
- t b Reference (Option2
6.200 b 2005 MiTek Industries', Inc. 13,21:29 200 Fags
11
3 22 21
-34 ---
in
(I o)
i/deft
-0,05
17
n/r
-0-05
17
n1r
-0.01
16
n1
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1,5E BRACING
BOT CHORD 2 X 4 SPF 1650F 1.5E TOPCHORD
OTHERS 2 X 4 SPF Stud/Std BOT H RD
WEBS
14
T
T
m
J v
0 19
PLATES
MT20
15
30-6-01 -
.5 =
GRIP
197/144
Structural good sheathing directly applied or 6-0-0 purlins.
Rigid ceiling directly applied r I 0-C)_0 c bracing.
1 Row at midpt 9-25
REACTIONS (I )lsi e = 09129-0-01 =17 '1'2 -0-0, = 0312 -0- . 27=204/2 T
� O, =/-D-fit =2031-0-�
0-208129-0-0, 31-194129-0—Op 24=203129-0-0,. 23=204/29-0-0, 1,284/29- - . _
119=2138/29-0-0) 18=194/29-0-0116-309/29-0-0
� � -�-� k
MaX 1'--f orZ =_21 (load case
Max Uplift =- 0oad case ), 26=-31 load case 7), = 4 road case _-
30_-4 0oadl case 7), 31--51 (lad case )r -- (Io d case ' --4 Jo d case 21
, 18=-51 to d case 9), 1 =- (10 d case 8)
Max Gray 2=458(load ca , 25z--1 77(load case 1)} - 08(l d case 27-297(load
29-295(load case 2), 0 I'oad case , 1 7 (Jo d case 2), = (load case - l
oad case 3)
), (load case , 1 =7(Iod case , 1 =lad case
FORCES I) - Maximum Compress Jon/Ma imurn Tension
TIS HCS 1-2=011 07P 2-3=-1 93/1139T -4=-1 49/127, 4-=-11 /
-1 O--96/159, 10-11 =- 111 5, 11-1,2--91/841 12-13=-91151, d1 -14=- 1 x'45, 14-15=-92145, 15-16---z-1
1 -1 =011 X 7t29/545
BT HD 1-- 2 4/1 1a3 0T1 = /1 X19 0'
-24/131, -- —24/1311 7— '--4/1 1 � 26-2 7
—
241131, _ =-2411 314—--24r11t—=-24/1 1P 22— �5
1 -18;---24/1 " a 1 - 2 2hiJ a L——`4 ., —_24/1 1
P 1 -1 9=-24/131 P
WEB
T 9-25=— 145/018-25z---276/501 7-27=-265/62, 6-28=-265/58, 5-29=-266158, 4-30=-264161, 3-
`_-264f 1,_ 1 --2-/i 10-24--276/47 `7f47
P 11-=-2651637 12-21 =-265/585 1 -20-- /P
14-19=-264/61, 15-18--272/57
NOTES -1 _-
NOTES
Tress designed for wind loads in the plane of the tress only. For studs exposed to
Gable End DtGi111 wrdr�ral t the f IiT tndrd
T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp,
Unbalanced snow loads have been consideredl for this design.
4) This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 fire fiat root"
non -concurrent Frith other lire loads, Road of . psf on overhangs
:5) This truss has been designed for a 10.0 psf bottom chord live load
r'rc)nonurrent with any other live 1oads-
.11 Plates are 1.54 MT20 unless otherwise indicated.
Gable requires continuous bottom chord bearing -
8) Gabl t ud spaced at 2-0-0 oc.
Continued on page
-Job russ
a
06706
a TRUSS
STOCK COMPONENTS -IF, Idaho Fali , ID 83403,'JEROD
NOTE
� Qty 'Ply IF.I"I_KER 12129 DG (11D) R
0
6.200 s Feb 11 2005 MITek indusffies, Inc.
Fd i2n 06 13.,21-29 2006 P
Provide rn�l���i�f nn��ti�ni � ���� � tri �� �ri� �� � �I�
� ,� �� �tl�t�r�ar� I uplift � ��ir�t � I� uplift joint , � �� uplift � j .
t joint , 7 Ib uplift t joln� i uplift at joint 0, 1 1b uplift at joint Ib 0�r t LJ
, pi�ft t bint 4x !b uplift t r t It �.a i fjoint ' l r lift t` ilb uplift at joint 1 x 1 l uplift t point 1 and ib uplift at joint 1p joint 207 48
This true is designed i n accordance with the 2003 International F idntil Code sections R502.1 1.1 and R802. 10.2 and'. mfinrimnrati efonrq r -A A m
LOAD CASE(S) Standarct
Job
06706
STOCK
I
Truss
T Type
1 �s -)F TRUSS
COMPIT-IF, Id o 1`l'1, 10 83403} JERO
we
2
7.00E -If
X11
REACTIONS (lb/size) 2-744/0-5-8, 4=744/0-5-8
Max Hort 2=91 (load case
Max Uplift =-10 load case )a 4=-1 Jo d case
Max Greg = 4 (l ad Gale , 4= 4 (Io- d case
FORCES (Ib) - Maximum Cornpress ion/ aximurn Tension
T P H 1 1-2-011 09P -3z--759/47, -4_-759'47, 4-54/109
/1
BOT CHORD 2-6-0/519? 4-6=0/51
WEBS -=0/239
5X5
3
A
1.5X4 I
- r _
Qty l IJF'LKFR 11/ � � . _
i
s a
I Job Reference (optiona:
_200 s Feb l X006 FT i ndu the r Inc. 1`n _a % 1 : 1: 2006 Pagel
-
12-0-0
1 --
- 1-6-0
SC21e
- -
C21e = 1:24-6
1--
o
DEFL ire I) l/defl
rl(LL) -0.02-6 >999
Vert TL
r Ho (TL) 0.01 4 n/a
BRACING
T JX HOOD
130T CHORD
4
5x6 11
Lld I PLATES GRI P
0 1 IT .0 197/ 1 4
n 1
Weight: 38 ]b
Structural wood sheathing directly applied or 6-0-0 0C purlins.
.rid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1'`ink. F -98; 90mph; b=25ftx TDL=sf; BCDL= sf� Category ���
1L=1 . plate ri DOL=1I . p enclosed;F interior zone; Lumber
TCLLE ASCE 7-98; Ef= .D p f (flat roof snow), Exp ; Fully Ex
p.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live I ad of I T O p f or 2.00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other live loads.
Thi's truss has been designed for a 10.0 p f bottorn chard live load noncon ur"r
) Provide mechanical �or�netiar� (b others)f truss t� �t with �� other I� ���
at joint .
b�r1r� �1�� capable � withstanding `1 0lb u,lif# at joint and 1Jb uplift
This truss designed In accordance with. the 2003 International I i d nti l
referenced standard I I)TEI 1,dta�r� � , � � . � �� � .� �. �d
.LOAD CASE(S) Standard
W
-0-
-040
_ _
Plate fft
.020
-ypEdgell --CC,
,1 4
LOADING (psf)
TCLL
35.0
SPACING
--
CSI
(Roof r�o=_0)
Prates Increase
1,15-5
0-47
T DL
8.01
Lumber Increase
1.1
BC 0.28
BOLL
0.0
Rep Stress Inr
YES
VVB 0,13
Code I 0/TPr00L
trE
_
LUMBER
1
TOP H 1 D
2 X 4
SPF
165OF 1..5E
T CHORD
2 X 4
SPF
1 F 1,5E
WEBS
2 X 4
S P F
ter/Std
REACTIONS (lb/size) 2-744/0-5-8, 4=744/0-5-8
Max Hort 2=91 (load case
Max Uplift =-10 load case )a 4=-1 Jo d case
Max Greg = 4 (l ad Gale , 4= 4 (Io- d case
FORCES (Ib) - Maximum Cornpress ion/ aximurn Tension
T P H 1 1-2-011 09P -3z--759/47, -4_-759'47, 4-54/109
/1
BOT CHORD 2-6-0/519? 4-6=0/51
WEBS -=0/239
5X5
3
A
1.5X4 I
- r _
Qty l IJF'LKFR 11/ � � . _
i
s a
I Job Reference (optiona:
_200 s Feb l X006 FT i ndu the r Inc. 1`n _a % 1 : 1: 2006 Pagel
-
12-0-0
1 --
- 1-6-0
SC21e
- -
C21e = 1:24-6
1--
o
DEFL ire I) l/defl
rl(LL) -0.02-6 >999
Vert TL
r Ho (TL) 0.01 4 n/a
BRACING
T JX HOOD
130T CHORD
4
5x6 11
Lld I PLATES GRI P
0 1 IT .0 197/ 1 4
n 1
Weight: 38 ]b
Structural wood sheathing directly applied or 6-0-0 0C purlins.
.rid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1'`ink. F -98; 90mph; b=25ftx TDL=sf; BCDL= sf� Category ���
1L=1 . plate ri DOL=1I . p enclosed;F interior zone; Lumber
TCLLE ASCE 7-98; Ef= .D p f (flat roof snow), Exp ; Fully Ex
p.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live I ad of I T O p f or 2.00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other live loads.
Thi's truss has been designed for a 10.0 p f bottorn chard live load noncon ur"r
) Provide mechanical �or�netiar� (b others)f truss t� �t with �� other I� ���
at joint .
b�r1r� �1�� capable � withstanding `1 0lb u,lif# at joint and 1Jb uplift
This truss designed In accordance with. the 2003 International I i d nti l
referenced standard I I)TEI 1,dta�r� � , � � . � �� � .� �. �d
.LOAD CASE(S) Standard
W
Job
Truss Tri _ Type -
70 'ClG TRUSS
T I P ENT -I F, Idaho Falls, ID 83403a J F D_ �.
1--
1
K
7.00F1_2
MGM
4
Qty i Ply ��I-F L KE R 12/.29 D (ID) F
a ,fob Iferer
. a_ . e otlonal .�
6.200 s Feb 11 2005 MiTek dlndu td s, Inc. Fri Jai
06 1,321,32 200 P
age 1
4A
5
A
12-0-0 13-6-0
1-6-0
-Scale 1:24.6
e
12-0-0
Plate Offsets -
TALL .� SIN -0-0 1
It Ir �EFL in
(l o I/d fL/d PLT iP(Roof Snow -. . Vert LL -0.04 n/r 120 1T 97'1
4T CL Lbr Iecrease Y.1 B .1 ` rt(TL)
-O,o n/r 9,0
BOLL 0-0 i Rep Stress i n r NO WP 0.08 H r (TL) 0.008 nr
B [L.0 Code II 0 LTi PI 00 I tri
--� _ I Weight'. 45 Ib
LUMBER BRACING
SPF 1 650F 1.5E T�CHORD tr�tur�f
BOT CHORD D X 4 FBF 1 OF 1_5E wood sheathing directly applied or -0-0 or, purljns.
'OTHERS X 4 SPFStud/Std
BOTCHORD Rigid ceiling directly applied or -0-0 oc bracing.
REACTIONS (lb/size) 2=29,9/12-0-0. 8-299/12-0-05 12z-1159/12-0-05 1 =220/1 - - 14=144/12-0-0 1 1i
220112-0-0, 10-144/12-0-0
Max Herz 2;---91 (load case )
Max U,pfift :;--- 6 (load ease ), �- Io d case )a 1 _-4 (lo d case 7). 1 ^- fond case 11--
Max r =4� ��� ego �� I � x 48 (lod a , 1 0=-82 o
), -� oad -case ), 1. -1 Mead case I �, 1 -- (Io d case , "14=202 load case
FORCE (Jb) - Maximurn Compression/Maximum Tension
TOP CHORD 1-2-01107, 2-3-116/66, 3-4--85/58, 4-5--97/76,5-6=-97/'71-,6-7--85/49.r
Bi�J ALJ 2-14-5167113-14-5/67, _ -—--� � �� �, —`��� 0 4i�
T
12-13=;-5/67 , 11-1 T--5/67, 10-11--5/67P _10--5/67
WEBS -1 =-141/0, 4-18- 290/827 3-14--219/46, -11=-290/617 7-10-219/44
OTE
Truss designed for wird Fonds in the plane of th truss only. For studs exposed to wird (normal to t T,
Gable End hail' fn iT trdrd
2) TOLL: ASCE -x .f=. psf (flat roof snow); Exp f Fully UP.
Unbalanced snow loads have been considiaredfor this cies n.
4This truss has been dsind for greater of min roof lig
load of 17.0 p f or _00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other!1ve loads.
This truss s has been designed for a 10,0 p f bottom chord lire load nonc n rrent ith an t
All plates are 1-5x4 1T 0 unless otherwise indi ated_ other live loads.
Gable requires continuous bottom chord bearing,
.) Gable studs spaced at -0- .
F
Provide mechanical onne tion (by others) of truss to bearing plate capable of withstanding 76 Ib uplift `
8D 4Ib uplift atjoint `1' 8r Ib upllft t Blot 14, 4Ib uplift atjoint10-
10)
� �� aeir�t I� uplift �t joint
,p � � 1 end Ib �.r�lr�t atjoint 1 _
1 ) This truss is designed in accordance with the 2003 International Residential Code sections .0_1 1.1 and R802.10.2 and
referenced standard NSI/TPI 1.
LOAD CASE(S) Standard
T�
L6
Job _ I Truss
Qfi7fl6 i C2
Tr ire
STOCK COMPONENTS -IF, Idaho Fa Ilya ID 83403, JED
- --
--
--0
�...._ d Job Reference a tion
_onn Fib{. MIT&k Incutrre, ire_ F-rz Jany 06 13.-21--33 2006
44 II
9
MOM
3-3-5
Page 1�
1-6-0
Sr,21
- -
r,2r = 1--24,6
E
-- a-!
-- ---11
Plate Offsel:
7
LOADING (psf)
LUMBER
TOP Ch1 I
BOT CHORD
WEBS
XSPF 1650E 1.5E
X 6 DJ= No,2
X 4 SPF Stud/Std
REACTIONS (lb/size) 2=3248/0-5-8, 6=3248/0-5-8
Max plift�,lad case ), =-laud case
Maxra =3348(load ca ), =3348 (l ad case
BRACING
TOP CHORD
E3T CHORD
FARCES (1 - Maximum Compression/Maximum Tens'
TOP H O R 1- =0/59, - -4341 /42 9, - _-3078/ 7 -- -- 7 / a -6z--434114297 - =0159
B T HO D 2-10=-350/3601,9-10--350/3601,8-9---z-342/3601,6-8=-34213601
1 0= 350/ J601.. —1 0--350/36 f 1 g, —4��-342/3 01 a 6-8=— 42136Sf 1
EBS -10=-132/1388, 4-9=-295/2903, 5-8--132/1388, 3-9=-1202/134, 5-9--1202/135
L/d
240
180
n/
PLATES I P
MT20 197114
---
Weight: 120 ib
Structural wood sheathing directly applied or 6-0-0 or, pu dins,
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) 2 -ply tru ss. to be connected together with 0. 131 "xY Na i [s a S fol I ows
Top chords connected as follows. 2 X 4 - I row at 0-9-0- o .
Bottom chords connected -as follows. 2 X 6 - 2 rows at -7-0 o .
Webs connected as follow X 4 - 1 row at 0-9-0 oc.
All loads ere considered equally applied to all pries, except if noted a front (F) or b , K (B) face i
n the LOAD
E(S) section. Plyto pJy connectionshave been provided to distribute only loads as or (B), unless otherwise indicated. ASCE 7-98; 0mph; hz--5ft;
T DL= . p fp B C L=4. p f} Category H; E ; enclosed; MWFRS interior
Lz 1. plate grip DOL==. _
�r��t Lumber
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof no )-T Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
This truss has been d es i,g n d for greater of r nin roof live Io d of 17.0 p f or 2.00 tires flat roof 10.2d Of _
non -concurrent with other lire loads.
f rrr�
This truss has been d . i n d for a 10.0 p f bottom chord live load n n on urr nt with any other live
s.
8) Proide hr�ieal o�lf'ltlor�(by�tl�r � tru I��d � to bearing plate capable f withstanding r�din 359 lb � lift at pint and
at joint ..9) � J �� uplift
ThIs truss designed i n accordance with the 2003 International
Residential Code sectIonsf..1 1 _1 and R802-10,2 and
referenced standardANSI/TPI 1.
10) Girder carries tl 6in s pin( . 21- - from 0-0-0, to 12-0-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase -1.15, Plate Increase -i,15
Continued on page
LQ
35.0
7YHLIIVIa
I -U -U
CSS
QEFL in
(Roof
Snow=35.0)
plates Increase
1.15
TC 0.15
Verf{LL} -0.04
TGDL
g.p
Lumber Increase
1.15
BC 0_54
Vert(TL) -0,07
gCL,L
a.a
Rep Stress Jncr
IVO
WB 0.$7
Horz(TL) 0.02
gCDL
8.6
Code IRC2003lTP12002
{Matrix} j
LUMBER
TOP Ch1 I
BOT CHORD
WEBS
XSPF 1650E 1.5E
X 6 DJ= No,2
X 4 SPF Stud/Std
REACTIONS (lb/size) 2=3248/0-5-8, 6=3248/0-5-8
Max plift�,lad case ), =-laud case
Maxra =3348(load ca ), =3348 (l ad case
BRACING
TOP CHORD
E3T CHORD
FARCES (1 - Maximum Compression/Maximum Tens'
TOP H O R 1- =0/59, - -4341 /42 9, - _-3078/ 7 -- -- 7 / a -6z--434114297 - =0159
B T HO D 2-10=-350/3601,9-10--350/3601,8-9---z-342/3601,6-8=-34213601
1 0= 350/ J601.. —1 0--350/36 f 1 g, —4��-342/3 01 a 6-8=— 42136Sf 1
EBS -10=-132/1388, 4-9=-295/2903, 5-8--132/1388, 3-9=-1202/134, 5-9--1202/135
L/d
240
180
n/
PLATES I P
MT20 197114
---
Weight: 120 ib
Structural wood sheathing directly applied or 6-0-0 or, pu dins,
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) 2 -ply tru ss. to be connected together with 0. 131 "xY Na i [s a S fol I ows
Top chords connected as follows. 2 X 4 - I row at 0-9-0- o .
Bottom chords connected -as follows. 2 X 6 - 2 rows at -7-0 o .
Webs connected as follow X 4 - 1 row at 0-9-0 oc.
All loads ere considered equally applied to all pries, except if noted a front (F) or b , K (B) face i
n the LOAD
E(S) section. Plyto pJy connectionshave been provided to distribute only loads as or (B), unless otherwise indicated. ASCE 7-98; 0mph; hz--5ft;
T DL= . p fp B C L=4. p f} Category H; E ; enclosed; MWFRS interior
Lz 1. plate grip DOL==. _
�r��t Lumber
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof no )-T Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
This truss has been d es i,g n d for greater of r nin roof live Io d of 17.0 p f or 2.00 tires flat roof 10.2d Of _
non -concurrent with other lire loads.
f rrr�
This truss has been d . i n d for a 10.0 p f bottom chord live load n n on urr nt with any other live
s.
8) Proide hr�ieal o�lf'ltlor�(by�tl�r � tru I��d � to bearing plate capable f withstanding r�din 359 lb � lift at pint and
at joint ..9) � J �� uplift
ThIs truss designed i n accordance with the 2003 International
Residential Code sectIonsf..1 1 _1 and R802-10,2 and
referenced standardANSI/TPI 1.
10) Girder carries tl 6in s pin( . 21- - from 0-0-0, to 12-0-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase -1.15, Plate Increase -i,15
Continued on page
LQ
Truss
70
Toaqd�Tp.
F1, ,vE
1UGK COMPONENTS -1 F. Idaho Fails, 0 83403, J EROD
LL7Ai3 CASE(S) Standard
Uniform Loads (pif)
Vert"2-6=-506(F=-498),14-435 4-7--43
Qty —i--
I' 7
r FALAvkLKE 12/29 D (ID) �a
Job Reference c) tional ^
6.200 s Feb 11 2,005 Mire Induthe ! I� tri Jan C)6 13-121-33 200Page
Q6706 f
D1
_,F TRUSS
STOCK Ts -1 IT+ Idaho Fails, ID 83403, JE ROD
1_-0
I
2
7.00 f 1
5X 1
k -. -
--0
9X10 MT18H 11
3
..17-6-0
-6-0
(Roof Snaw-35.0)
Plate Offsets Q [2, 0-0-11,Eft a-:0- -1, 1 EdgLOAD) NG
X
1.5A
Qty Ply 1 S L E 12'29 (ID) I
1 1I
f Job Reference O f a
6.200 s Feb 11 2005 MiTek J d u tie : Inc-
Fri Jan 06 13-21-49 2006 page I
_ 15-0-0
7-6-0
LUMBER
TOP CHORD
ROT CHORD
WEBS
2 X 4 SPF 1650E 1,5E
X 4 SPF 1650F 1.5E
X 4 SPF Stud/Std
REACTIONS �lbl i : 2-497/0-5-8,4_897/0-5-8
Max Hor -1 13oload case
Max Uplift =-1 `i 4(Ioad case 7), 4=-1141`eadC2Se
Maxr v 2=11 1(load case ), 4--1121 (load" case )
FORCES (db) - Maximum ompre sion/ imu Tension
TOP CHORD 1-2=0/109, 2-3=-985/67; 5/67, -4,- 85/ ,4- = /10
130T CHORD 2-6=01694t 4-6=0/694
WEBS -=0/305
in (Joy) l`/d ff L/d
-0.16 2-6 >999 240
-0,24 2-6 >71718.0
0.02 4 nl n/a
5X 10
PLATES
MT20
IVI T -1 8H
Weighty 46 fb
4
RIP
1971144
1 97/1 44
1-6-o
Scale
---
scafe = 1-29-5
BRACING
T P HORD Structural wood sheathing directly applied or 3-11-6 oc purlins.
T H RD R[ id ceiling directly applied or 10- -0
oc bracing-
NOTES
rin`
N TE
1 Wind: ASCE 7-98; mph; h= ft; T DL=4. p f; BC L=4. psf; Category 11; Exp C;
D L=1� plate grip DOL-1.33,r� ld' I I' 'FI interior , b r
TOLL' ASCE 7-98; Pf=-_D psf (fiat roof snow)'ESC `
p a Futl Exp,Unbalancedr� now loads have been c id r forth is design,
This truss h been designed for reE3 ter of r� i r� rof f i�re load Of 17.0 ,p.f or 2.00 tirnes flat roof load of 35.0 psf an overhangs
non -concurrent with other Jive loads_
This truss has been designed for 2 10.E f bottom chord live e did nononcurrent w1th any other live loads.
All Plates are MT20 plates unless otherwise indicated.
The foICo Jn joint(s) require plate inspection per the Tooth Count Method -wh n this tray
ss is chosen for quality assurance
inspeclion- 3.
Provide mechanical corpn tion (by others of truss to bearing late capable f with
t joint 4. pndin 1 l uplift t want and fly alit
This tress is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and
referenced t nd and ANS I/TPP 1
LOAD CASE(S) Standard
(Roof Snaw-35.0)
Plates Increase 1.15
- TC 4.75
Vert(LL)
7CDL
8.0
Lumber increase 1.15
8C 0.53
Vert(TL}
BCLL
0.0
hep Stress Incr YES
WB 0_17
Florz(TL)
BCDL
8.0V
e
Codif�C2003lTPf2UQ2
-
-� (Matrix)
LUMBER
TOP CHORD
ROT CHORD
WEBS
2 X 4 SPF 1650E 1,5E
X 4 SPF 1650F 1.5E
X 4 SPF Stud/Std
REACTIONS �lbl i : 2-497/0-5-8,4_897/0-5-8
Max Hor -1 13oload case
Max Uplift =-1 `i 4(Ioad case 7), 4=-1141`eadC2Se
Maxr v 2=11 1(load case ), 4--1121 (load" case )
FORCES (db) - Maximum ompre sion/ imu Tension
TOP CHORD 1-2=0/109, 2-3=-985/67; 5/67, -4,- 85/ ,4- = /10
130T CHORD 2-6=01694t 4-6=0/694
WEBS -=0/305
in (Joy) l`/d ff L/d
-0.16 2-6 >999 240
-0,24 2-6 >71718.0
0.02 4 nl n/a
5X 10
PLATES
MT20
IVI T -1 8H
Weighty 46 fb
4
RIP
1971144
1 97/1 44
1-6-o
Scale
---
scafe = 1-29-5
BRACING
T P HORD Structural wood sheathing directly applied or 3-11-6 oc purlins.
T H RD R[ id ceiling directly applied or 10- -0
oc bracing-
NOTES
rin`
N TE
1 Wind: ASCE 7-98; mph; h= ft; T DL=4. p f; BC L=4. psf; Category 11; Exp C;
D L=1� plate grip DOL-1.33,r� ld' I I' 'FI interior , b r
TOLL' ASCE 7-98; Pf=-_D psf (fiat roof snow)'ESC `
p a Futl Exp,Unbalancedr� now loads have been c id r forth is design,
This truss h been designed for reE3 ter of r� i r� rof f i�re load Of 17.0 ,p.f or 2.00 tirnes flat roof load of 35.0 psf an overhangs
non -concurrent with other Jive loads_
This truss has been designed for 2 10.E f bottom chord live e did nononcurrent w1th any other live loads.
All Plates are MT20 plates unless otherwise indicated.
The foICo Jn joint(s) require plate inspection per the Tooth Count Method -wh n this tray
ss is chosen for quality assurance
inspeclion- 3.
Provide mechanical corpn tion (by others of truss to bearing late capable f with
t joint 4. pndin 1 l uplift t want and fly alit
This tress is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and
referenced t nd and ANS I/TPP 1
LOAD CASE(S) Standard
P6 b__
Truss
T Type
STOCK COMPONENTS -IF, Idaho F2115, ID 834G3, JEROD
7.I 1
SO
--R
--
5
4x4
n
15-0-0
-0-
15-0-0
15-0-
Pla
Plate Offsets K v
0-0-240-I -1 f 1 :0-0-r--�
HCl
TOLL I hl -� 1 C
FL
P12tes Increase 1.1 TC 0.42 Vert(LL)
T DL 8,0 Lumber Increase 1.15 BC 0.19Vert TL
BALL �. Rep Stress I n r NO
B 0.09 He(TL)
B DL _ e Code I RC2 /TP l x}02 (Matrix)
QtY
I
PIS fER 12/29 D f
1
� Job Reference t�2r��I .
P M[Tek J nd u td sr Inc
r]
�T
M
Fri Jan 06 13 :21 '0 2006 Page i
0
5X, _-
10
in.
I0e)
I/dff
L/d I P LATE S GRIP
-0-04
11
n/r
120 MT20 1971144
-0.05
11
n/r
90
0.00
10
n1a
n0la
LUMBER- -
TOP CHORD 2 X 4 SPF 1650E 1 5EBRACING
Weight: 60 1
1__
cele = 1:29.5.
REACTIONS (f b/ i e)=295/1 - - , 10=295/1 -0-0, 1 -1 ' /1 -0- 1 - l
Max H e rz � 113 (load ea ) o 12-93/15-0-0
8), 1 �-1 240cad case )
Maxrav =438(lod case 2), 1 =438(1oad r 1=1(1oad case 1), � �� led
case, ), 1 = k �d e 1 =1 � , �1 - f , �i = f I � ` f e d
FORCES (lb) MaxiMuM e pression/leia imurn Tension
T P HORD 1-2=0110712-3--105180, 3-4z---84/717 4-5=-92/71, 5-6--96/92P 6-7=-96/86F }
49, 9-10=-105136
10-11=0 107.
BOTCHORD2-18=-9/7811 . 17-18=-9/78P 16-17=-9/78115-16-9/78, 14-1 --9/ 13-14=-9/78, 12-13=;-9f78, 10-12=-9178
WEBS 6-1:5=-1 45/0, 5-16=-274/56. 4-17=-280/65 3-18=-1 75/527-14�-274154, 8-13--230J65, 9-12--175152
NOTE
-1 =-
iTE
1) d for wind load's in the lane f the, truss only. For trod e
Truss designed poose(I to ire
Gable rid Lt�ii�'r�orei t the fie* IiT "Standard
T L L 7 ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp a Fully E,
Unbalanced no loads have been considered for ��� design.
.
4This true has been designed for greater of min roof live load'of I .c) psf or.
non- ncurrent with tither II ve loads -
times flat reef load f _ p f r`M e�rh i
This truss h2s been designed for a 10.0 p f hettorn chord' live l e nd r� n n urrre +.
All pf to are 1.54 T O unless otherwi e indicated. �t rrt� �r� Other Is e le��l
Gable requires centinuou bottom chord bearing,
Gable studs spaced at 2-0-0 oe.
Provide mechanical erg n ctin (by others)of tniss to bearing �� � �J e
.� � f withstanding 71 lb uplift at joint 2, 88 Jb uO f int at Joint
10, 35 Pb uplift at joint 16, 51 1b uplift at joint 17, 124 ib uplift at joint 18 34 Jif uplift at `1-fi Jh uplift at `14 f Clift
t joint 1.
10) This truss is designed ire accordance with the 2003 Int rn t anal Residential Code
sections,R502.1 1 .1 and R802,10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(,) Standard
11
I
T H
CHORD
Structural weed sheathing directly applied er 6-0-0 0c purlins.
THE
PF
Stud/ td
BOT
CHORD
Rigid ili directly J r` - i r ars .
REACTIONS (f b/ i e)=295/1 - - , 10=295/1 -0-0, 1 -1 ' /1 -0- 1 - l
Max H e rz � 113 (load ea ) o 12-93/15-0-0
8), 1 �-1 240cad case )
Maxrav =438(lod case 2), 1 =438(1oad r 1=1(1oad case 1), � �� led
case, ), 1 = k �d e 1 =1 � , �1 - f , �i = f I � ` f e d
FORCES (lb) MaxiMuM e pression/leia imurn Tension
T P HORD 1-2=0110712-3--105180, 3-4z---84/717 4-5=-92/71, 5-6--96/92P 6-7=-96/86F }
49, 9-10=-105136
10-11=0 107.
BOTCHORD2-18=-9/7811 . 17-18=-9/78P 16-17=-9/78115-16-9/78, 14-1 --9/ 13-14=-9/78, 12-13=;-9f78, 10-12=-9178
WEBS 6-1:5=-1 45/0, 5-16=-274/56. 4-17=-280/65 3-18=-1 75/527-14�-274154, 8-13--230J65, 9-12--175152
NOTE
-1 =-
iTE
1) d for wind load's in the lane f the, truss only. For trod e
Truss designed poose(I to ire
Gable rid Lt�ii�'r�orei t the fie* IiT "Standard
T L L 7 ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp a Fully E,
Unbalanced no loads have been considered for ��� design.
.
4This true has been designed for greater of min roof live load'of I .c) psf or.
non- ncurrent with tither II ve loads -
times flat reef load f _ p f r`M e�rh i
This truss h2s been designed for a 10.0 p f hettorn chord' live l e nd r� n n urrre +.
All pf to are 1.54 T O unless otherwi e indicated. �t rrt� �r� Other Is e le��l
Gable requires centinuou bottom chord bearing,
Gable studs spaced at 2-0-0 oe.
Provide mechanical erg n ctin (by others)of tniss to bearing �� � �J e
.� � f withstanding 71 lb uplift at joint 2, 88 Jb uO f int at Joint
10, 35 Pb uplift at joint 16, 51 1b uplift at joint 17, 124 ib uplift at joint 18 34 Jif uplift at `1-fi Jh uplift at `14 f Clift
t joint 1.
10) This truss is designed ire accordance with the 2003 Int rn t anal Residential Code
sections,R502.1 1 .1 and R802,10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(,) Standard
11
Job
TType
Q670 ID2 VE
ti
STOCK COMPONENTS -F, Idaho Fa[l!,s,ID 83403, JER6_D_'___
1--0 1 4-0-5
1-6-0 4-0-5
7.00 � 12
3
2
I.
1
5X9 -5;-
4-0-5
Plate Offsets MY): [2.-0-1-13,0-2-5]) f6-0-1-6,0-2-51
4.x8
I
10
3x8 H
---
_- 1 1
---11
W2
4x6 I
4
X5
so
I
Ply
F LR 12/29 DG —(IE))
2 Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc, Fri Jan 06 13-21:51 2006 Page
10-11-11 5-0-0
3-5-11
W2
4x8
5
8
3x8
5 x8
5
I
1-6-0
Scale = 1:29-5
7
10-11-11
1 _U_U
Plates Increase 1.15
IS -0-0
3-5-11
DEFL
Vert(LL)
in (loc)
-0.09 8-9
4-0-5
I CLL 35.0
(Roof Snow=35.0)
1 _U_U
Plates Increase 1.15
C51
TC 0.33
DEFL
Vert(LL)
in (loc)
-0.09 8-9
I/defl
>999
l_CDL 8.0
Lumber Increase 1.15
BC 0.83
Vert(TL)
-0-15 8-9
>999
BCL 0.0
Rep Stress Ince NO
WB 0.75
-
Horz(TL)
0.05 6
n/a
CD L 8,0
Code IRC2003ITP12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF
1650F 1 5F
BRACING
L/d
240
180
n/a
PLATES
MT20
We[ght: 148 1b
GRIP
197/144
130T CHORD 2 X 6 DF N0�2 I U -F CHORD Structural wood sheathing directly applied or 5-3-5 cc p
Wurlins,
EBS 2 X 4 SPF Stud/Std *Except* BOTCHORD Rigid ceiling d-Irectly app[- or 10-0-0 oc bracing.
W3 2 X 4 SPF 1650F I 5E
REACTIONS (Ib/size) 2-5369/0-5-8, 6=5369/0-5-8
Max Horz 2=;55(lo ad case 6)
Max Uplift 2--580(iload case 7), 6580(load case 8.)
Max Grav2=5482(10ad case , 6=548200ad case 3)
FORCES (lb) - Maximum compress ion/Maximum Tension
TOPCHOFAD 1- 0/5 91 2-3=-7531/75 9, 3-4--5213154 9., 4-5 --5213/54 9, 5-6,-7531/758,
BOTCHORD 2-10=-636/6314,6314,8-9=-621/6314,6-8=-621/6314
WEBS 3--10,-246/. 4'99, 4-9=-518/5026,,5-8---24712499, 3-9=-2264/246, 5-9--2264/247
NOTES
1) 2 -ply truss to be con n ect together with 0.1 1?'x3" Nail s as foil ows
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 (-)C.
Bottom chords connected as f0dows: 2 X 6 - 2 rows at 0-7-0 oc,
Webs connected as follows: 2 X 4 - 1 row at 0-9-c oc-
2) All lo2ds are considered equally applied to all plies, eXCept if noted as front(F) or
to Plback (B) face in the LOAD CASE(S) Section- Ply
y onn
cections have been provided'to distribute only loads noted as fl or (6), unless otherwise I ndicated.
3) Wind- ASCE 7-98, 90mph, h=25ft.-, TCDL=4,8psf,- BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS -interior zone; Lumber
DOL-zzl,33 plate grip DOL�1.33. 3' 1
4)
TOLL, ASCE 7-98, Pfz;35.0 p (flat roof snow); Exp C; Fully Exp.
5) Unbalanced snow loads have been considered for this deli n.
6)
Thi's truss has been designed for greater of nnin rOof live load of 17.0 p or 2.00 firnes flat roof load of35-0 psf on overh
non -concurrent with other Give loads, angs
7) This truss -ias been designed for a 10.0 p!sf bottorn chord live load nonconcurrent with any other li've loads.
8) Provide mechanica I connection (by others) of truss to bearing plate ca
at joint pable of wnth stand[rig 580 lb uplift at joint 2 and 580 lb uplift
6.
9) This truss Is designed in accordance with the 2003 International Residential Code sectlons -11.1 and R802.10.2 and
referenced standard ANSI/ -FPI 1.
10) Girder carries tie-in span(s).- 28-0-0 from 0-0-0 to 15-0-0
LOAD CASE(S) Standard
Continued on page 2
FT
Job T
Qty
Q6706 D2 iEI
~STOCK COMPONENTSdF, Idaho Falls, ICS 83403, JEROD
LOAD CASE(S) Standard
1}Snow: Lumber Increase -'E.15, Plate Increase=1.75
Uniform Loads {pit}
Vert: 2-6;---685(F=-677)11-4=-437 4-7=43
Pry 1 �LE1 12-129 (ID) 1
2jJo�_Referance 00:
6.200 s Feb 11 2005 MiTek Indo' t-ri , I no.
Fri Jan Page
Job
06706
STOCK
n
Truss
TAAr4 Type
'El I F TRU SS
COMPONENTS -IF , Idaho Falls., lid 8340,31 JERO
Qty Ply 1f�L E 12129 D (ID)
4
ill
M
t _LJqb R eference (opti,onag
_ 200 s Feb"f2065 iTe Indo tri F Inc. Fri Jars 0 13.21, 20{ 6 _ ..
age I
-
�--
�- -,
16X10 MT18H ti Scale T 1:67.4
W
4A 3XG=- 4X4
9-7-10 17-8-4
-7-1
8—o—lo
3X1-
��
1. 9-C)-()
,-1
Platel`ft
- e
f� �]]:C_0_e_r3 [ 9
LOADING (psf)
TCL _
(Roof r�o�_0ft
I r`�r
T
i
1
DEFL
rt LL
in (i ) [14d eft
-. -1 999
I -CDL 80
Lumber Increase
Rep Stress IrrBLL
B 0.61
Hr(TL)
0,02 /
r�
_ � �L
Code I F/TP 12002 �
�lltrl
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.0E '`E ePt*
TI 2 X 4 SPE 165OF I. Ea T3 2 X 4 SPF 165OF 1-5E
BOT CHORD 2 X 4 SPF 165OF 1_5E
WEBS 2 X 4 SPF Stud/Std "Except`
W5 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E I .5E
RE Ti l (lb/size) 17 41/ J h ni I,
Max Horz 1 (load case
Max U l itt l =- (load case ),
Max Grav 1= 64 l o d cage 2)3
BRACING
TOP H R D
BOT CHORD
WEBS
1 =-1(Io case 7), =-1 (load case
1 -zload case ), =1 (lo case )
9-7-10
240 MT20 197/144
180 f 1TI8H 197/144
nJ
Weight: 164 Ib
Structural wood sheathing directly applied r 4-2-4 0 udin .
Rigid ceiling diretl lied or - �
_ �� � bracing, Except:
I Flew at midpt 4-13, 6-13, -1
F I F (1b) - Max'[MUM Drnpr ion/Ma i ur-r Tension
TSP H R D 1 --- 1 /34 -=- 4/ a -4=- 1 / 0 4u=0/ - — _ =_ ,r 1 _
-10=0/10
E30T CHORD 1-14=,259/904, 13-14--444/212-o 1 -1 `-1571532111-12--157/532}
1320
EB 2-14z---770/16314-14 -52/8334-13 'j 'j s �— �—f
-- 1249/ 1 , —1 �'--1 359118 i y -1 1 �-1 51826, F—1 l 744/1 —1 =— 1 2
TE
1 ) Wind : ASCE -98; 90mph; h -ft; TSL=4-pf; BD�.._4 . f-Category� _
DOL=I _ P12t grip DOL=I _ 33
_ aIIIe� EI interiorLumber
T t_ L, ASCE 7- ¢ Pf= . p f (flat roof row); Exp r Fully Exc _ - L= -
Unbalanced snow loads have been oni�r� for t�� design, a-
.
This truss has been designed for greater of rel i n roof live 102. f 17-0 f or . 00 �F
nun -concurrent with, other lice loads_" flat rt if pfon rl rig
This. truss has been designed for a 10.0 psf bottom chord live load noncon urr
JI plates are 1T plate unless otherwise ind� caged rpt with n other Ir I ds.
Refer to girder(s) for true to truss connections.
Provide hani e.l connection (b other) of truss to b� rir� I t capable joint 1 and -1 fb uplift at joint . l p f withstanding 62 lb uplift at joint 1. 152 lb uplift at
) This ruis dind in accordance with the 00International' Je+d enti aJ Code sections R502,1 1 .1 and R802.1 0.2 and
referenced st2nda rd ANS11TP1 I.
LOAD CASE(S) Standard
Job �� T
P
Q6706 EI
l� �. � US S
STOCK PONENT -1Fa Idaho Falls, 0 83403t JEROD
--
e
--
--1
16 15
3X8 -
Uwe
Plate Offsets Xr_-
,�Ed-- r is -1 -�a0-
.. -
--
--1
14
3X6
6x1 0 MT1 8H
5
13
3X8
Qty FIS 1I�L FJ 12/29 D 1D . F �.—
i
Joh Reference (oltir�I
6.200 s Feb 11 2005 MiTek Industries, inc. Fri, Jars 06 13'21:55 2006 Page `1
1
3X5 -
11
4x4
--- _ --
-- -7-10
38-0- __
6-6-3 1_6_0
Scale, 3/16"=1"
5
LSI (p,f)
.L 35,E SPACING DEFL ifsfo
Plat Increase � � Ild fl ��� � PLATES GRIP
(Roof Snowz--35.0) Lumber tr��r�� � _�, � Rep Stress Incr NO � �� � Vert(TL) T� 197/144
[-CDL . I ) -0.38 -1 -1 1 lT1
8H 197/144
BCLL 0,0 Code IRC2003/TP12002 WB 0-47 H o TL) 0.01 9 n/a nl
LUMBER
0
TOP CHORD 2 X 4 DF 240OF 2,0E *ExceptBRAUNT1 2 X 4 SPF d1 OP 1.5E, T3 2 X 4 SPP 1 J= 1TOP CHORDStructural woodsheathing . � directly applied or -0-0 � �urlins.
BOT HO X SPF 1 OF 1:., E 13 T l ORD Rigid ceiling directly applied Or 10-0-0oc bracing, Except -
WEBS 2
xce t -S EB X 4 SPF Stud/Std *E ept+ 6-0-0 oc Bracing: 13-15,11-13,
WEBS 1 Flow at raidpt 4-15, 4-13, 5-13, -1 -11
OTHERS 2 X 4 SPF Stud/Std
WEDGE
Left, 2 X 6 DF No.
REACTIONS (l bj{ i e) 1 =32 1 /Meeh @ n i 1, 15-1068/Mechanical, 1 =1044/2 4
+1 - 1 ch ni sl, 18--33/Mechanical, 19=-188/Mechanical, - 78120- -.
MaxHarz I=- (load case
Max Upilift1 =-41 (load case ), 1 =44(l ad case ')a 1 =- (load case 11-41 to
d ca se 7), `-1 02 (load ca se
Max Gray 1-4 (lo d case ), 15=-1 10 d case )r +1 -1044 Coad case
�1 - lid _ _ �t � � � 1 ��l�d � �t � _� � �f�d case
ase ), �1 _ 6 (fo d case )a - to d case
FORCES (lb) - Maximum Car press I o n/Maximum Tension
TOP I O k 1 -2� ,r' 1 L.6T 2-3-=;-1
108/1 391 -4 -80 356} 4-5=-167/251, - �'- {
-10=I0,/"1 07
T CHORD 1-1 9--133/352P 18-19=-1 /352T 17-18=-133/352P 1 HT1 7;---133/15-16--133/352,-
12-13--31164, 11-1 `- ./1 a -11 zO/390
WEBS -1 --x'4911 , 4-15=-722/81, 4-13=--315/115, 5-13=-,597/14P 6-13=-3321126, -
-8231158
TE
1) Truss designed for wind loads in the plane of th tri, Daly. For snide o . ,
abJ End Detail"F p d �� mind �nor��J t� t� ��� �x � HT 1 Standard
. ) TLS.: ASCE -;
f= . p f (flat roof Dw); Exp C, Ful[y Exp,; L= 45-0-0
3) Unbl n d snow loads have been considered fo,r tNs design.
) This truss has been d,r-yd for greater of min roof live load of 17-0 f
non,-con urr nt ith other live loads. or _�� times
flat roof load of pf n overhangs
ThIs truss Inas been designed for a 10.0 psf botton1 chord live load non on
) All platrT0 alt raga thri �rr��t ��� n other �� loads.
7) All P12teS are 1.5x4 MT20 unless otherwise indicated,
Gable studs spaced at 2-0-0 o .
Refer to girder(s) for truss to truss connections.
1 0 ) Provide mechanical connection others) of tris to bearing pl at capable '
� � ltf"1�t��In 41 lbuPlJft. al Joint 1, 44 ilb uplift at
joint 15, 59 lb uplift at joint 13, 91 1b uplift at joint 11, 412 1,b uplift at joint 1 4 lb uplift �t �
oriN�a f� ft �t � �t � � � joint 1 1 lb UPfwft t �� rpt 1 � r7 d102
u on age
Job Truss fi
ype
�Q6706 i
. , TRUSS
STOCK COMPON E T -I F, Idaho Falls, I D 83403, JEROD
Qty Ply f IFH(ER 12129 DG (ID) R
� 1
�I __J.. Reference (optional)
6.200 s Feb 11 2005 MiTek Indo trle , Inc,
DOTES
11) This truss is d l'ned -in accardanith the 2003 International Residential Code sections
R502.1 1.1
LOAD CASE(S) Standard
Fri Jan 06 13-121-55 2006 Page
and R802-1 0.and referenced standardANSI/TPI 1
Q6706
STOCK
e
CD
.. Truss� T
TRUSS
COMPONENTS -IF, Id hFalls—,
ID 83403, JEROD
--
--
-- 19-0-0
6-2-15 6-2-15
: F 12/29 DG (0)
-- . Job Reference (optional
6200 Feb 11 2005 MiTek Industries, Inc.
6XIO MT18H=
--1
Fn Jars 06 13:21:56 2006 Page 1
31-5-13
&_
mmmul,
4x4 T
Plate Offsets 'X,Y)-
1:0-0-93FC19��Jd9:0-0-9,Edgel
LADING
(psf)'
TOLL
3�.p
SPACING
2-0-0
{Roof Snow -35.0)
Plates Increase
1.15
TCI]L
g.�
Lumber increase
1.15
BCLL
0.0
Rep Stress fncr
�
YDS
BCDL
$ o
Code IRC20031Tf'i2002
17-8-4
UEFL
in (Io) Ild fl
BC 0.57 Vert(TL) -0.46 1-13 >463
(Matrix)��trix�
IL 1 1 10
x6
3 1 0
a
-4-
Mwe
LUMBER
TOP CHORD 2 X 4 DF 240OF 2,OE *Except
T1 2 X 4 SPF 165OF 1.5E, T1 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
WEBS 2 X 4 SPF tud/ td *Except*
W5 2 X 4 SEF 165OF 1. ET W4 2 X 4 SPF 1650F 1.5E
REACTIONS TION (I b,l i ) I _537/ e a n i a 1, 12=2600/0-5-8,9=709/0-5-8
Max Hor 1=-Iod case )
MaxPllft1=- 1 (load case , 12=-1 5700ad case 7),9--71(load case
Max Gra v 1 =1 0 load case 1 =case �
BRACING
TOP CHORD
E3T CHORD
WEBS
4x4 _-
9-7-10
Lld I PLATES GRIP
240 N1720 1971144
1$0 MT18H 197144
n!a
Weight: 7 �2 lb
Structural wood sheathing directly applied or -1-0 o p u rkns,
Rigid ceiling directly applied or 6-0-0 m bracing.
1 Row 2t rniii t 4-1
FORCES (Ib) - Maxirnum Campresslon/Maxiirnum Tension
TOP CHORD 1-2-13211322, 2-3--766/3460 3-4--384/38711 4-5=0/826 - �
T CJD 1-1 =-41 �!, �1 -� �_� _ _ , 10-11_ a0/6706-7-63�1 � -=-11 ��1 � ���-�f �`1
-53112 73
WEBS 2-13--766/163, 4-1 /830. 4-12=-1 254/1 a-1 `i-1296.1 _
�, �1 � -1 824, 8-10--723/161 p 5-12n;- 11 /4
VOTES
Wind: ASCE 7-98; 0MP-h- b=ft; TL=4. . f'CL=
; Jt Exp,enclosed,1 F int i-�or zone
.DOL=1.33 plate grip L=1, at Lumber
TOLL: ASCE 7-! Y Pf� . .0 pf (flat roof snow) Exp ; Fully Exp.
Unbalanced snow IO2d .. have been considered for this design.
4) This truss has been designed for a 10.0 p f bottom chord live load nonconcurr
nt with any other ilive loads.
All plates .are MT20 plates unless otherw[se other[indiC t d.
Refer to irde.r�( for truss to truss connections.
Provide e h ni aI connect -ion (by tither f truss t
. rin plate ap bJ of rtb tand i 1 J b t uplift .omit
joint 1 end �1 Jb uplift �t joint 9. p � a 157 lb uplift at
This truss is designed in accordance with the 2003 Int m tion l residential Code
referenced standard SI/TPI 1: ti n 1.1 and I .'l . and
LCA CASE(S) Standard
caIe = 1;E- .:S
L01
CD
Job
Truss TrA-Q-Cjype
Q6706 E3, TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 8 1 3403, JE FOOD
Qty
!FII IZ29 IDG (0) R
4
Job Refere
6.200 s Feb 11 2005 MiTek IndusMes, Inc. Fri Jan 06
T1 -6-Q 4-2-8 8-1-12 13-6-14 19-0-0 23-6-10
1-6-0 4-2-8
3-11-4
5-5-2
5-5-2
5x5 =
Marc
28-1-4 31-3-11
4,-6-10
3-2-7
13-2l.'58 2006 Page I
3
4 -0,0 �q --6-1 38
3-2-7 3-5-15 1 --
Scale = 1:67.4
4xG 4X6 OX14 MT`18H��,
US -�
1 8-1-12 1 13-6-14
W=
32-10-14 38-0-n
5
9-5-4 4-9-10 -1-2
Plate_0ffz;efS (X,'Y)l 2-0-0-�15-q 4:1-7-150-1 �813 l`1 70-6-0 0-3-13]5 [18:0-6-0,0-2-01
-- -----------
LOADING (psf)
TOLL 35,0 SPACING 2-0-0 CS1 DEFL in (Io c) I/defl L/d
Plates Increase 1.15 PLATES GRIP
(Roof Snow=35.0) TC O.89 Vert(LL) -0.74 17 >479 240 MT20 1971144
TCDL 8.0 Lumber Increase 115 DC 0.69 Vert(TL) -1. 17 17-18 >305 180 MT18H 197
SCLL 0.0 Rep Stress In YES W'B 0,84 Horz(TL) /144 0.80 14 n/a n1a
BCD -L &0 Code IRC2003/TP[2002
(matrix) Weight, 186 1b
LUMBER
TOP CHORD 2 X 4 SPF 1 O 1-5E
BOT CHORD 2 X 4 DF 240OF 2_0E 'Except*
131 2 X 4 SPF 1650E 1.5E
WEBS 2 X 4 SPF Stud/Std *Lxcept*
VV3 2 X 4 SPF 1 I T5E, W6 2 X 4 SPF 1 I} E
W8 2 X 4 SPF 1 O 1,5E
SLIDER Right 2 X 4 SPF StudlStd 3-1-8
REACTIONS (lb/size) 114 11511/0-5-8,20=2633/0-5-8
Max Hort ,20=283(load ciase 6)
Max UplIftl 4=-1 64(1oad case 8), 20--224(10ad case 7)
Max Gray 14-1974(1oad case 3), 20=3006(Io ad case 2)
BRACING
TOP C.HORD Structural wood sheathing directly applied or 1-8-12 ourfins.
BOTCHORD Rigid ceill-ing d - -Ir ectly applied or 6-0-0 oc bracing.
WEBS I oat rnidpt 4-2016-19
2 Rows at 1/3 pts 8-18
FORCES (1b) - Maximum Compression/MaArnum Tension
TOP CHORD, 1-2-0/107, 2-3=:-1 43/1022., 3-4=-1 68/149,7:t =- 4-5--6741110, 5-6=-622/125j,6-7=-1 0 11/180, 7-8;---1 097/166�
8-962461148, 9-1 0=-6326/133, 10-11 -6359/69P -12--6522/19111,2-13- -6078J246,p 13-14=-62711231 3
14-15;--0/92
BOT CHORID 2-20=-750/191, 19-20=-1 181/2031 18-19--66/5375 17-18-0/1928, 16-17---47/6399T 14-16-,7-14415424
WEBS 3-20-507/9% 4-20=-2602/2461 4 -19= -93/1848,6 -19--1198/95.,6-18t:;-30/559,7-18--95/608,8-18=-1911/`122
8-17=--6/5188, 10-17=-369/113, 11-17--491/161, 11-16=-478/3, 12-16;--0/590 ,
NOTES
1) Wind. ASCE 7-98; 0mph; h=25ft; TCDL= 4,8Psf- BCDL=4.8psf; Category 11, EXC; en
DOL-zl.33 plate grip DCL=�l _ -
p closed; MWFRS interior zone; Lumb r
33
2)
TOLL. ASCE 7-98; Pf=35.0 p (flat roof snow)- Exp C; Shettered; L= 45-0-0
3) Unbalanced now loads have been cons ildered for this design.
4) This truss has been designed for greater of min roof live load of 17,0 psf or 2-00 times flat roof load of 35,0 psf on rs ovehang
non -concurrent with other live loads,
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
61) All Plates are MT20 Plates unless otherwise indicated -
7) This truss requires Plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Bearing at joint(s) 14 considers parallel to grain lug using ANSI/TRI 1 angle tO grain f
urfe. ormula. Building designer should verffy
capacity of bearing sac
9) Provide mechanical connection (by others) of truss to bearing Plate capabl
t joint e of withstanding 164 1b uplift atjoint 14 and 224 [b upjift
a 20.
10) This truss Is designed in aGcordance with the 2003 International Residential Code sect -ions R502-1 1.1 and R802-1 0.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
L
R
Job
Trus T
ype
Qty pfy JI
ER 12/29 D 0) R
7 _ f
. F TR US S! , �
STOCK P Ei T -IF, Idaho Falls, ID 8340 JER I Reference a l)
r 6.200 Feb 11 2005 JTek 1ndustrde } -Inc.
Tl -6-0 -2-1 R
1,6.0
--12
12-7-6
6-4-10
-4-1
5X5 ZL
N
--1
4-6-10
-1-- p 31-3-11
I
U Ij
Fri Jan 06,13,22'00 2006 Fags I
34-6-1 I 38-0-0
- - 3-5-15
--1 12-7-6
--1
Plate fft 2:-- -1 -0--1 1 0-3-
a
LOADING
(psf)
RIP
240
rcLL
35-0
sPac��vc
2-0-0
(Roof Snow --35.0)
Plates Increase
1.15
7CQL
8-0
! Lumber Increase
1.95
gCLL
0,01
Rep Stress Encr
YES
_ BCD .
8.0—
bode IRC20031TP12002
LUMBER
TOP HC
BOT CHORD
EBS
SLIDER
2 X 4 SPF 1650F +1.E 'Except*
T4 2 X 4 SPF 21 OF 1.8E
2 X 4 DF 240OF ,2.0E *Except*
B 1 2 X 4 SPF 1650F 1.E
X 4 S PF Stud/Std * Exce pt* -
2 X 4 SPF 165OF 1.5F, W5 2 X 4 SPF
W7 2 X 4 SPF 1650F 1.5E
Right 2 X 4 SPF Stu d/Std -7-5
_ IDX -f 4 N1 E I UH -Z
5x 12 MT20 H �,
28-1-4
-4
16:0-.6-4,0-3-121, 11 , :P- - �x-[18:0-3-8.0-1-8
CSI
[18:0- - ,0 -1 -
CSI
TC 0.96
BC 0.75
B 0.96
(Matrix)
165OF 1,5E
REACTIONS (lblsi ) 13=1671/0-5-8p 19-z2474/0-5-8
Max H
-z 74/0- -
H or 1 =28 (1oa d ease )
WX Uplif#1 =-1 (lo@d case ), 19z---21 0(load case )
Max Gray 1 = 0 (Ioad case 3)r 1 =,2 4(1 ad case )
DEFL in (ilo) 1,/deft
'rt(LL) -077 16 >492
Vert(TL) -1-25 1 -1 >30
HorTL 0.84 13 n/
BRACING
TOP CHORD
BOT CHORD
WEBS
32-10-14-0-
1 �
5-1-2
Lt
1-
Ltd I
PLATES
RIP
240
MT20
197/144
180
MT20H
148/108
n/ ;
IT1 8H
197/144
'`eight: 179 1b
Structural wood sheathIng directly applied.
Rig -fid cefling directly applied or 6-0-0 oc bracing,
1 Row at midpt -1
2 Rows at 1/3 pts -1
FORCES (lb) - Maximum ompr ion/Maximum Tension
8-9=-6942/158, -1 zi-6984/9 -, 10-11 �-6998/203, 11-�12L-6456/25 12-
BT HRS �� =-�, � -� �-�4� � - � � 13--6605/244,13-14=0y'92
P
7=0/21925 15-16=-67/6950o 13-15=-1 54/5722
WEBS 3-19--2666/2703 3-18--80/1841) 5-18;--877/9555-17=,165/336, _ J {'� ry �+�
-9-16=-353/114. �' J � 7-17--2020/124,
—� �`r`��d � 4.� a �— � --4f� 4.,��
10-16--465/159, 1 0-1 5 =-61 11 , 1-1-15=0/7-37
TE
1Wind- ASCE 7-90rnp, h=2fta TDL�4,8psff 8CDL.=4. t.�Categoryala Exp enclosed; � interior zone- LumberD0L 1 _ Plate grip I L=1.
.2) T LL. ASCE 7-98; Pf-35.0 P f flat roof snow
); Exp CSheftered: L=- 45-0-0
3) Unbalanced snow Joads have been considered for thi d R n.
This truss has been designed for greater of m'
n�f�-��urr�r�t with �t �r� roof live load f 17.0 psf or tl� fly roof load �� 3.� �f �overhangs
her l� loads_ P
Th I s tri ss h as been de sig ned for a 1 f ��tte� chord 1'
� � load nonconurrent with a ny other I ive lodr
All Plates are MT20 Plates unless otheriMse indicated.
This truss requires Plate inspection per the Tooth Count Methodwhen
this truss is chosen for q urats assurance inspection.
Ge2rinq at jolnt) 13 considersparallel Io grain value us -Ing ANSYTIPI!1 angle tr `
formula. uiid� designer of bearing surface_ Id verify
Provide mechanI ai connection (by others) of truss to bear -plate
t joint 1 _capablef withstanding 168 lb u P11ft at joint 13 and 210 1b uplift
10) This truss is d e -s rg n d ifs accordance with the 2003 Int rna -Lion
I F s+ t� ICode sections 1. nd r 2.1 .2 and
refrncstandard fVI�TI�I � .
.COAD CASE(S) Standard
Job Tru ; Trl�----Type �.._._ ...._
06706 E (.,,.- TRUSS
I �
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JFR D
Qty Ply IFS& E1 12/29 D (1 0) F
I
- .�. Job Reference (option l
6.200 s Feb 11 2005 MiTek Industries, Inc. Fri Jan 06 13:22,01 2006 page I
12-9-1 25-2-1531-5-13
-
0 39-6-
- 1-6-0
Scale
- -
cade = 1:66.5
5X8
6
17
16
15
14
1
4A f 1
5x6
3A _
U8 _
3x0 _
6-2-12 I 9-7-10
--1 --14
LOADING f�
TCLL
- •r-•
��•a
� SPACING
2 -Q -D
{Roof 5naw-35.0}
, plates Increase
1.15
TGE]L
g,q
dumber Increase
9.35
B CILL
0.0
Rip Stress Incr
YES
gCdL
8',o
Cade IRC20031TP12002
J
TC 0.80
BC 0,65
WS 0,78
(Matrix)
BRACING
TOP ISD
BOT CHORD
EBS
LUMBER
TOFF CHORD 2 X 4 SPF 165OF 1.5E *Except*
T1 2 X 4 S PF 21 00F 1,8E, T1 2 X 4 SPF 21 OOF 1,8E
BOTCHORD 2 X 4 SPF 1650E 1,5E
WEBS 2 X 4 SPF StudfStd '*Except*
W2 2 X4 SPF 1550F 1. E, W5 2 X4 SPF 1650F 1.5E
W2 2 X 4 SPF 1650E 1.5E
WEDGE
Dight: 2 X 6 DF No.
REACTIONS (lb/size) 110-1167610-5-8717_2467/0-5-8
Max Horz 17z---281 (load case 5)
Max Uplif==-17 (load case 8), 1 10(lo d 'case
Max Gray I O- 4 Io d case )., 17- , (f oa d case )
DEFL
Vert(LL}
Vert(TL)
Horz(TL)
1
44 _
6 x 12
in (I ) I/deft
-0.1 J-12 >999
0.09 1 D n/a
FORCES (lb) - M@Ximum ompre ion/Ma 1mur Tension
TOP CHORD 1-2=011 07P 2-3=-1 76/1505P -4 =-720/8 4-5=-652/129F
8-9=-2872/167, -1 0=-344011771 10-11-0/109
BOT CHORD 2 -17z ---1068/228F 16-17-1-9081245, 1 -1 =- 1X91- a 14-15=-61/918P 13-14-0/1995P
E 3-16z---33/1790, 5-16=-1 408/1 , 5-14=-59/420,6-14--74/815,7-14z---1
3-17=-3119/238
Ld'
240
PLATES IFS
MT20197/144
180
r►Ia
i Weight: 1571b
Structural wood sheathIng directly applied or 3-4-5 or, purlins.
Rigid ceiling directly appiliedor 6-0-0 oc bradrig.
I how at rnidpt 5-1657-1413-1
NOTES
1Wind: ASCE 7-98, 0rnph; h= ft; T DL=4. p f.; B DL=4. p. f; Category I1° E e
DOL -1.33 plate. grip DOL=`1.33.
a � Cl i�d r F interiorzone; Lumber
TOLL: ASCE 7- Pf=35.0 P f (flat roof snow); L ; FullExp.; L- 45-0-0
3) Unbalanced snow loads h2ve been considered for this design,
4 This true has been designed for greater of min roof lige load of 17-0 p f or 2.00 times flat roof l02
d of non -concurrent with other live loads. pfnrrhr
This true has been designed for a 1 O.O p f bottom chord live road n n on urr nt
with any other live Ids_
Provid e m echa n ical connection (b ethers) of true to hearing plate ca able of wit st nd-1n r
at joint �1 . �' � I� uplift �t ��ir�� 1 ��d 1 � I� uplr
7) This truss is designed in accordance ith the 2003 International Residentll Code sections02.1 1 .1 and R802.10.2
referenced standard ANS VTPI I _
LOAD CASE(S) Standard
Tri _ TT
yPe
706 E
.� � r TRUSS
STOCK COMPONENTS -IF, Idaho FaIF , ID 834034 JE -
71-6-0 -'-
1- - 6-6-3
15
;5x8 ---
lei
14
IG
1
6.x6 = 3X6 _ 4x8 = 3x6 4A _
13
Ply �` C17)= LKE 12/29 D (I )
1,
�. Joh Reference_ o tiona�_
6_200 s Feb 11A_.
20 5 MiTek Industries, Inc -
Frii Jan 06 13:22:04 2006 Fags 1
31 38-0-01 ——
cafe 1:66.5
1
9 -.7-10 19-0-0
9-7-10
Plate Offsets Y): (2:0-1-210-0-5 , 4:0-3-n ;=rjr -8
LOADING (p f)
10'.071- a Edya I
iCLL
35.O
arHwrvv
2 -U -U
CSI
{Roof 5now-35.0}
Plates Increase
�
x.15
TC 0.92
-FCDL
8.0
Lumber Increase
1.15
BC 0.67
SCLL
0.0
Rep Stress Incr
NO
1/Vg 4.72
BCQL
g.p
Code IRC2003li"PI20fl2
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPP 210OF 1.8E
ESOT CHORD 2 X 4 SPF 1650F 1,5E
'FEES 2 X 4 SPF tUdY' td *E pt*
W2 2 X 4 SPF 165OF 1. E, W4 2 X 4 SPF 1650F 1.517
V/2 2 X 4 SPF 1650F 1,5E
OTHERS X 4 SPF Stud/Std
WEDGE
Right: 2 X 6 DF No.2
00 Ildf l
,DEFL in L/d PLATES III
`rt(LL)
-0.15
10-12
>999
240
Vert(TL)
-037
10-12
>924
180
H o TL
0.06
10
n/a
n1
MT20 197/144
e '`eight: 228 I
BRACING
TOPCHORD
E T H RD
REBS
truCtural wood .sheathing directly applied or 3-7-12 Oc pudin .
Rigid ceiling direct[y direct[applied or 6-0-0 oc b
racing,
1 RGWat r idpt 5-16, 6-14, -1
REACTIONS (Fb/si ) 1 =2925/4- - , .10=138610= - t 17 356/4- - } 1 =188/4- -
MaxHort 18--281 (load case )
Max HFe11ft1 =-1 (lo d c2se 7), 10=-1 (lo d case 8), 17;--6040oad case .
Max Greg 1 =380 Fuad C 1 =221
� �a lid r 1=(Iod c )
FORCES (lb) - Maximum -Ornpr ion,/Maximum Tension
TOP CHORD 1-2=011 a2-3=-176/1 16, -4=-169/1690,4-5--14112098,5-6--987/165_-17-8=-2054/166,
- =-2462/14 , -10=-3031/157P � �10-11= /10 a - � ��`1 � t
ESOT H F C 2-18;---i 077/ r 17-18=-1 077/232, 1 -1 =-1077/232, 15-16--4851232, 1 4-1 _—,fir 13-14=0/1
12-13=0/1636P 10-12_.2512384
EBS 3-16=-851/167, -1 =-29$4/227, 5-14=0/1 a6-14=-362/3927 -14--1 28611 7
?TES
1) Truss designed for Wind loads in the plane of the true only, For studs exposed to wird normal t - "
Gable Enc D t i l'i the , J �T I t r d rd
TOLL: ASCE - Pf=35.0 p f (flat roofnowY EXP t Fully Exp,; L= 45-0-
Unb2lar� d snow loads have ben
r-r���drd ��r this design.
ThIs truss has been designed for greater of min roof live load of 17-0 psf or 2.00 t[mes
flat rpt load +nf 35.0 pf on overhangs
non -concurrent with other live loads.
This truss has been designed for a 10.0 p f bottom chord live 1 c)ad n oncon
urrent with any other live load.
Ail Plates are 1.5x4 MT20 unless otherwise indicated,
Gab,le studsspaced at -- o-
Provide mechanical onneG on (by others) of truss to be rin late capable of withstanding
joint 10 and 604 lb uplift t joint 17.
�' � ��d�n � l� uplift �t ���r7t 1, � I� uplift ��
This truss is designed in accordance wEth the 2003 J nt rnati on a J Residential Cod tion
referenced standard i P1 1. F .1 1.1 andR802,10-2end
LOAD GASES) Standard
Job
d
STOCK
I rU ' - -
I
F1.
1V1FUNLN 1 -I F, Ida 0 Falls, 1D 83403, JEROD
I ype
TRUSS
Qty Ply Q I F L ET 12/29 D
I
7 1
Job Reference (opup
6.200 s Feb 11 2005 MiTek Industries, Iris. Fri Jan 06 1
3-22:06 0Page 1
-1-6-0 7-1-10 14-0-06 28-0-0
6-10-6 6
Scare = 1.48,
W MT18H
4
8 7
y� 6 x 1#
0
1.5x4 11 3X8_ 3x6 I, S4 i i
-- 20-10-6
7-1-
-1 -
-1-1
Plate is K :0.1- r . -1- rEd
LOADING pf)
T L L
35.0
1 4 -U -V
ubl
I
DEFT
(Roof
Snow -35.0)
Plates Increase 1.15
TC 0,96e
t(LL)
T DL
8.0
Lumber Increase 1.+15
BC 0.72
Vert(TL)
BOLL
0.
J'r r
E3 MO
icor TL
BCDL
Code IRC2003/TP12002
(Matrix
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1,5E *Except*
T2 2 X 4 SPF 210OF 1.8E
80T CHORD 2 X 4 SPF 1650F 1.517
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 6=1408/Mechanical, =1573/0 -5 -
Max H or = (10 d case
Max Uplift --Ian% case )r =-1 (load case
Max Grav 6(load case ), _1 (Io d case
in
-0.1
-0.29
0.0
BRACING
TOFF CHORD
BOT CHORD
QED
FORCE 0b - Maximum Compress 1!on1Ma i um Tension
TOP CHORD 1-2-011 09F 2-3 --2513/123, -4--1554/1 1,4-5=,-15561147,.5-6=-2600/141
BOTCHORD 7 42 p =-46/2 } T ,7-8=-46/20 38, -46/2038
WEBS -10=0/268? 3-9=-1 0 4/1 8P 4-9--34/837t 5-9=-1 132/158, 5-7=01273,
L/d
240
180
n1a
PLATES
MT20
>999
I 'IT 1 8H
Weight: 107 lb
Structural wood sheathing directly @ pIi d1
Rig'[d Ge'l.1ing direGtly applied or 10-0-0 bracing.
1 Row at rn id pt 3 -9,5 -
NOTES
1 ) Find: ASCE 7sT 90rnp.h, h,ftr TDL=4.f; BDL=.f; Cats C) 11` F
xp D L=1. plate Grp COOL=1. _ enclosed; MWFRS t ri r a r"
TCLL: t f= -0 p f flat roof snow); Exp r Full Exp_
nb2lanced Snow loads have beenons-, eyed for this lesson,
4) This truss has been designed: for greater of miry roof live load of
�7. �f or 2,00 tires flat roof load �f � f �roverhangs
non -concurrent with other Jigslad
This truss has been designed for a 10.0 p f bottom chord rive
load nonconcurrent with any other live [cads.
Ari plates are IVIT20 plates unless otherwise indicated.
Refer to girder(s) for truss. to truss connections.
Provide mchnialon r� �tir� �bothers) f true t� bearing i�:� .�
join' 2. rtl t r rrr l uplift t i t 1 uplift t
) Th[s true is despied in amordence with the 00 I ntrn ati on
al Residential Code Sections R502,1 11,11 and R802.10,2 and
referenced standard' ANS IITI 11.
LOAD F() Standard'
GRIP
1 97/1 44
197/144
.74
Job
Trus Tri -z. ,T e
a ,
70 p :Fl I�, F TRUSS
STOCK MPONENT -I FT Idaho Fall ID 83403, JEROD
r1-- 14.0_0
4x4
on
TOG t2
Tr6
5 yyy I T
////////��p�"(I/ $T5
3 T2
z
iI
5.5 — 29 - zR - 27 - 26 25 � 24 23
28-0-0
28-0-0
1
1 e Job Reference o 6.200 s
Feb 11 2005 WTek Industries, Inc. Fri , n 3:22:07 2006 Page I
N
22
10
'fit ffot �a : :0-6—,0-1-1 16.0-0'Lr—"�1 ' [20-0-2-8,0-3-01
LOADING (psf)
TOLL 35.E SPACIN 0 I r DER in
(Roof no' ®35.0) Plates Increase 1T15 Tc 0.42 Vert(LL) -0.04
TCDL 8.0 Lumber Increase 1.15 ESC .0,19 Vel TL -0.0
B LL 0,0 Rep Stress .[ncr NO WB 0.30 Hor (TL) 0.00
BCDL 8.0 Code IF 03/TP1 0 (Matrix)
LUMBER
TOFF CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SIF Stud/Std
BRACING
TOP CHORD
BOT CHORD
`EBS
--28-0-0
0
5X 5_
000)
1/doff
L/d
1
n1r
120
1
n/r
90
16
n/
n/
14
PLATES GRIP
Mild 197/144
� Weight:1351b
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Frigid ceiIin d i rectjy applied or 10-0-0 oc 'bracing.
I low at midpt9-23
REACTIONS (Ib/ i ie113_98/28-0-0= 99/28-s - r 23-177/28-0-0 =203128-0-25=204/28-0-0,
a
28=219/28-0-0, - 144128-0-0, =203/28 -0-0t 21;--203128-0-0, 20=202/28-0-0x 19=207128-0-0,
18=197/28 -0 -Op 17--229/28-0.0
Max Ho =load case )
Max Uplift 1 =- (l o d ca )A =-7 (load case ), 4=432 i o d a 7 ..
� �� lob o �� = (Ioa.d case 7)',
_
- 7 Io d case 7), . 8=- 0(lo d case ), - (lo d case ), = 0loud case= l
=,.B(Coad case 1 _- to �r 1=;-44(load � o �,
ad case , �1 =- 8(load case )r 1 =- 8(io d case 8)
Max Gray 1_ 1 (1oa d o o ), .x_444 J oad a e ), 8 �17 (l o d ca 1), = 8 load c se 5
T --(load a , =1 load o � �, ��load � �r
21 -z296(load case 3)t - case ), 8-321(load case ), = 0 (load case ), =308 load cage
-294(load case )a 1 Voad case ), 1 - to d case 8)r 17-33.5 (load case
.)
FORCES (lb) - Maximum Compression/Maximurn T ns on
TOP CHORD 1-2=0/107, 2-3=-195/129,3-4_-156/1 I 9T 4-5=-123/118, 5-6=-91/1 1 - _-7-8--91/127t
146,
-10=-96/1 1, 10-11 =-9011K �11-1 `�I a
9 1 a y �fj/67' 1-`18=�-96/43, -1 -1 =-96/38, 1 �-1 =-98/40: 15-16--115150
CBOT CHORD2-29=-331107, 23-24--33/107
?28-29=-33/107, — 8--3 31 1 07a26-27=-33/107, 25-26=-33/107'; 4— =-33/1 T
SFE �-�� �� 4��-�'�' 19 -20= -32/107a18 -19=-32/107,p 17-18=-32/107'F 16-117=-32/10-7
1 x 7- _-265/61 r - =-266158, 5-27--263/58, 4-28=-276/63;3-29=-222/54510-22=-276/4,9
, 11-21 z --- / r 12-20-263/57, 1 -1 _-266/59? 14-18=-261/581F 15-17=-280/68
NOTES
1) Truss do r ned for wind loads in the plane of the tares only_ For studs exposed to windnorma
Gable End Detail�� l t t f co a seiT t d rd
T LL: ASCE 7-981 Pf =35_x} p. f (flat roof no x Exp Fully Exp..rUnbalanced snow loads hasa been considered Rdr�d for tai ��_4)
ThIs truss has been designed for greater of min roof live load Of 17.0 . f r 2.00 times o
non -concurrent with other liveloads, � flat roof load of _� ��f o� overhangs
j This truss has been designed for a 10.0 p f bottom chord hve load
nonconrrnt w1th any other Vve loads -
6)
All P12tOS are 1.5x4 MT20 unless otherwise indicated.
Gable requires continuous bottorn chord bearing.
Gable tud spaced at 2-0-0 oc.
Provide mechanical connection (key others) of true to bearing lata capable of
� � � withstanding5 Ib uplif2P 32 t at joint 16, 75 Ib upIrft at joint
lb uplift at point 24, 42 Ib uplift at joint 25, 39 1b uplift at joint , 7 1b upIi t joint 0 1b uplift
a � l b u �I ift �t joint, �� I b u�ii�t �t jai �t 1 r 88 1 � u I ift at '�air�t 1 � t � , .at joint , 8 Ib uplift at j ci r� t
��rtt 1 .
p b ul Ott t joint lb uplift at �oi nt 1d lb upleftt
o i hued on page
Cale = 1 ,48.8
5 _
Truss
Fr. Type
Q63706 FIG TRUSS
STOCK COMPONENTS -IF T Idaho- Falls, ID 83403. JEROD
----------- ---
Qty Ply KE R 12/29 DG (ID) R
Job Reference
6.200 s reb 11 2005 Welk lndustraes, Inc. F:d Jan 06 13-22:07 2006 Page 2
NOTES
10) This truss is designed in accordance with the 2003 international Residential Code sections R502.1 1.1
LOAD CASE(S) Standard
and R802.10.2 and referenced standard ANSI/TPI 1.