HomeMy WebLinkAboutTRUSS SPECS - 07-00357 - 304 Jill Dr - New SFRFRANKLIN TRUSS �
515 VldESi MAIN ST �.
JERC]l'JkE , {D 83338
Phone: (208)324-8161 Fax: (208)324-6973
Project Block Noh-
KA^eslzl�
Lot No:
To:
FRANKLIN POCATELLO
" --------- 1..
contacts Site:Offices Deliver To:
r� .w
2M:
Phones
Fax-
EIZZ; L 1 LC7 L k V%_r 1__.{ N.- 1 1 %e %-o 1 i. a__.r ti p.
profile-.
Qty-.�Truss Id'.
KARTCHNER HOMES
WINCHESTER MODAL
XG
Span: Truss T
Estimate
Job Number'.
0700357
304 Jill Dr -.Kart I ier
LOH
Each: I Total:
3 o .0 Minutes 9-6-5 c 22 - I - 8 M $47-05 BF 86 - OD
I Al !22-1
-1 � 'GABLE 8.00 0-0-0 0-0-0 7-87 $92-30 _30
e
162
Ik 0.00 L 18.92 n. .25
M $331.15 BF 578,67
r7 A2 22-1 -8 ATTIC81.00 ° 1 -4-0 1 - 4 - 0 C $59.89 I $92.56 547 9
1 I r each 2X612X8 L $127,31, An: OK Ma. 5
.0 Minute ` 1 - 8 $92.37 EBF 161.33
2 A3 22-1 -8 ATTic 8T00 1 -4-0 0 - G - 0 $20,24 $92,57 $185.14
I
155 Ibs, each / 1 Row Lot Brace � 0.00 L $35.49 n} 1 Ma.25
.0 Minutes �r 177.81 BF 312.00
4 4 - I - ATTIC .0 - 4 - - - $34.78 7. $351.5
� s
155 lbs. each' X61 X8 0.00 G - - 0 L $68.64 n: OK Ma.25
(1) 4 -Ply .0 Minutes -10- 10 .24 EBF 34+1.33
4 A6 d
22-1 -8 ATTic8.01 0-0-0 0-0-0 $40.66 $101,87 $407.48
R
1681bs.each 2X812X8 0 � _ :s0- 2 - 0 L $75.09 Apt: OK Ma.25 a
-0 Minutes 4-9-9 17.41 BF 34.67
I Bi 14-4-0 GABLE 8.00 0-0-0 0 - 0 - 0 C $3.24 $35,35 $35.35
I
59lbs.each L $7,63 n: OK Ma ..
. Minutes $15,61 i 1v 8,
1B 14-4-0 ROOFTRUSS 8.00 0-0-0 1-4-01. � � � .
.. zz
1 0.00 ar F L -31 r�. 1Ma 5
51 tbs. so
I®._ _ ._. _. l- . . - --_
.0 Minutes i - 5 -4 $44.11 6 13F93,33
r sCA 26-3-0 GABLE 8.00 - 0-0-0 C $9- w $92.88
_L An: : 0 tea , 5
168 Ibs. each 0.00
.0 Minutes 19-7-14 fM $34.25 BF 62.67 �
C2 $64.23
"
1 +1 Ib . each 0.00 L $13.79 n: OK Ma.25
E .0 Minutes : - 7 - 141 M $66.23 BF 121.33
ROOF TRUSS 8.00 0-0-0 1-4-0 $5.98 $61,82 $123.64
11 ib . each 0!• 00 L $26.6 I f 'i 5
(1)2 -Ply .0 Minutes 1- 7 14: M $82.59 BF 168..00
4 26-3-0 ROOF TRUSS 8.00 a 0- 0 0 1-4-0 C $22,36 $88. 70 $177-4
o
'I 5
Ibs. each 2X412X6 0.00 L $36.96 An. OIC Ma.25
71.0 minutes 3-8-4 -0-0 -0-0 $12,68 F .33
D1 11-0-0 ROOF TRU 8.00 0 - 0 - 0 0-0-0 -31 $26,95 $2&95
43 lbs. isach
4 L$557 n. a.
1.0 Minutes 4-0-7 M $15.31 BF 30.67
1 D2 11-0-0 HOWE 8.00 0-0-0 C $3.'17 $31,54 $31.54
5 Ib.f L.`' n: Iia.5
G Minutes 5-2-14 ` I -1F 1,00
' Ej 1 16-0-0 MONO TRUSS 8.00 1- 0 Q 0 C $4.97 $13.12 $11 8M
25[bs.each 0.00 d L $26,40 An. OK 1
.0 Minutes 2-6-14 M $15.63 BF 30.00
EJ2 2 0. 0 MONO TRU35 8.00 1-4-0 0 - 0 - 0 C $2.76 $6.25 S31.25
I b 0_.00 L $6.60 +n. I � . 5 _..,
.�.r r, .0Minutes-_ M $30,93 13F 52,00
o
F1 23-1 -8 ROOFTRUSS8.00 0-0-0 1 - 4 - 0 G $7..43 $65.00 � $65.00
11 lbs. each B mo L $13,64 n: OK Ma .25
(1) -PI ,0 Minutes 10-9-3 c5-8-0 $91.79 BF 184.00
2
'I F 1-4-0 1-4-0 1. 3 $92.50 $185.00
t17 I b.. each
i L $40,48 An: .
.0 Minutes 1 y
` :.. rf r,
I F12 15-2-0 GABLE 8.00 0-0-0 04. _ A,
4
7 abs. each 0.00 _
.0 Mhutes4- - 19.28 BF 40.00 r
1 F13 1 ROOF T. U 8.00 1-4-0 $2.67 ! $38.44
73
Iki 0.00 L ., Ari..
_ I jute
I F14 16-2-0 1 0F TRUSS 8.00 1-4-0 0 D -0j C .� $36.8
I -A1bs. each 1 Flow Lot BmCe 0,00
FRANKLIN TRUSS
515 WEST MAIN ST
JEROME, ID 83338
Phone: (208)324-8167 Fax: (208)324.6973
Fr j t; L51OCK NO -
Model: Lot o:
Contacti Site: Off ii
Dame:
Rhone.
Fax;
Tr2, ntntiw,= nisi 1v*m 1) tip `
1
To: Fctimata
FRANKLIN POCATELLO
De[iUer To:
KARiCHNER HOMES
WINCHESTER C MODEL
RExBuRG
Joky Number:
Page:
i
Date: 07-26-2007 - 12:36:41 P
Project 0: 0727KH
Account p 303490627
Designer, BOB WHILLOCK
Salesperson: JOHN
i
Quote Number
Profile: Qty: Truss Id: Span'. Truss Type'. pitch LOH ROH Each'. Total:
I HI
1 I HRS
J1
. Minutes
3 - 2 - 3
,0 m1nutes
7 - 4 - 7
F 21.33
1,68
BF 42.67
1
F1
15-2-0
0 i
2 0.7 8
ROOF TRUSS
8.00
1
- 4 - 0
0_0_0
I
1C
$2,48
$41.94
$41.94
a,
79 lbs. each
.0 Minutes
- -
1 Raw Lit Brace
0.00
3.6-
EBF 6-67
L $9.39
_ _. n:: O -K
Ma.25
i
5,86 1
- 10 - 10
0-0-0
0
$7.09
r0 Minutes
B-5-7
0.00
28.0
BF 54.00
L $1.47_
I
F16
15-2-0
.0 Minutes
ROOF TRUSS
8.00
1--4-0
' 0
-- 0 -
0
C $3.33
$58.50
$58,50
1 FT tJ
8.
103 « - each
2X4/2X6
I Row Last Brace.
3.00
,
i
�
L $11,88- --
M $27.81
n: OK
B1= 56.00
Ma.25
L $2,05
M .0 Minutes 8-11-14
Ma .2 �.�
F1 r
..•. i
11 -
I--0 Minutes
:
�1 OO I T S
.0
-
BF 14.67
r
$27,04
, 08
4Ib , ach
3.00
1 �
-
�
i -
I
L $12.32
1
Ari. O
Ma.25
$69.53 ; F 140.00
0 - 0
1
.3
F1
$14.93
'1 '1 -
-
ROOF TRUSS
8.80
0
- 0 - 0
� 0
- �
0
7,
i �.�4
13.20
2 lbs, each
,00
i
. -Minutes
3,00
- _14
L $3.23
Air.
1� a r2
e
L $30.60
! M $32.67
Q An: OK
BF 64.00
Ma .
F
23-1
'ROOF
TRUSS
8.80
0
- 0 0
1
- 4 -
0
iC $4.53
$54,10
$64.10
120lbs.each0,00
A
L $14.08 -
1 n. `til
. 25
._. .�
, 0 inut ....._
Minutes
7 -10 - �1
1�.�1 $33.60
i B F 33, 6.E
IS662Q
23-1-8
0-0-0
i
- 4 -
0
4.74
$66.26
... .
126 lbs, each
L� $14.67
1
An, OK
_..y
a . 2
.o Minutes-
2 - 14
$36.67
� BF 70.00
i
F4
-1
-8.00
'ROOFTRUSS
I�1
10-0-
1
-`T-of
$4, DO
� �
k��
132 lbs. eaoh
i
1 Row Lat B ; 0.00
L $15.40
Ari, OK
Ma .2
.0 Minutes
10-3-14
M$43.89
BF 32.67
I
F
-
8
FZOOF TRUSS
8.80
1
10-0-0
i 1
„ 4
$5.45
I $84.41
$84,41
�1 lis. h
oLit r0.00
�
�
L 1 .1
An:
1a .2
1 .
_. _
r0 Minutes
10-9-3
M $36.68
BF 66:6
1
F6
23-1
-
ROOF: F: TRU
8.80
0-0-0
�1
-4-0
C $3.801
$68.94
$68.94
127 lbs, each
1 Flow Lat Brace 0.00
L $14,67
An:. OK
Ma .2
.0 Minutes
1 - 1@ - 4
$140.85
� BF 266°67
4
F
23-1
-8
ROOF TRUSS
8.00
0
- 0 - 0
1-4-0
C $1 .34
$67.61
$270-44
126 lbs. each
1 Row Lat Brace' 3.00
L $58,67
Ari: OK
Ma .25
_
: 0 Minutes
10-9-3
- 3 - 0
M $78.55
BF 150.67
2
F
28-7-0
ROOF TRUSS
8.80
1-4-0
'1-4-0
C $10,35
$76.28
$152.55
X42 lbs. �•I�
3, 00
�
L 33,1
m
Yre _
1 a .2
i
-__ - _ .
.0 Minutes
4 - 7 - 0
.
--_ ..__
M $24.15
BF 49.33
' '1
-
SLAT
0.
0 - 0 - 0
,
-
-
$6-37
$51.71$51.71
3 lbs. ach
2X412
2 Rows Lat Br, c 0.00
_
L 1 D,85 r
An: OK
Ma.25
.0 Minutes19-10-3
$32.37
BF 64.00
H F F 1
8-2-6
GABLE
14.42
0-0-0
0-01-0
C $3.31
$31,10
$62.20
7 Itis. each
1 Row Lat Brice
0.00
_
L $14,08
An: OK
Ma .25
.0 Minutes
10 -
M $25.31
B1' 48.00
I
H F F 1
18-0-0
GABLE
14,42
0-0-0
.0-0-0
C $2.76
$48.29
$43.29
8 lbs, each
3 Rows Lat B ra
0.00
s8-2-11
L 10_ _ -.._
An:
_, ..
I HI
1 I HRS
J1
. Minutes
3 - 2 - 3
F 21.33
ROOFTRUSS
5.66 1-10-10
0-0-0
C $1,24
0 i
2 0.7 8
313 - each
0,00
I
L 4-
An{ OK i
a,
.0 Minutes
- -
3.6-
EBF 6-67
w
2 -
9 - 3
ROOF TRUSS
i
5,86 1
- 10 - 10
0-0-0
0
$7.09
$7.09
12 lbs. each
0.00
L $1.47_
An: OK
1a _ 25
.0 Minutes
2-6-11
$5.32
BF 9,33
1 FT tJ
8.
- 4 -
0-0-0
r3
$4,84
,
lbs. each
O.00
L $2,05
An-, OK
Ma .2 �.�
..•. i
I--0 Minutes
13-10-11
BF 14.67
i -
11 '-
11 ROOF TRUSS
8.00 1-4-0
0 -
0 - 0
.3
$7.48
$14.93
4 lbs.
,00
L $3.23
Air.
1� a r2
FRANKLIN TRUSS
5'15 WEST MAIN ST
JEROME, Id $333$
Phare: (208)324-8161 Fax: (208)324-6973
Project: -- ^. _ � Block Na:
Model: dot leo:
Contact
Name:
Fon:
r__.:.
Site-,
Tentative Delive
Date:
Office:
To:
1 FRANKLIN POCATELLO
Deliver To:
KARTCHNER HOMES
WINCHESTER C MODEL
REXBURG
mate
'Job Number:
Page:
Date:
Project I:
Account or
Designer:
Salesperson:
Quote lumber.
3
07-26-2007 12:36:41 PM
0
303490627
BOB ''HILLOCK
JOHN
F%�M�.�irJ
- -1
O-OL-bI O -U -1Z
Job Truss 'truss hype
0727KH Al 3LE
FRANKLIN BUILDING U PPL , JEROME, ICS. 83338
Plate Offsets (,Y),
I
-5- 1 10-3-1:3
4-5-0 -'10-10-bXV 1612
2x4 -1,
ME=
Qty Ply
Joy -�f r nce (optional) --
.400 s Aug 1 2006 MiTek industries, Inc. Thea Jul 26 1:2,19,48 2007 Page 1
5-10-13 -
is
2x4 f i
2x4 11
T-21
9
2x4 11
}� 4x
o i-._ 7
A
WCR2-----S'- V-2
E�
3X5 H 4x6 _ 6X1 = 46 3x5 E I
4 2A 11
4-5-0 17-8-8 22 -1 -
9:0-2-0,0-0-411-1
+J•0.12-010-41141 1:0-2-0,0-0-4]
LOADING
(ps�
SPACING
2-0-0
CSI
aEFL
in {Iac}
Ildefl
Ltd
7GLL
35.0
� Plates Increase
1.15
TC 0.28
Vert(ILL)
nla -
nla
999
TCDL
$.0
dumber Increase
1.15
BC 0.17
Vert(TL)
nla -
rola
999
SCI.L
0.0
Rep Stress Irrcr
YES
WB Q.23
Horz(TL)
0.00 8
n/a
nla
BCL
8.0
Cade IRC2003fTP12402
(Matrix)
LUMBER BRACING
PLATES
MT20
Weight: 163 1b
Scale = 1:58.1
GRIP
220/195
T H GHURD 2 X 6 DF SS TOIL CHORD Structural wood sheathing directly applied or 6-0-0 purlins,
BOT CHORD 2 X 8 DF SS except end v rtl calls.
WEBS 2 X 4 DF Stud/Std *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
W97 2 X 4 DF No.1 'Btr, W98 2 X 4 DF No,1 &Btr
OTHERS 2 X 4 CSF Stud/Std
REACTIONS Oblsi ) 12=672/22-1-8, 11=508/22-1-S., 9=508/22-1-8, 8Z--672/22-1-8
Hort 1 = 05(lo d case
Max UpIiftl _- 1(load case , 1 ! �- 1 Ic d case , =- 14(10 d case , =- (Io d case )
Max Grav1g7lod case 1)t 11 T(load case 1), =load case 11),-r(load case +1)
FORCES 0h - Maximum. CompressionlMaximum Tension
TOP CHOFZD 1-2=-712/731 2-3=-795/1 81 t 3-4=-521751 4-5=-53175P 5-6-795/180, 6-7--712/691 1-12--678/50, 7-8=-678/49
BOTCHORD 11-12=-2811270P i -11= 791530, 9-10=-79/530P 8-9-.;:-29/44
WEBS 3-13-605/2631 5-13=-605/263? 2-11--567/2791 6-9=-567/2781 1-11--50/5221 7-9=-53/522, 4-1 -=-27191
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 'Find: ASCE 7-02; 90mph; h= ft; T L=4.Opsf; CSL= . p fp Category II; Exp ; enclosed; M FR gable end zone; cantilever
left 2nd right exposed ; end vertical left and right exposed; Lumber DOL:!!! 1 -33 plate grip DOL -1.33.
Truss .designed for wind loads in the pl-ane of the truss only. For Studs exposed to wird (normal to the face), see MiTek "Standard
Gable End Detail"
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection -
6)
n p tion-
Gable requ1r s continucus bottom chord bearing.
7) Gable studs spaced at - -0 oc.
Ce[ling dead load (5,0 p f) on member(s). - 1 5-6, 3-13, -1
Provide mechanical connection (by others) of truss to hearing prate capable of withstanding 61 Ib uplift at joint 12, 215 Ib uplift at
joint 11, 214 Ib uplift at joint 9 and 6D Jb uplift at joint 8.
10 This truss is designed in 2Ccordance with the 2003 International! ResIdential Code sections R502. 1, 1.1 and RB02,10.2 and
referenced standard AN S VTP I I _
LOAD CASE(S) Standard
I
I
Job � Truss !Truss Type
0727KH A2 roc
FRANKLIN BUILDING SUPPLY, JEROME. {D. 83338
1--0 --0
--- 1�--
'q— '
0
6A00 s Aug 1 2006 MiTek Industries, inc. Thu Jul 26 12-.19:5D 2007 Page 1
-0- -. I ____ ___ ..-�. _ . 1:-- 22-1-8
Plate t XkY): [g -:_0 -3 -Q00 -1-12j5 [ Oji 1I0-3-810-4-0], [110-3-8 -0-4-0]
LOADING
tps�
SPACING
2-0-0
csi
TOLL
35.0
Plates increase
1.15
TC 0.96
� TCC]L
8.0
Lumber Increase
1.15
8C 4.58
BCLL
0.0
Rep Stress Incr
YES
1N13 4.96
BCDL
8.0
Code 1RC20031TPE2002
(Matrix)
LUMBER
TOP CHORD 2 X 6 DF SS
BOT CHORD 2 X 8 DF SS
WEBS 2 X 4 DF Stud/Std *Excepts`
7 2 X 4 DF No. 1 &Btri W98 2 X 4[ F No. 1 &Btr
EVI 2 X 4 LSF No, 1 tra EV2 2 X 4 LSF No, I &Btr
REACTIONS (IbIsize) 14=198310-5-8, 10=198310-5-8
Max Harz 14--326(load case 3)
Max UpEift14--165(load case 5), 10=-165(load case 6)
DEFL
Ver-t(LL)
Vert(TL)
Horz(iL)
in
(loc)
x
L/d PLATES
I/deft
-0.55
11-13
>477o
MT20
-092
11-13
>286
180
0,01
10
n1a
n/
BRACING
T' CHORD
BOT CHORD
''eight: 159
Structural wood sheathing directly applied or
except end verticals,
Rigid ceiling directly applied or 8-6-0, oc brac;
FORCES Id) - Maximum orrlpr ian/l a ci urn Tension
TOP CHORD 1-2=0/771 2-3=-1943/76, 34--1487/198t 4-5=-30/1109P 5-6=-31/1109, 6-7=-1487/198, 7-8=-1943/761 8-9-0177)
2-14=-2152/83, 8-10=-2152/83
BOT H RD 13-14=-319/3681 1 -13=0/1362, 11-12- 0/1362? 10-11-01211
WEBS 4-15=-2760/23816-15=-2760/23813-13=0/738, 7-11=01738,2-13=-21112951 8-11=-25/129515-15=-71251
COTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; ; ph; h= f.; T D -4.Dp f; C L=4. p f; Category 11, Exp ; enclosed; MWFRS gable end zone; cantilever
left a rid rig ht exposed ; end verti cal left ar)d right exposed; Lu m br DO L- 1. 33 pl2te Drip DO L= 1. 31
This truss has been designed for a 10,0 p f bottom chord Eve load noncon urrent with any other lives Ioadq.
4) This true
requires plate inspection per the Tooth Count Method d when this truss is chosen for quality assurance inspection.
5) Ceiling dead fond ,0 psi on member(s) . -41 -71 4-1 �6-15
Bottom chord live load (40,0 psi and additional bottom chord dead Icad (10.0 p f applied only to room. 11-13) Pravide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 14 and 155 lb up[ift
at joint 10.
This truss Is designed In accordance with the 2003 International Residential Code sec;tions 8502.1 I �I and 8802.10.2 and
referenced standard AIDS I1TPI 1,
LOAD CASE(S) Standard
Some = 1:55.4
Truss
j
0727KH JA3
FRANKLIN BUILDING SUPPLY, JERQME, !D. 83338
PIate Offset§ (�,Y
LOADING
(psi
TOLL
35.0
TL
&C
B LL
0.0
DL
8.0
0
c
4-5-0 --0
True Type _ Qty._-_ ePly
I �_
,IC 12
6,400 s Aug 1 2006 MiTek Industries, Inc. Thu Jul 26 12:19:52 2007 Page 1
12-3-15
---
--
5-4-9 1-3-3 1-3-3
3X5 VV500
3x5 11
4--
1
f�
12.
Plates Increase 11
Lumber Increase 1.1
` Rep Stress Inr YES
Code I I /TP 12002
11
1
1
H
r ULtL In ticc)
TC 0.97Vert(LL) -0-5510-12
BC 0.59 Vert(TL) -0,9210-12
B 0.70 Horz(TL) 0.01
LUMBER BRACING
TOP CHORD 2 X 6 CSF SS TOS' H 1 1
BOT CHORD 2 X 8 DF SS BOTCHORD
ELAS 2 X 4 DF told/ `td *Except* JOINTS
W97 2 X 4 DF No.I Btr, W98 2 X 4 DF No.I&Btr
EV 1 2 X 4 DF 1o. l Btr, EV2 2 X 4 CSF No I Btr
REACTIONS Ob/size) 13-=198810-5-8, 9=183910-5-8Max Horz 13=343(102d case 4)Max Upllift13-164(lload case 5), 9=-85(load case 6)
PLATES
Mi2022,01195
Weight:
C)
tr ur i1� ti i" 11r,- t1 IJ�Ii0,.J p
Rigid i1 i rig directly ppl i d' or 8-3-12 oc bracing.
1 Brace at Jt): 1
FE (Ib) Maximum omrionlimm Tension
T Hid 1 -_7, -=-1 /7 -=-1/1 , 4-=;-/1 1 1 1, -=-29/1 1 -_-1 11 , 7-_-1 4711 -1 =
-1 1
NTE
1 LJnIaI2nced roof live loads have been considered for thi' design.
Wind: E -0 0rnph' h_ft; TSL=4.psf; BDL_.f; Category IIa Exp ; enciosed- fI=F b1 end zone, cantilever
left d right posed p n rfil Ifs n right exposed; Lumber DOL=1.33 plate grip E)L=1..
This trugs h2 been designed for a 10-0 f bottom chord live load nonconurre-nt with an other live loads,
5) Ceiling dead load (5,0 ps� on nnember(s). 3-4, 6-71 4-140 6-14
This truss requires plate inspection per the Tooth Count Method'when this true i chosen for quality assurance inspection.
Bottorn chord live load (4. P rid addGtional bottom chord dead load (10. 0 p applied only to room _ 10- 1
7 Provide mechanical connection (by others) of tri. to bearing plate capable o withstanding 164 Ib uplift t joint 1 and 85 Ib at joint 9.
uplift
This truss i designed in accordance with the 2003 International IIdnti! ode sections R502.1 1 -1 and R802.10.2 and
referenced standard 1111T 1 1.
>472 360
LOAD CASE(S)
Standard
Cioetl L/d
>284 180
PLATES
Mi2022,01195
Weight:
C)
tr ur i1� ti i" 11r,- t1 IJ�Ii0,.J p
Rigid i1 i rig directly ppl i d' or 8-3-12 oc bracing.
1 Brace at Jt): 1
FE (Ib) Maximum omrionlimm Tension
T Hid 1 -_7, -=-1 /7 -=-1/1 , 4-=;-/1 1 1 1, -=-29/1 1 -_-1 11 , 7-_-1 4711 -1 =
-1 1
NTE
1 LJnIaI2nced roof live loads have been considered for thi' design.
Wind: E -0 0rnph' h_ft; TSL=4.psf; BDL_.f; Category IIa Exp ; enciosed- fI=F b1 end zone, cantilever
left d right posed p n rfil Ifs n right exposed; Lumber DOL=1.33 plate grip E)L=1..
This trugs h2 been designed for a 10-0 f bottom chord live load nonconurre-nt with an other live loads,
5) Ceiling dead load (5,0 ps� on nnember(s). 3-4, 6-71 4-140 6-14
This truss requires plate inspection per the Tooth Count Method'when this true i chosen for quality assurance inspection.
Bottorn chord live load (4. P rid addGtional bottom chord dead load (10. 0 p applied only to room _ 10- 1
7 Provide mechanical connection (by others) of tri. to bearing plate capable o withstanding 164 Ib uplift t joint 1 and 85 Ib at joint 9.
uplift
This truss i designed in accordance with the 2003 International IIdnti! ode sections R502.1 1 -1 and R802.10.2 and
referenced standard 1111T 1 1.
>472 360
LOAD CASE(S)
Standard
Cioetl L/d
>284 180
.lob 'Truss 1Truss Type
0727KH A4 TIG
FRANKLIN BU[LDING SUPPLY, JEROME, 1, 83338
B
I
Qty
E
Ply
Juu meter rice opfio n aI)
6,400 s Aug 1 2006 MiTek Industries, Inc
Thu Jul 26 1219'54 2007 Page 1
-0 � 9-9-9 11-0-12 17-8-8 _ 21-11-8 4-
1- --0 4-5-0 -4- 1-3 1-3-3 5-4-9 -0 0-2-0
3X5 X500 —
113 12 11 10
3x5 11 8X8 6X10 8X8 --
4--' 17-8-8 1-+11-
4-- 1--8 4--
riate Offsets LA, T):
[.Z:U-J-U,U-1-1ZJ,
Lumber Increase
[12:0-3-8,Q-4-0
BC
0. 60L
I Vert(TL)
LAIIIII'M
10-12
PAS
180.
BOLL
0.0
Rep Stress Incr
'SES
2
lNai1 1n (IQC) uo$fl L/d PLATES
TCLL 35.0 Plates increase 7.15 3C 0.94 Vert(LL) -0.54 10-92 >482 360 MT20
T U L
Lumber Increase
1.15
BC
0. 60L
I Vert(TL)
-0..90
10-12
>290
180.
BOLL
0.0
Rep Stress Incr
'SES
WB
0.94
Herz(TL)
0.01
9
nfa
n1
13 GD L 8,0 I Code f 0P [2002 (Matrix)
,LUMBER BRACING
Weight: 165 I
Scale = 1:54.3�
1
I
JI
2201195.
Tor- r1I L.J Z A 11D U1= TOPCHORD Structural wood sig nthini Hirpf-fly P nlierl er - - n urj
BOT CHORD 2 X 8 DF SS
WEBS 2 X 4 CSF Stud/Std *Except*
VV97 2 X 4 DF N o. l B tr, W98 2 X 4 DF 1 o.1 &Btr
E 1 2 X 4 DF Nc.I&Btr, EV2 2 X 4 DF 1 o.1 Btr
REACTIONS Ob/size) 13=197410,-5-$, 9=183710-5-8
Max Horz 13=345(laad case 4)
Max Upii€t13=-163(laad case 5), 9=-82{1Qad case 5}
except end verticals.
BOTCHORD rigid ceiling directly applied or -0-1 oc bracing,
FORCES (Ib) - Maximum Compression/Maximum Tension
TOPCHORD 1�- —DF7.p - =-'1 =-147511 , 4- =-2811 089', - -261109016-7 1477/1971 - --1 14/71, 13=-2134
,
8-9=-202815B
B OT C H OR D 12-13=-338/346, 11-12-0/1348, 10-11=0/13481 -10;.19121
WF -BS 4-14=-27211232? 6-14=-2721/232, 3-12=01730, 7-10°=0 , 2-12=-2211280, 8-10=-31/13041 -14=--61248
NOTES
1 Unbalanced roof live leads have been considered for this design.
Wind; ASCE 7-02; 90rnph; h=25ftp T [ L=4. p f; B C L= 4.8p f; Category 11; Exp ;enclosed- MVVF, gable end zone; cantilever
left and right exposed ; end vert6l left and right exposed', Lumber D L=1 .33 p1'ate grip D L=1. .
This truss has been designed for a 10, 0 p f bottom chord I ive load nonconcu 'rent with any other live loada.
4 This truss requIres plate inspection per the Tooth Count Method when this truss is chosen for quality assurance e Inpetien.
Ceiling dead load (5.0 psi on member(s)- -4, -71 4-14r -14
Bottom chord live load (40.0 pso and additional bottarn chord dead lead (10.0 psi applied only to .room. 10-12
7) Provide mech2nical connection (by ethers) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 13 and 82 lb uplift
t joint 9.
This truss is designed in accordance with the 2003 International Residential Cede sections R502. 11, 1 and R802,10.2 and
referenced standard ANSI/TPI 1 -
LOAD CAS E() Stand rd
Job � Truss Tress type
�0727KH RS i-ommk A1C
FRANKLIN BUiLDiNG SUPPLY, JEROMP, !b. 83338
co
11,
8X8
--0
3x1 2 11
Qty Ply
41
J 1 Jcp Reference 22ticnal
6,400 s Aug 1 2006 MiTek Industde , Inc, Thu Jul 26 12-19-56 2007 Page 1
1-0-1
5-7-11 1-0-11 -fir 11 4-3-o 0-2-0
—
1-0-1
3x6
3x5 'I 6xG 6XI
4-5-0 a 17-8-8
4-5-0
- -
4--0 1 --
Plate Offsets 0-3 -8]
L WADI (psi SPACING -0-0 CS1 D EFL in([cc)
I
T L qrl nI t In r t 1.1 TU U -bb
' T D L 8. D Lumber Increase 115 BC 0,98
E3LL 0.0 Rep Stress I ncr NO Wf3 O, 6.1
B DL &0 Code IRC2003fTP12002 (Matrix)
�LUWIIBER
TOP CHORD
2 X 8
DF
SS *Except*
T1 2 X 8
DF 2250F 1.9E
BOT CHORD
2XBDFSS
WEBS
2 X 4
D1=
tud[td *Except*
VV97
2 X
4 DF Na.1 Btr, W98 2 X 4 DF No.1 &Btr
E I 2 X 4 DF Noa 1 Bt.r
REACTIONS
(lb/size) 12=770110-5-8, $=36$510-5-8
Max Horz 12=318{load case 4}
Max Upfiffl2=-753(load case 5), 8=-385(Eoad case 6)
Vert(LL) -0.45 9-91
Vert(TL) -0.73 9-11
Horz(iL) 0,01 g
BRACING
TOP H O lD
3x6 I1
5x6
7
4-3-0
3x5 11
22;;1-
- -0
Lld I PLATES
360 MT20
180
n/a
i Weight: 674 ib
Scale - 1,54,6!
RIP
2201195
Structural wood sheathing directly applied or -0-0 oc pur[i n ,
except end verticals.
ESOT RD rigid ceiling directly applied or -0-0 oc bracing.
FORCES l b. - Maximum Compression/Maximum Tension
TOP H i 1-2=-6230/677F 2-3=-3333/474p 3-4=-518/4402,4-5=-443/380715-6--39221549,- =r
-'-5427/556
BOT HD 11-12=-402/1090,1 11-14=-35113933, 10-14=-35113933.9-10=-351/3933, 8-9--163139
WEEDS -1 --9441,1221, 5 -13-'9441 /1221, 2-11 =-44 2/51 t 6-9=- 84121 11 1-11--2 8 8 /31151 - 9=w /44 8 9a
4-13=-21.2/1744
NOTES
1) -ply truss to be connected together with 1 O (0,1 144X3') nails as follows,
Top chordg connected as follow - 2 rows at 0-9-0 o , 2 X 4 - 1 row at 0-9-0 0C.
Bottom chords connected a foliows: 2 X 8 - 4 rows at -4-0 cc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 o.
tt : h chords with 1 Inch diameter bolts TI 'I-307) with washers at 2-0-0 on center,
All load are considered equally applied t it li s, except if noted as front (F) oback (B) face In the LOAD CASE(S)sections Pi
f to ply connections h2ve been provided to distribute only loads noted as F or ), unless th r^ indicated.
3) Unb i ned roof lave loads have been considered for this design.
Wind r. ASCE 7-02; 0m ph; h= ft; T D L=4.Op f; D L= . psf; Category 11; Exp ; enclosed- MVVFRS gable end gone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D L= 1. .
5) This truss has been designed for a 10,0 psf bottc)m chord live ford nc�nconcurr nt with any other live loads.
6) This true requires plate inspection per the Tooth Count Method when thcs truss is chosen for quality assurance inspection.
7) Ceiling dead, lead (5.0 psi on member(s), 2-3, 5-6, -137 -1
Bottom chord live I cad 0.0 psi and additional bottom chord dead load 00_ D prrl i d on ly to room. -11
Provide mewanical onn trop (by ethers) of truss to hearing plate capable of withstanding 753 ]b uplift 2t joint 12 and 365 lb uplift
10) This truss i designed -in accordance with the 2003 Intern Ion i Residential Code sections R502.1 1.1 and 8802.10.2 and
referenced stand2rd k I/TF'.1 1.
11 Girder carries tie -ire span(s): 15-2-0 from 0-0-0 t 7-8-4
Han r) or other connection device(s) shall be provided sufficient to support cDncentrated load 2870 Ib dein and 677 lb up
77- - on boWm chord. The d i n/sele ti n of such onn tion device() is th responsibility f others.
ConPtnj9n page
Job ITruss ',Truss Type
KH 'A5 TICrR,--A—NKL'IN BUILDING SUPPLY7t jEROME, ID, 83338F
LOAD GASES) Standard
1) Regular Lumber I ncrease= 1, 15, Plate Increase, 1, 1
if
rm Loads (ply.
Vert' 11 =- F=- 1 14=-758(F=-642),
Qty
Ply
4 B C
JiD reference ptrorial)
6.400 s Aug 1 2006 MiTek lndust�es, Inc. Thu Jul 26 12-19:56 2007 Page
jab truss Truss Type
0727KH
BLE
FRANKLIN BUILDING SUPPLY. ,BE EF ID, 83338
Qty
1
Ply
1
'JoD Reference optional
6.400 s Aug 12006 MiTek Industri-es, Inc. Thu Jul 26 12-19,57 2007 Page I
3x5
2x4 II
--
2x4 11
7
2x4 I 2x4 1 I 2x4 11 2x4 !. 2x4 11 2x4 11
Scale = 1:28.4
i
14-4-0
14-4-
LOADING (psi
SPACING
240-o
CSI
DEFL in
(I ) Ind fl
Ltd
PLATES GRIP
T LL 3&0
Plates Increase
1.15
TC 0.05
Vert(LL) n/
- n/a
999
l T 0 2201195
TGDL &0Lumber
Increase
1.15
BC O.Oz_(TL)
n/a
- nl@
999
LL 0.0
Rep Stress incr
NO
VVB 0.05
Hor fTL) 0.00
9 n/a
n
DL 8,0
Cede IRC2003fTP1200
Matrix)Weight.
59 lb
LUMBER
BRACING
TOP CHORD 2 X 4
LST CHORD 2 X 4
DF
DF
No.1 &Btr
1o, 1 trT
TOPCHORD
Structural wood sheathing directly applied r 6-0-0 cc purlins.
TIS E
�'
Stud/Std
HI D
Rigid ceiling
directly applied
or I T[�-Q- cbr�i n
REACTIONS
(Ib/size) 1 -86/14 -4 -Or 9;--86114-4-01 13z;;187/-14-4-0 3 1 =207/I - -0} 15=205/14 -4 -Op 1 =187114-4-03 11=207/ I - -Or '10 205114-4-0
Max Horz 1-=-14 0:oad case )
Max Uplift1=- 0(10 case 3), 9=-3(load case 4), 13=-330oad case ), 14=- (1 ad oris ) 1 =- load case ), 1 =- load case11 =- load case
�F )M
1 0=- (load case 6)
Max Gray 1-= to case 1), 9=86(10 case 1), 1 =1 (lo d case 1), 1 = 09(Joad case ) 1 - Io d case 1), 1 =1 load case 1)r 11--209(lead case
10), 1 O�-(load case 1
FORCES 1b - Maximum Compression/Maximum Tension
T JX H . D 1-2=- 1251631 - =-881577 3-4=-91/541 4-5=-80/65, 5-6=-8 Off l , 6-7-z-91138, -8=-88/285 8-9=- 1 12/33
BOT CHORD 1-15=-251111, 14-15=-25/1111 1 -14=- /111, 12-13=-25/1111 11-1 =- /1113 10-11=- 1111, 9-10=-2511 11
WEBS 4-13=-153153, -14=-179111 , 2-16--165/96p6-12=- 153/4 51 7-11=-179/11 , -1 =-165196
DOTES
1 Unbalanced roof live loads have been considered for this design.
2) Wind. -ASCE 7-02; 9OMpl ;=f' TCL=4.f;L=4.f;tr 1; rl� J` Iablnzone,
r�t1dr
leftand rig Int exposed end vertical lett nd rig ht exposed a Lumber D L=1. plate ri p DOL -=1. 3 3.
Truss designed for grind IO2CIS i n the plane of the truss Duly- For studs exposed to wird (normal to th face), see MiTeK "Standard
Gable End Detail"
4) This truss has been de lin d for a 10, 0 psf bottom chord five load non oncurr nt with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection -
6)
Gable requires coatinuou bottom chord bearing.
7) Gabe studs spaced at ---0 o.
8) Provide mechan i al connection (by others) of truss to bearing plate caps b1 e of withstand ing 20 1 h up[ Ift at joint lb �..� !�jol� � � ��Ilft t joi rpt
p t n 1 , ib uplift t joint 14, [ uplift at joint 15, 25 1b uplift at joint 12, 1b upl ift at joint 11 and 83 1b uplift t
joint 1.
This truss is designp-d in accordance with the 2W3 International Residential Godc sections R502.1 1.1 and R802-10,2 and
referenced standard NSI TPI 1.
LOAD CAS E() Starid2rd
i
.�Job --.. - Tru _ .�_�Truss
Type
,Oty Ply A
i10727KHB2
OF .
TRUSS
� F
FRANKLINL1 , J F 1' , t - 1 Jou Reference (optional)�
6.400 s- Aug 1 2006 M!T k Industries, 1 rir Thu Jul 26 12,19`58 2007 Page 1
I
5x6 = Scale =: 1:30.71
a --0
!-0
Plate Offsets MYY 1: Edge, 0-0-4), : Edqel 0-0-41_
LOADING
(psf}
SPACING
2-0-0
TCLL
�
35.0
Plates increase
1.15
TCL
8.0
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
YDS
BCDL _
8.0 i
Code IRG20031,fP12002
L.lJN16ER
TOP CHORD 2 X 4 DF No.1 &Btr
BOTCHORD 2 X 4 DF No.1&Str
VVEB5 2 X 4 DF Stud/Std
CSi
TC 0..50
Be 0.40
wB 0,12
(Matrix)
REACTIONS (lb/size) 1=69910-5-8, 3=$5710-5-$
Max Harz 9 =-170(faad case 3)
Max Uplift1=-132(Ivad ease 5), 3=-224(load case 6)
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-8981168P - =- 902/1 r 3-4-0/67
BOT CHORD 1-5=-52/61'5, 3-5=-52/61
WEBS2-5=0/295
MINNOW
DEFL
in
(loc)
ildefi
LId
360
Vert(TL)
-0.16
9-5
X999
180
Horz(TL)
0.01
3
nJa
nla
BRACING
TOS CHORD
E3 Y HORD
PLAT rc RIP
TO 220/195
Weight: 52 It
Structural wood sheathing directly applied or
1 i id ceiling directly applied or I 0^0-0 oc bracing.
TE
1) Unbalanced roof live loads have been considered for this design
Wind: ASCE 7s 90mph, h= ft; T C L = , , B C D L= . P f, Cate11 � Exp G- enclosed,
MVVFRS gable endroar
left and right exposed end vertical left and right exposed; Lumber DOS -.=1.33 late gripD
hip. truer hes been designed for a 10.0 t bottom chord five load nonconcurrent with any other live load
This truss requires plate inspection per the Tooth Court Method
when this truss is chosen fir quality assurance inspection.
Provide mechanIcal connection (by others) of truss to hearing plate capable ofith tandin -
at joint . g 1 IPS �pf�ft at joilrt I and 224 lb up[ift
This truss is dMnd ars accordance with the 2003 International Residential Code sections R502.1 1. �1 and I .
referenced standard IITI 1.
1. and
LOAD CASE(S) Standard
�.1ab - Truss---- —
p727KH ci
FRANKLIN Blfll�plNG SUPPLY, JERt3ME, la. 8333$
I'
-0-
Truss Type
"'8 LE
3
3X5
' l ate .Offsets (X,Y): f 1:0 -1 - , Eda l., � . 0 -1 . E da el . 1 - - - n. -,i -n1 --
5x6
QtY ply
ljou
6.400 0 Aug 12006 M-ITek Industries, , ln _
5-10-3
3x5
T er
LL
a
35.0Plates
VR I N U
-
]
D FL
in 1o)
I/deli
Increase
1.15
TC 0.49
Vert(LL)
-0.12 1-8
>999
TCDL
8.0
Lure... r Incre2Se
1.15
BC 0.50
Vert(TL)-0.28
1-
099
B LL
E
0.0
Rep Stress Incr NO
VVB 0,24
Horz7L
0.
n/a
Uwe I OO /T I (Matrix)
0P wr)pn V A n 1 0t
L/d
300
180
n/,
--0
--0
-0:
a
i
r
Thu Jul 26 12:19:59 :59 2007 Page 1
i
PLATES
MT20
3x1
Scale � 1:49.91
GRIP
220/195
F �
r
Weight', 168 lb
V, r TOP �' H F Structural wood sheathing directly applied or 4-2-13 oc purlins.
BOTCHORD rigid ceiling directly applied or 10-0-0 oc .bracing.
WEBS 2 x 4 DF No,1 &qtr *Except*
1 2 x 4 DF Stud/Std, W4 2 x 4 DF Stud/Std
,OTHERS x 4 CSF Stud/Std
REACT[ONS I / i e) 1=126410-5-8, 5;--1264/0-5-8
Max Mort 1 =-(iod case
Max l iftl =- (load case , =- load case )
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1----1 931300, .-0--1 �°0/� 3-4z---1 70414301 T--1 9301366
BOT CHORD 1-8=-316/1'5191 7-8=-94/992, -7=-94/0021 5-6=-215/151
WIZ--3-8=-2191712o 3-6=-219/712, 4-6=-5351294
NOTES
1 Unbalanced roof live loads, have been considered for this design.
Wind ASCE 7-02; mph; h- ft; T DL= .0p ; F3L= . f, Category 11; Exp ; enclosed; MVVFRS gable end zone; cantilever
left and right exposed ; end vertical left and right ,exposers} Lumber DOL=1.33 psate grip DOL=1, .
3) Truss designed for wind loads in the plane of the tress only, For stud's exposed to wird normal to the face),see 1 iTe "Standard
Gable End Detail"
4) Ttil S truss has been designed for a 10. 0 p f bottom chord live I oad noncon purr nt with any other Ij ire loads,
5) All plates are 2x4 MT20 unless otherwise indicated.
This truss requires plate inspection per the Tooth Count Method 0 when this truss is chosen for quality
Gable studs spaced at --0 oc.
Provide machanical connection (by others) of truss toanis late able of "withstand -In
tjoint .
0 � pIb �plif� at joint 1 and Ib uplift
9) This truss is designed in accordance with the 2003 International nd tinrn0 . x -1,1 end F R804-
1.n.d
Y
F
Joh �-
°K'C2
i
FRANKLIN BUILDING SU P LY, JEROViE, ID, 83338
Truss Type . --
OF TRUSS
. r
'JoiD Reference
6.400 s Aug1 200.6 [Te . Industries, I roc.. Thu Jeal 26 12:20:00 2007 Page I
�12-7-8
1--8-1 i
9
4x6 11 SC21e 4 1;53.31
wi
i I
� 3x5 ,5�- T
3x5
�I 2x4 1` � 2A I! I
I I I U �fx�
3x5 = 3x5 _ 3x5 _
8-6-10
25-3-0
8-6-10 8-1-1
LPIntp yfft
REACTIONS (1 /size) 2z--1406/0-5-8, 8=1406/0-5-8
Horz 2=-270(loadcase
Max plifl:2=- (lo d case ), =- (road case
DEFL
in (1c
I/defl
Lid PLATES GRIP
+ LP - LOj
-0,09 2-12
LOADING (psi
IP
E 40-0
-0.22 2-12
>999
180
�
T LL
n/a
n/a
Plates Increase 1�15
TC 0,40
T LCL .0
Lumber Increase 1.15
0.36
BOLL 0.0
Rep Stress In r YES
WB U3
C L8.0
Code IRC2003ITP12002
LUMBER
-�
TOIL CHORD 2 X 4
DF
No. 1 13.tr
BOT CHORD 2 X 4
DF
o.l Btr
WEBS 2 X 4
DF
No.1 & Btr *Except*
"Y V1
4
LSI' tud/Strip 4 i "tet DF Stud/Std
REACTIONS (1 /size) 2z--1406/0-5-8, 8=1406/0-5-8
Horz 2=-270(loadcase
Max plifl:2=- (lo d case ), =- (road case
DEFL
in (1c
I/defl
Lid PLATES GRIP
Vert(LL)
-0,09 2-12
>999
360 I IT D220/195
Vert(TL)
-0.22 2-12
>999
180
Hor TL)
0.05 8
n/a
n/a
Weight. 117 l
BAIT
TOIL CHORD Structural wood sheathing directly app[led or 4-5-15 o urlin -
T T CHORD Rigid Gellingdirectlyapplied �
�� o r � -�-� brei n;
FORCE'S 1) - Maximum CompressionlMaximum Tension
TO P CHORD 1-20/671 -=- 1 834/332., -4=- 1 592/3'6, -=- 1 4 1 /400 - 1 44 1 1 j [}
BOT CH 0 RD -1 = - B/I 389.0 11-1 - -56/940, 10-11=-56/940, -1 =-1 /1389
WEBS 3 -12.-.-4 6 7127 5, -1 -`189/632, 5 -1 1891632+ -10=X1-671275
NOTES
1 Unbalanced roof live loads have been considered for this design.
' ind:: ASCE 7-02; p ; h= ft; T DL=4.0p f; DL=4. p ,f; Category 11; E n to d; MWF
� ; 1 Ohl rid zone, cantilever
left and right exposed ; end vertical left and right exposed; Lumber D L=1. late gripD L=1. .
Ti. true has been designed for a 10. p
p f bottom chord live load noncon urr nt with a ny other live Ponds.
4)'This true requires plate inspection per the Torah Count Method when this tares is chosen fori
Providemechanical connection b others) of truss� uI tassurance fn�t��.
to bearing plate capable of ith tamfing X26 Ib uplift at joint and 326 f u faff
t joint 8. �
This truss is designed tri acc%ordance w,lth the 2003 International Resident"lal code sections502
referenced standard A I/TP1 1, n r . and
LOAD CASE(S) Standard
I
Job ifUSS
0727KH C3
FRANKLIN BUILDING SUPPLY, JEROME, lel. 83338
S Type
CSF TRUSS
Qty Ply
i
- Joy r eferen (optional)
6.400 s Aug 1 2006 MiTek Industries, Inr,, Ther Jul 26 1 ; 0:Dl 2007 Page I
3
3x5 _ 3x5 -- 3.x5
Plate Offsets . ; _j +1-1 k0-1-L6,0-1-� _1.8 _
t" DI (R SPACING -0-0
TL'L 35.0 Folates increase 1.1
T CSL 8.0 Lumber Increase 1.1
LL D.0 Rep Stress I nor YES
BCDL 8.0 Code IRC2003ITP12002
LTJ 13E
TOP CHORD 2 X 4 D1= .Btr
BOT CHORD 2X 4 DF o.IBtr
VVEBS 2 X 4 DF No.1 &Btr *Except*
''1 2 X 4 CSF Stud/Stria VV4 2 X 4 DF Stud/Std
CSI pEFL
TC 0.42 Vert(LQ
BC 0.42 Vert(TL)
VVB 0.25 Horz(TL)
(Matrix)
REACTIONS tUsizey 1=1260f0-5-8) 6=1410/0-5-$
Max Harz 1=-2$4(load case 3)
Max Uplift'{=-239{load case 5}, 6=-327(load case 6)
BRACING
TOFF HICK
BOT H11
--
ME
Scale = 1
PLATES GRIP
TO 2201195
Weight:
Structural woocl sheathing directly applied or 4-4-12 Or purling.
Rigid ceiling dfi�r =tl applies[ r 10-0- o bracing,
FORCESOb) - Maximum empr•e ion/M2 ire um Tension
TOPCH I D 1— --1 / 4 a — =-1 ` 15/41 4=-144914021 4— - -1599/378, — =-18 1/334, —7=0f 7
BOT H RD 1-10=-276/141219-10=-62/94718-9=-62/947t6-8=-170/1395
VVE -10--480/285' 3-10=-208/65613-8=--188/6310 5-87-468127
NOTES
1) Unbalanced roof live 102ds have been considered for this design,
2) Wind:
ASCE 7-02; ; 0 mph; h= ; T DL=4} Op f; B L=4. p f, Category I_ I -, Exp Q enclosed- IVIVVF gable end zone; cantilever
eft aril right exposed; end vertical left and right exposed; LumberDOL=1. plate dp DOLS1. .
3) This truss has been designed for 2 10. 0 p f bottom chord I i e load n ne ne.urrent with any other 11 ve loads,
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance `rnspe tion.
Provide mechanical onnection (by others) of truss to bearing Plate capable of withstanding 239 Ib uplift at joint 1 and 327 1b upI-Ifk
at joint 6.
This truss is designed in accordance with the 2003 International Residential Cede sections R502.1 1.1 and R802.10,2 and
referenced standard ANSIFFPI 1.
i.OA[3 CASE(S) Standard
--
� 12-7-8
3
3x5 _ 3x5 -- 3.x5
Plate Offsets . ; _j +1-1 k0-1-L6,0-1-� _1.8 _
t" DI (R SPACING -0-0
TL'L 35.0 Folates increase 1.1
T CSL 8.0 Lumber Increase 1.1
LL D.0 Rep Stress I nor YES
BCDL 8.0 Code IRC2003ITP12002
LTJ 13E
TOP CHORD 2 X 4 D1= .Btr
BOT CHORD 2X 4 DF o.IBtr
VVEBS 2 X 4 DF No.1 &Btr *Except*
''1 2 X 4 CSF Stud/Stria VV4 2 X 4 DF Stud/Std
CSI pEFL
TC 0.42 Vert(LQ
BC 0.42 Vert(TL)
VVB 0.25 Horz(TL)
(Matrix)
REACTIONS tUsizey 1=1260f0-5-8) 6=1410/0-5-$
Max Harz 1=-2$4(load case 3)
Max Uplift'{=-239{load case 5}, 6=-327(load case 6)
BRACING
TOFF HICK
BOT H11
--
ME
Scale = 1
PLATES GRIP
TO 2201195
Weight:
Structural woocl sheathing directly applied or 4-4-12 Or purling.
Rigid ceiling dfi�r =tl applies[ r 10-0- o bracing,
FORCESOb) - Maximum empr•e ion/M2 ire um Tension
TOPCH I D 1— --1 / 4 a — =-1 ` 15/41 4=-144914021 4— - -1599/378, — =-18 1/334, —7=0f 7
BOT H RD 1-10=-276/141219-10=-62/94718-9=-62/947t6-8=-170/1395
VVE -10--480/285' 3-10=-208/65613-8=--188/6310 5-87-468127
NOTES
1) Unbalanced roof live 102ds have been considered for this design,
2) Wind:
ASCE 7-02; ; 0 mph; h= ; T DL=4} Op f; B L=4. p f, Category I_ I -, Exp Q enclosed- IVIVVF gable end zone; cantilever
eft aril right exposed; end vertical left and right exposed; LumberDOL=1. plate dp DOLS1. .
3) This truss has been designed for 2 10. 0 p f bottom chord I i e load n ne ne.urrent with any other 11 ve loads,
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance `rnspe tion.
Provide mechanical onnection (by others) of truss to bearing Plate capable of withstanding 239 Ib uplift at joint 1 and 327 1b upI-Ifk
at joint 6.
This truss is designed in accordance with the 2003 International Residential Cede sections R502.1 1.1 and R802.10,2 and
referenced standard ANSIFFPI 1.
i.OA[3 CASE(S) Standard
a
0727KH C
9
IFRANKLIN BUILDING
Y, JEROME, ID. 83338
f
I
0
, Thu5s Type Qty : Ply
s
OF TRUSS
2
- - -
Jou eferenne . foal
6.400 s Aug1 2006 MiTekIndustries, Inc. Thu J uJ 26 12:20.03 2007 Page 1
i
10
! 25
-��
i
4-5-12 -0-14 4-0-14 3-3-6 -
45 1
M
- 26TH -a
i
%0 -T i%-) I -I -1 1 %off% i r- �,
6x6
4--1 B-6-10 12-7-8
Plate Offsets.. X,Y [1:0- -1250-2- [8:0-3-12''b
�- -
i
44 — 6x6
6x1 0 —
15-10-14 19-2-4
--(3 3-3-6
LOADING
(psf}
I SPACING
2-0-0
GSI
I DEFL
ir7 (I cc)
TCLL
TCL7L
35.0
$.0
I Plates increase
1.15
1 7G 0.68
Vert(LL)
-0.20 10-11
gCLL
0.0
lumber Increase
1.15
BC 0.64
Vert(TL)
-0.33 10-91
f
Rei Stress Incr NO
WB Q.85
l�o,rz{iL}
0.1Q 8
Uccle I U F1120-02 (M trix
ILUMBER BRACING
TOP CHORD 2 X 4 DF No. 1 &Btr T P Hol D
BOT CHORD 2 X 6 LSF SS BOT CHORD
VVEBS 2 X 4 DF Stud/Std *Except*
Chi' l.1Etr
WEDGE
Left: 2 X 6 DF SS, Right: 2 X 6 DF SS
REACTIONS TI (Ibl i ) 1=7965/0- � , 8=6967/,0 -5 -
Max Hor, 1=--iod case 3)
Max Upliftl=-1 88(lo d case ), =-1 1 load case
--0
-0-1
I/df
LJd
>999
360.
00
180
n1
n/a
PLATES GRIP
MTZD 220/195
Wei g ht: 331 1 h
Structural wood sheathing drr tl applied or 3-6-13 purlins.
Rigid ceiling directly applied or 10-0-0 oo bracing.
FORCES I) - Maximum ompr sionlMaximo Tension
TOP H RD 1-2--11919/2668,2-3=-9660/2204t3-4=-7454/1772t4- -15-6=-9271/216616-7=-9376121541
� i'j� t
7-8=-1 19/25849 8-9=0172
BOT CHORD 1-15--2209197391 14-15=-2209197391 13-14=-1729/7950, 1 1 =- ,_
1616/7714,. 10-11=-2029/945,2p
8-1 0=-202919452
WEBS -1 =- f a -1 =-2218/59"4, 3-14:---782/3439P 3-13=-3112/8171 4-13=-1824/7734,
8723
-11=-922/3866 f -11 =-2747f723 r 7-10=-65313055
MOTES
1) -ply truss to be connected together with 1 Od n71 1" ") na it aq follows.
Top chords connected as follows: 2 X 4 . 1 row at 0-9-0 o _
Bottom chords connected as foNo : 2 X 6 - 2 rows at 0-7-0 cc.
Webs connected as follows- 2 x 4 - 1 row at 0-9-0 o , Except member r -10 2 X 4 - 1 row
i All loads are considered equally appi'iled to all plies, except if noted a front(F)or hack face i � � n the �.D ( section. Ply
to ply connections have been provided to distribute only loads noted F or ), un[ess othermise indicated.
Unbalanced roof live loads have been consIdered for this design.
4)Wind: ASC —0 , 0 mph,-�i i N � a �
�• T��=� sf� �IL� qty ate I�� � ;
enclosed; MVVFRS gablerid nrailer
left and right exposed , end vertical left and right exposed; Lumber DOL=1. late rl DOL=1..33.
5) This truss has been designed for 10.0 p f butt r Mord lige toad non oncurr nt with any other I i ve
This t.ru� requires plate inspection per the Tooth Count Method when this truss is chosen forunlit assurance Inspection.
pectlon.
7) Provide mechanical connectfon (by others) of truss to bearing plate capable of withstanding 1788 Ih uplift t joint 1 and '1 1 Ib
uplift t joint 8. �
This truss is designed In accordance with the 2003 International Residential Code sections 8502'. 11.1 and
referenced t n l rd ANSI/TPI 1.
9) Girder carries tie-in span(s): 23-1-8 from 0-0-0 to 19-2-4
1
- -
t1 ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 'Io .d1b do
� � 2271 n end 536 1 b u
at 19-2-4 on bottom chord. The design/selection of such connection device(s) i the responsibility of others.
'&0?� uec� ��(p�g tydard
rod Truss
0727KH , C4
FRANKLIN BUILDING UPPL a AFF f E; ID. 83338
Type Qty
tl
OF TRUSS
L CA CASE(S) Standard
1) Regular Lumber lnre e� "1,1 , Plate In r =1.1
Uniform Loads (pry
i
Vert; 1-4=-86t 4-9=-861 1-10=-543(F=-5
Concentrated Loads (1b)
Vert; 1 =-2271 (F)
Ply
J
_ Joy f r en (opfio a
6.4 ,00 s Aug I 2-OD6 MiTeklndust6es, Inc. Thu Jul 26 U,20'03 2007 Page.-9--
LOAD
age -
N
I- -. - _
I Job
KH
Truss
i
I1
FRANKLIN BUILDING UPPL , JEROME, ID.
83338
I,L4� iyPe
JF TRUSS
--0
r
2
I� Qty '� Ply
0 Jo" a t r n e (opConal
6.400 s Aug 1 2006 MiTek Industries, [no. Thu Jul 26 12:20,04 2007
5-6-0
2x4 r 2x4 11 2x4 ! 2x4 I 2x4
-0
--0
NateOffsets XY)- [ . - -1 . da 1
LOADING
(psi
TOLL
35.0
T DL
8.0
ELL
0.0
CL
8.0
LUMBER
TOP CHORD
BOTCHORD
"SEES
OTHERS
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incr NO.
Cede IRC20031FP12002
LSF No.I Btr
CSF No. &Btr
X 4 DF Stud/Std
X 4 DIF Stud/Std
DER. in
Tc o.31 Vert(LL) n/a
BC E7.38 Vert(TL) n/a
WB 0.17 Horz(iL) -0. 00
(Matrix)
BRACING
TOP H RD
.T CHORD
--0
1io) Vdefl
Lid
n1a
999
- n/a
999
n/a
n/a
PLATES
MT20
We[ght: 44 lb
Page 1,
Scale = 1,21 .8
I
t
C3
GRIP
2201195
Structural wood sheath ing di redly appll ed or 10-0-0 or, purli ns,
Frigid celling directly @ p l i d or 6-0-0 oc bracing.
REACTIONS (lb/size) 6=69317 -0 -Os 4=20917-0-01 5--43f7-0-00 B-190/7-0-01 =-1917-0-0
Max Ho -10 (load case )
Max Uplif&-1 7 lo2d case p _-10 10 d case -=- to rd case 10), --1 to d case , 7;---61 (load case
Max Grav 6=693(load case 1), = to d case 10) = (load case ), 8= 291 (load case ), 7T (1oa case 1 )
FORCES Ib) - Maximurn Compression/Maxirrum Tension
TOP CHORD 1-2=-42/2875 -=-401287
BOTCHORD 1 - =-1 -T/ p 7`8=_1 3' 1941 -7---1 3419"'3'5 =-1 341941 4-5=-1 t / p -4=-1 J 94
WEBS ---633/167
NOTES
1 Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7- ; 0r ph; h= ft- T DL=4, psfi B DL=4. psf, Category 11' Exp � enclosed; F able end zone; antil r
p
left and right exposed ; end vertical left and n"ght exposed- Lumber COOL=1.33 plate grip DOL=1. .
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind normal to the face),see MiTek "Standard
Gable End Detail"
4 This truss has been designed for 10,0 p f bottom chord live loan noncon urr nt with any other live loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable studs spaced at 2-0-0 o.
7) Pro ide mechanical connection others) of true to bearing plate capable of withstanding 174 [b uplift at joint 6, 109 lb uplift at
joint 4, 75 Ib uplift at joint 5, 103 lb uplift at joint 8 and 61 1b uplift at joint 7.
8) Non Standard bearirg condition. Review required.
') This true is designed in accordance with the 2003 International Residential Code sections R502. 11.1 and R802.10-2 and
referenced standard ANSIfTPI1.
LOAD CAS E( Stannard
0
Job
0727KH
•Truss �IT[.g�,ssType
D2 I JVE
s s
FRANKLIN BUILDING SUPPLY, JEROME, I D - 83338
-0-1
--0-1
*P
LOADING
(ps�
10
SPACING
2-0-0
TLL
35.0
7
Plates Increase
1.1
T DL
8.0
7
Lumber Increase
1,15
13 CLL
0.0
5
Fp Stress lncr
NO
B i L
8.0
Code I .0/TP 12002
LUMBER
TOP CHORD 2 X 4 DF No,1 tr
BOT CHORD 2 X 6 DF SS
WEBS 2 X 4 DF Stud/Std
REACTIONS 1bl i ) 1=1753/0-5-8, 5=175310-5-8
MaxH orz 1=1140oad raise 4
Max U pl iftl =- Io d case . r . =- Ioa case
QtY
J Ply
6.400 s Aug 1 2006 MiTek Industries. Inc. Thu Jui 26 12:20:05 2007 Page I
--1 --1
4x6 _
K
`3x5'�.
4
�4
6
11--
-0-1
_2-5-1 2-5-1-0-15
c —
1
TC 0.1
BC 0.32
VV8 0.67
(Matrix)
DEFrL
in
10
i/daft
L/d
Vert(LL)
-0.03
7
>999
360
Vert(TL)
-0,05
7
>999
180
Harz(TL)
0.02
5
ria
n a
BRACING
TOFF H RD
BOT HC
FORCES 0b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-22911494, 2-3=-164013921 3-4=-1640139314-5--2291/494
T H ORD 1-8=-401/1824P 7-8=-401/1824, 6-7=-363/182415-6=-363/1824
VVE BS 2-8=-1 16/ 122, 3-7=-354115177 4-6=-1 1 '/ , 2-71---6691206, 4-7--669.207
PLATES
MT20
Weight: 58 1b
Scale-- 1:23*
Structural wood sheathing. directly applied or 4--0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1 Unbalanced roof live loads have been considered for this desIgn.
Wind, ASCE 7-02; 90rnphi h= , T DL,=4.Op f; B L=4. p fa Category Ili Exp ; enclosed; MWFRS gable end zona; cantilever
left and right exposed; end vertical left and right exposed; Lumber DL=1 . plate grip DOL=1.33. r
This truss has been designed for a 10. 0 p f bottom chord live load noncon urr nt with any other five loads.
This truss requires plate j np ct c)n per the Tooth Court Method when this truss is chosen for q"aiIity asezi Pr:inf-ininc cmr ir%n
Provide mechanical connection (bye oth) of truss to bearing plate capable of withstanding 382 lb uplift at joint 1 and
t joint 5.
6) This truss is designed ire accordance with the 2003 Jnt coati ono! Residential Code sections R502.1 1,11 and R802,10.2
rs-ferenced standard AWWTP1 1.
Girder carries tie-in span(s): 11-6-0 from 0-0-0 to 11-0-
lr the LOAD SE section, loads applied to the face of the truss are noted as front F or bel (B).
LC CASES) Standard
1) Regular: Lumber In r as X1.1 , Flats Increase1.1
Uniform Loads (ply
Vert: 1- -- �=� 1-3=-86, 3-5=-8
Job
'Truss TrLiss Type
Qty
0727KH EJ 1 NO TRUSS
FRANKLIN BL)ILDING SUPPLY, JE E, I D. 83-3 8
1
-1-4-0 _ -0-
1-4-0 --
Ply
I
Joij of renn(optional)
6.400 s Aug
I 2006 Ivii I eK Industries, inc, I nU Jul 26 12:20:05 2007
2x4 1
3
1
LOADING
(p
PACING
-o-o
TLL
35,0
Plates Increase
1.
T DL
8.0
Lumber fn rea
1.1
ROLL
0.0
Rap Stress In r-
YES
LSCDL
8.0
Code IF /TP12002
_
LUMBER
BOT CHORD 2 X 4 DF No.I&Btr
VVEBS 2 X 4 DF Stud/Std
REACTIONS TION (lb/ iz 2-449/0-5-8,4=266/0-5-8
Max Horz 2=1 76(fo d case )
Max UPI ift =-1 to d case , =L (load case
FORCES (ILS) - Maximum imu Compression/Maximum Tension
TOP CHORD 1-2=0/67, - --151/99, 3-4=-221/10
BOT CHORD `-34/51
GSI
TC 0.47
SC 0.23
WB O. 00
(Matrix)
-0_0
I aI
DEFL
Vert(LL)
Vert(TL)
Harz(TL)
2x4 ;` 1
Pagel I
kale: 112"=V
in 1o) I/deft L/d PLATES GRIP
-0.05 2-4 >999 360 MT20 220/195
-0-10 -4 >657 180
0.00 4 n /a n1
Weight, 1b
BRACING
TOP H 1 D
ET H1
Structural Food sheathing directly applied or 6-0-0 oc p
except end r l c3 s.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1Wind: ASCE 7-02; 90mph, h- ft; T DL=4.Opsf; 13DL=4.8p f, Category [I- Exp ; enclosed; MWFRS gable end Qne; cantilever
left and right exposed ,nd'vertical left and right exposed: Lumber C L 1.33 platy grip DO L= 1 .33,
) This truss has been designed for a 10.0 psf bottom chord I ive load non.concurrent with any other l ive I oad,
3) This truss requires plate inspection per the Tooth fount Method when this truss is chosen for quality assurance ins to n.
Provide mechanical connection others) of truss to bearing plate capable of withstanding 138 Ib at
uplift .at joint and lb uplift
.point .5) � J
This truss is designed in accordance with the 2003 International Residential Code sectlons R502.1 1.1 . rid R802,1 . and
referenced standard IPI 1.
LOAD CASE(S) Standard
I
Job i Truss
0727KH
EJ2
FRANKLIN BUILDING SUPPLY, JEF ME, ID. 83338
LOADING {pst}
iGLL 35.0
TC[JL $.fl
T Qty Ply
NO TRUSS
Jou ference (optional) ____
6.400 s Aug 12006 MiTek Industries, Inc. Thu Jul 26 12:20:06 2007
�--- o2-0-0 2A
1-4-02-0-0 3
I
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
B LL 0.0 Rep Stress In r YES
E3CDL 8.0 Code IRC2003fTP12002
LIBEL
TOP CHORD
2 X 4
DF
1.1 &Btr
BOT CHORD
2 X 4
DE
NoABtr
WEBS
2 X 4
CHIT
Stud/Std
REACTIONS TI (Ib/size) 2=26810-5-8, 4z--42/0-5-8
Ma
_42/0- -
Ma Horz 2=79(load case )
Max I if =-+1 Load case , =-14 Loa case
FORCES (1b) f axi m ursom r s ion Maximum Tension
TOP CHORD 1 -*+60165, -=-74/31 , =-32123
BOT CHORD -4=-1111 '
I
csr
❑EFL
TC 0.16
Vert(LL)
SC 0.02
Vert(TL)
WB 0.00 '
Norz(TL)
2-0-Q
in (lo)
I/d fl
Lid
-0-00 2
>999
360
-0.00 -4
>999
180
0_00 4
n/a
nJa
BRACING
TOP CHORD
BCT H R
Scale ` 1:.
PLATES GFT'
'JT0 n11Q�
Weight: 10 II
Structural wood sheathing directly applC d or 2-0-0 oc purlins,
except end verticals.
Rigid ceil-In directly applied or 10-0-0 oc bracing.
TE
1) Wind ASCE 7-02; 0mph; = ft; T DL= . psf, B DL=4, p #; Category 0, Exp ; enclosed; MWFRS gablerid zone; cantilever
Left and right exposed; end vertical Left and right pDs d; Lumber LC L=1.33 plate grip DOL=1, .
2) This truss has been designed for a 10.0 psf b ttorn chord live load non oncurr nt with any other live loads.
3) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance
Provide mechanical connection (by others) of truss. to bearing plate capable of withstanding 128 lb upift at joint 2 and 1 [b Uplift at
joint 4,
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and X802.1
referenced standard ANSI/TPI 1.
L -OD E() Standard
0
I Job I Truss --- �
9 I Truss s Typ_
1 KH
OF TRUSS
I-KANKLIN dUILDING SUPPLY, JELRO E, ICS . 83 338
D-6-$ 5-6-15
5X8
1
2x4 :I I
I - i Jori Reference (optional)
6.400 s Aug 1 2006 MiTek Industries, Inc. Thu Ju[ 26 12:20:07 2007 Page 1
-_'
17-1-8 -1-8 4--
i
I
Scale � 1:42.71
5x6
.: . SAV -
11 6X1 03X6 5x6 WB
A.T•
6-1-7
17 -*123-1-8
-
�- --1 5-5-3 5-6-15
--0
- -T
` Pla.te Offsets 13:0--9�._ - ..
"
d LOADING
(p fd
SPACING
2-0-0
CS1
DEE
in (loc.)
TOLL
35.0
Plates t Increase
115
T 0.43
Vert LL
-0.22 -11
TL
8,0
Lumber Increase
IA
BC 0.83
V r't(TL)
-0.37 -11
BOLL
0.0
Rep Stress Incr
NO
VV13 0.99 I
Hor (TL)
0.08
BL
8.o
Code InTPr)n
[ + F
REACTIONS (Iblsize) 73=2271lMechanical, 7=22511-5-8
Max Harz 13=-207(iaad case 3)
Max Up] ift13--908(load case 3), 7=-749(ioad case 6)
BRACING
TOFF HC
BOT FAD
I/d fl Ud i PLATES
>999 360 MT20
>739 180
n/a n/
'weight: 118 1b
GRIP
220/195
Structural wood sheathing directly applied or 3-3-4 oc pur[i
except -e d verticals.
f E rid.1 ncg directly applied r -11 -0 oa bracing.
FORCES (1h) - MaXiMUMr Compression/Maximum Tension
TOP CHORD 1- - -310p 1-3=-2623/1017 3-4=-262111017 4-5=-2621/1017t 5-6=-2652/1046 6-7=-3435 1250 7-8=0167
1-13=-18041697
BOT CHORD 12-13=-97/149, 11-12=-123113442110-11=-1231/34425
939/2707
EB 1-12;--:-119512962? 3-12=-201/173, 5-12=-1014/422, 5-11--414/903, 5-9--10941381, 6-9--627/1571
.NOTES
Unbalanced roof live loads have been considered for this dein.
2) Wind: ASCE 7-02- 0mph; h= ft; T CSL=4. p f; 13DL=4. f; Category 11, E - enclosed- I WF + cantilever
left and right exposed - end vertical left and right exposed,, Lumber DOL=133 pl :t ri.
Provide adequate drainage to prevent ent water ponding -
4 This true has been designed fir a 10.0 p f bottom chord live load nog on urr nt with any tither live loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen foru F
� ality assuranee inspection,
Defer to girder(s) for truss to truss connections,
Provider mechanical connection (by others) of truss to bearing plate able owithstanding
oat joy nt .
p � 0lb uplift at joint 1 and 7 1h uplift
This true i
designed in accordance with the 2003 International ResIdential Code sections R502.1 1.1 and l
referenced standard ANSI/TPI 11. � � 1 �, and
.
9)
Girder carries hips erid with -0-0 right side setback, 0-0-0 left side setback, and --0-0 end setback.
10 Han r() or other connection device(s) hall be provided sufficient to support concentrated load(s)
17 -1 - on bottom chord. T�, design/selection 459 1 ��� end 1b u ��
of such connection device(s) the responsibility of otters.
11) 1n the LOAD CASEP section, loads applied to the face of the true are noted as front F or hack (B).
LOAD CASE(S) Standard
I) Regular: Lumber increase=1-1 , Plate I n r a =1.1
Uniform Loads pI
Vert. 1-2=-16, 1- = (F=4 ), 6-8=-861 9-13=-154(F=-138), - T
Continued ona e .
1
i
_
rad
LUMBER
_
TOP CHORD
2 X 4
CSP
I o. l &Btr
ESOT CHORD
2 X 4
[SIF
No,1 &Btr *Except*
B1 2 X 4
DF SS
E ESS
2 X 4
DIS
Stud/Std `Except*
W2 2
X 4
DF Stud, E 1 2 X 8 DF SS
REACTIONS (Iblsize) 73=2271lMechanical, 7=22511-5-8
Max Harz 13=-207(iaad case 3)
Max Up] ift13--908(load case 3), 7=-749(ioad case 6)
BRACING
TOFF HC
BOT FAD
I/d fl Ud i PLATES
>999 360 MT20
>739 180
n/a n/
'weight: 118 1b
GRIP
220/195
Structural wood sheathing directly applied or 3-3-4 oc pur[i
except -e d verticals.
f E rid.1 ncg directly applied r -11 -0 oa bracing.
FORCES (1h) - MaXiMUMr Compression/Maximum Tension
TOP CHORD 1- - -310p 1-3=-2623/1017 3-4=-262111017 4-5=-2621/1017t 5-6=-2652/1046 6-7=-3435 1250 7-8=0167
1-13=-18041697
BOT CHORD 12-13=-97/149, 11-12=-123113442110-11=-1231/34425
939/2707
EB 1-12;--:-119512962? 3-12=-201/173, 5-12=-1014/422, 5-11--414/903, 5-9--10941381, 6-9--627/1571
.NOTES
Unbalanced roof live loads have been considered for this dein.
2) Wind: ASCE 7-02- 0mph; h= ft; T CSL=4. p f; 13DL=4. f; Category 11, E - enclosed- I WF + cantilever
left and right exposed - end vertical left and right exposed,, Lumber DOL=133 pl :t ri.
Provide adequate drainage to prevent ent water ponding -
4 This true has been designed fir a 10.0 p f bottom chord live load nog on urr nt with any tither live loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen foru F
� ality assuranee inspection,
Defer to girder(s) for truss to truss connections,
Provider mechanical connection (by others) of truss to bearing plate able owithstanding
oat joy nt .
p � 0lb uplift at joint 1 and 7 1h uplift
This true i
designed in accordance with the 2003 International ResIdential Code sections R502.1 1.1 and l
referenced standard ANSI/TPI 11. � � 1 �, and
.
9)
Girder carries hips erid with -0-0 right side setback, 0-0-0 left side setback, and --0-0 end setback.
10 Han r() or other connection device(s) hall be provided sufficient to support concentrated load(s)
17 -1 - on bottom chord. T�, design/selection 459 1 ��� end 1b u ��
of such connection device(s) the responsibility of otters.
11) 1n the LOAD CASEP section, loads applied to the face of the true are noted as front F or hack (B).
LOAD CASE(S) Standard
I) Regular: Lumber increase=1-1 , Plate I n r a =1.1
Uniform Loads pI
Vert. 1-2=-16, 1- = (F=4 ), 6-8=-861 9-13=-154(F=-138), - T
Continued ona e .
1
i
_
F
Job Truss Truss Type Qty
0727KH I F1 OF TRUSS
FRANKLIN BUIL51NG– SUPPLY, JER-b-M—E,-ID. 833-'38
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert. 9--459(F)
I
Ply
Joij r�eference (option.�ak�_
6-400 s Aug 1 2005 MiTek fndustdes, Iris. Thu Jul 26 12:20:07 2007 Page 2
Jcrb
0%27fCN
Truss_.. .
F11
FRANKLIN BU'1LDI 3 PPLY, JEROMEt fly. 53338
1--
Truss Type
OF TRUSS
11-84
5 -6-
+1 -fir-
-- 1
-- , t
1
Ply
LW � !.1ou reference (optional)
6.400 s Aug1 2006 MiTek industries, Inc.
17-1-8 22-7-14
-7- -1-0
4x6 -� -
6
Thu Jul 26 12:20:08 2007 Page 1
28-7-0-1— -1
i
-11-2 1-4-0
Scale = 1:60.6.
- -Pte Offsets,
LOADING (p
TOLL 35.O
T DL &0
tSULL 0.0
BDL 8.0
IePtis ■ 41� I � I a..d' . 1 "i 1 � — 4 'e,.j'
Stress n r 0°. Hor .(TL) 0.09 10
Code I 0 P 12002(Matrix)
Ts- I
LUMBER
TOP CHORD 2 X 4 CSE No. 1 &Btr BRACING
BOT CHORD 2 X 6 DF SS *Except* E T P H D
BOTCHORD
C
131X CF �1o,IEtr
VVEBS 2 X 4 DFStud/Std *Except*
4 DF Nc.l&Btr
z7zvZ? IOU
n1 n/
Weight: 345 1b
Structural wood sheathing directly applied or -0-o 0C purlins.
Rigid ceiling direcVY applied or -0'0 oc bracing.
REACTIONS (lb/size) 16=4042/0-5-8, 1 =1 39/0- -8
Max Hort 1 =0lad case 4
UP1!ft1=-10(Id 2 ), 1=44Io@d case
FORCES 1b - Maximum ompr i n/ imu Tension
TOP CHORD7 1-2=0/65,2-3--351/815F 3-4=-27841619P , =�-2630/642,5-6=-2319/58s-� _�
-9=-3242/5921 -10_- /`r , 10-11=o/69
2326/579, 7-8=-3101/614 3
BOT H D 2-16=-5461410, 15-16=-729/384.1 14-1 i-.-30512297, 13-14-=-273/2638, 1 -1 =-
486/327OF 10-12=-485/3273
VVEBS 3-1 B=-3670/952 3-15--627/31411 5-15=-202/911, 5-14=.947/292, -1 =-593/2297, 7-14=- 1 563/326P '-1 =- 1 5,5/1503
, 9-13=-602/270, -1240/224
TE
1)2 -Ply truss to be connected together with 1 Od (0� 1 1" " l follows:T a� na
Top hord3 connected a follows, 2 X 4 - .1 row at o -9 -o o .
Bottom chords connected as follows: X 4 - I row at 0-9-o cc, 2 X 6 _ 2 rows at 0-9-0 o .
Webs connected as follows: 1 row at 0-9-0 0c, Except member 5-15 2 X 4 - 1 row at -7-0 o .
All loads are considered equally applied to all plies, except if noted as fret
to p! onr�ti�r� I'I �� 1��'�id � or B
back � fain t�1 t_ IES section. 1�i
d to distribute only to@d noted (F) or (fir unless otherwise indicated.
Unbalanced roof live load's have been considered for t« design.
4) Wind; ASCE 7-02; 9OMph, h= ft; T DL= . p f; DL= .8p f, o Cate
gI; Exp C, enclosed; o.d, WF!abl endzone- canitiller
left and right exposedend vertical left and right exposed; Lumber DOL=1.33iat grip DOL=1.33.
Thistri I not designed to support aceiling and 1 not intended .33plate �
tended for use where aesthetics are a consideration:
This truss has been designed for a 10,0 p f bottom chord live load nonconcurrent with an
other live loads.
i's truss requires plate inspection per the Tooth Court Method when this truss is chosen forMali
8)Er��� �t j �i r-xt� 1 �r�i�r �rll i t� ren value usingl� � t assU r@ r�e I nptlo�l.
�T�'1 � int t� rein fc�rr-r-7�il�_ Building designer should verify
capacity of bearing surface,9) .
Provide mechanical connection (by other of truss to bearingplate capableof withstanding 1085 IIS uplift. eft �t joint � end � � !
uplift at joint 10.
10 This truss is designed in accordance with the 2003 I nt mation l
Residential Code section ,x'.11, 1 and R802.1 0,2 and
referenced standard AN511TPI 1.
1 ) Hanger(s) or other connection di h11be r�i�d sufficient
� tosupport cncentr.ted i02d(s) 2726 Ib down and 643 lb u
at 11-8A on bottom chord. The design/seiection of such connection d vi � �i the responsibility of other.
600
rffl CASE% Stydard
Job Truss
T1 ir u —ss T'—'—
ype
072/KH i F11 OF
NKLIN BUILDING SUPPLY, JEROV—EJEF —833:38
LOAD CASE(S) Standard
1) Regular- Lumber In re I � 15 , Rate I ncrease= 1, 15
Uniform L02ds (pig
Vert: 1- =- p -11=- p 2-1 6=-1 ,
Concentrated Lod s (1b)
Vert: 15=-2726(F)
TRUSS
13-16�-16, 10-13=-16
-.-T,-
ly
�_. _JOL) Reference �optionanj
6.400:s Aug 1 2006 M-'
iTek Industries, Inc.
Thu Jul 26 12:204-08 2067 —Page 2
Fj-6b - (Truss
n 0727KHF1
FRANKLIN 1L I SUPPLY, EROME, ICS, 83338
1
Nr
t
CD
I --
3x5 :yrs
LOADING
(psfj
TCLL
35,0
TCDD
8.0
CLL
D.0
BCDL
8.4
2x4 P �
2x4 I
3x5
3
Tr ss Type _
Qtyi Ply . -
LE
f
I , o t)term t�� � � l ��....
0 s Aug 1 2006 MiTek Industries, Inc. Thu Jul 25 12,20:09 2007 Page I
2x4 I i 2x4
NMA
SPACING z -a -Q
Plates Increase 1.15
Lumber, Increase 1,15
� Rep Stress incr NO
Cade IRC2fl03ifP12002
TOP CHORD 2 X 4 ❑fi No. 1&Str
fBOT CHORD 2 X 4 DF No. 7 &Btr
WEBS 2 X 4 DF Stud/Std
,OTHERS 2 X 4 DF Stud/Std
i
2x4 'I
2X4 11
N
2x4
1--0
15-2-0
2x4 1 2X4 1; 2x4 I
�._
—r r --i
2x4 I
2x4
2x4
Scale = 1:.
2x4
1
2x4 ,,
.REACTIONS (lb/:s'ze) 1=62115-2-0111=37/15-2-0118�199/15-2-Col7=204/15-2-0116=204/15-2-0,15=204/15-2-0 14=20 -2-0 3=212/15-2-0
Max Hort 1=76(load case 4) — 12= 162115-2-0
Maxpfiftl =-1oad case 3 F 11=L 1 load 4� _- i�ad --
p case , 1 7� (fod case 4). 1 =-(Iod case , 1 =- road case
1 =-(load case )t 1 `-4foad case -r f
FORCES (Ib) ; Maximum ornpr ion/Max mum Tension
TOP CHORD 1-2--59139, 2-3=-52128, -4=-13/24' 4-5=-13/2415-6=-13124F 6-7=-13/24P
10- 1 =-29/18
BOT RD 1-18=-19/24P 17-18=-19/24, 1 -17=-19/24, 15-16=-19/241 4-15--19/2 _ ff�{}�j _ �j7 ru -2 J� y
�EB 2-18=-160/88, 4-17=-173173, -� 1� ;-- _ , � 13-14=-19/24P
8-13=-17918519-12=439162
� � Tl-l� +#r.:' 12-13=-19/24P
4� 4� { F r.' �' � � �� d.y� V� E
1 / F 6-15=-172/81P 7-14=-170181, 8'1 3.-.-1 791851 -1 = 39162
TE
1) Wind. ASCE 7-02; 90mph+ h=25ft; TCDL=4.Cpsf; left and rig ht � � �. i � p II, �� enclosed, fF �I end �r��r2) r�tri��r
p aI left and right exposed- Lumber DOL -1.33 plate r DOL=1. . '
True dind for wind J0�` in the � f the Crus � �
Ohl End' Detail"� �r�l� For ted' ����d �� wind �(normal t� �h� f��, �Tl 'rfr��1�r�'
Provide adequate drainage to prevent water pundin .
This truss hasbeen designed fel* a 1.
4 psf bottom chord live load noncon urr ntwith any other lave roads.5) .
This truss requires plate inspection per the Tooth Count Method when this,
6) truss is chosen for quality su l'ncIn,ption.
Gable requires continuous bottom chord bearing.
Gable studs spaced 2t -0- .
Provide mechanical connection (by others) of truss to bearing late capable fwithstanding
�I 1, 7 l b uplIft at jc�ir� 1 P Ib upI Ift t ��i nt `1 11� � 1d � ��� ��llft � ��I�t � , 1 E� uplift �t joint
1 at pint �1 P
� � b uplift at joint 15, 63 1b lr.�lift t��]Irit '� I b ��la� t
joint 1 and 4 lb uplift t joint 12.
� This tris is designed in accordance with the 2003 International Residential C,rq{e, sections
tlr n 1 -1 and R802, 1
referenced standard ANSIoIrPi 1.
e
LOAD CASE(S) Standard
d
I
T 0.06 �
DEFL in
rt. LL
I Udefl Ud
- n1a 999
PLATE. fJ
eC 0.02rt
TQ n/
- n1a 999
r MT2.0 220/195
13 0.04
Hor TL 0.00
1 n/a n1a
o
(Matrix)
Weight: 57 l
BRACING
TOP CHORD
structural wood sheathing
a
directly applied or -0-0 oc purlins,
except end verticals.
E30T CHORD
Rigid c ri i ng directiy applied or 10-0-0 0c bracing.
.REACTIONS (lb/:s'ze) 1=62115-2-0111=37/15-2-0118�199/15-2-Col7=204/15-2-0116=204/15-2-0,15=204/15-2-0 14=20 -2-0 3=212/15-2-0
Max Hort 1=76(load case 4) — 12= 162115-2-0
Maxpfiftl =-1oad case 3 F 11=L 1 load 4� _- i�ad --
p case , 1 7� (fod case 4). 1 =-(Iod case , 1 =- road case
1 =-(load case )t 1 `-4foad case -r f
FORCES (Ib) ; Maximum ornpr ion/Max mum Tension
TOP CHORD 1-2--59139, 2-3=-52128, -4=-13/24' 4-5=-13/2415-6=-13124F 6-7=-13/24P
10- 1 =-29/18
BOT RD 1-18=-19/24P 17-18=-19/24, 1 -17=-19/24, 15-16=-19/241 4-15--19/2 _ ff�{}�j _ �j7 ru -2 J� y
�EB 2-18=-160/88, 4-17=-173173, -� 1� ;-- _ , � 13-14=-19/24P
8-13=-17918519-12=439162
� � Tl-l� +#r.:' 12-13=-19/24P
4� 4� { F r.' �' � � �� d.y� V� E
1 / F 6-15=-172/81P 7-14=-170181, 8'1 3.-.-1 791851 -1 = 39162
TE
1) Wind. ASCE 7-02; 90mph+ h=25ft; TCDL=4.Cpsf; left and rig ht � � �. i � p II, �� enclosed, fF �I end �r��r2) r�tri��r
p aI left and right exposed- Lumber DOL -1.33 plate r DOL=1. . '
True dind for wind J0�` in the � f the Crus � �
Ohl End' Detail"� �r�l� For ted' ����d �� wind �(normal t� �h� f��, �Tl 'rfr��1�r�'
Provide adequate drainage to prevent water pundin .
This truss hasbeen designed fel* a 1.
4 psf bottom chord live load noncon urr ntwith any other lave roads.5) .
This truss requires plate inspection per the Tooth Count Method when this,
6) truss is chosen for quality su l'ncIn,ption.
Gable requires continuous bottom chord bearing.
Gable studs spaced 2t -0- .
Provide mechanical connection (by others) of truss to bearing late capable fwithstanding
�I 1, 7 l b uplIft at jc�ir� 1 P Ib upI Ift t ��i nt `1 11� � 1d � ��� ��llft � ��I�t � , 1 E� uplift �t joint
1 at pint �1 P
� � b uplift at joint 15, 63 1b lr.�lift t��]Irit '� I b ��la� t
joint 1 and 4 lb uplift t joint 12.
� This tris is designed in accordance with the 2003 International Residential C,rq{e, sections
tlr n 1 -1 and R802, 1
referenced standard ANSIoIrPi 1.
e
LOAD CASE(S) Standard
d
I
Job Truss_ . .
_ f,TWss Type Qty � ply
�i-13
�FRANKLIN BUILDING'SUPPLY, JER{7ME, Ip. 83338
OF TRUSS
I
1
'Joy RefeFen,ce (apfiona[)
6.400 s Aug 1 206 WTek Industries, Inc.
14-0 --
- Y -- _ 15-2-0
'1-1
I
I
5X0 —
2x4
3
4
Thu Jul 26 12'20r 10 20-07 Pale 1
Scale = 1:29.8
3x5
--5
2x4 .71
4x8 2x4
10-2-3
4-11.1-11
CX X1.1
- e . LOADING (psi SPACING -0-0 -
TALL 35,0 Plates In . EF.L in (Ion.) I/del LJ�d
1� T 1 �.
T L Vert -0.02 - 360
Lumber Increase 1.15 130 0.17 Vert TL Q-0 -
8 >999 180
BCLL 0, D Rep Stress In r YES BHar (TL) 0.01 n/
B DL 0 � Code II 003/ P1 I � . n,�a
trw�
,LUMBER
No. 1 &Btr
BOT CHORD 2 X 4 DF Jho.I&B-tr
WEBS 2 X 4 CSI' StudIStd
REACTIONS (Ib/size) 6=747/Mechanical. 2=90410-5-8
Max Harz 2=155(load case 4)
Max Upfifit6=-978(Eoad case 4), 2=-217(ioad case 5)
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0167P 2-3=-10451186, 3-4;---7611204P 4-5=-759/203p f
1192
BOTCHORD 1 0/760 h ---211 1 -=-40/46
VVEBS 3-8=:0/192,3-7=-131/135P 4-7=46-8/181P -7m - 10/87
BRACING
TOP H[
15-2-0
4-1
--
PLATES
MT20
RIP
220/195
L
co
r
M
Weight.,
Structural wood sheathinq directly a li _ I
�� � �� -�D � � p�urli�r�,
except end verticals.
BOTCHORD frigid ceiling directly appJied Or 10.0-0 oc bracing,
NOTES
1 Unbalanced roof five loads have been considered for thi l'
design.
n.
2) Wind: ,E 7-1 0mph; h=�t, TSL-pfiy lDL-.8' �. F �-y
i°� �� r��i exposed �� vertical 9 or [I,�1�RS
ft � ' � Rl1.J°��� '�J�F�LY�.+l n�.i zone; cantilever
left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33,
Provide adequate drainage to prevent water ponding,
' This true has been designed for a 10. 0� f bottom chord live wi5) th any ot her live loads. truss requires�1t inspect' �r the
Tooth Count Method when t.his truss is chosen
for quality assumnce inspection,
Mfr togirder(s) for true to truss connections.
Provide mechanical connection (by others) of true to bearing plate capable of i i
at joint withstanding Irpfal�tt��r� end 1 uplift
This true is designed in accordance with the Ir7tmatrona1 Residential Code sections. 11.1 anR802.10,2 and
referenced st@ndard ANSVTPI1.
j LCA CASE(S) Standard
Jab � ^�rTruss T,�.qss Type
X727 KH F 14
o OFTRUSS
FRANKLIN BUILDiNG SUPPLY, JERUME, !p. 83338
-1-4-0 7-2-5-
1-4-0 7-2-5
Oty Ply
JOD Reference Otwonai
6.400 s Aug 1 2006 MiTek Industries, In . Thu Jul 215 12-20-10 2007a e l
�' i
9
9
7--5
+++111
t:e�O —ff� 3
[�2:0,3 0 - I &LpJ 3: 0C
r.
LOADING (psi
T LL 35,0
TCL 8.0
BOLL 0.0
DL 8.o
SPACING -_
Plates Increase 1,15
Lumber Increase 1,15
Rep Stress Igor YES
Cade IRC2003ITP[2002
LUMBER
L/
>999
360
TOP,CHORD
2 X 4
DF
No.I Btr
BOT CHORD
2 X 4
DF
No.J&Btr
! WEBS2
I
X 4
DF
I.I &Btr *Except*
VVI 2
X 4
DF Stud/Std
X
2x4
C51 DEFL in lac}
TC 0.68 Vert(LL) -0.06 5-$
BC 0.31 Vert(TL) -o. 13 5-6
WB 0.22 [iorz{TL} 0.01 5
�
(Matrix)
BRACING
TOP CHARD
REACTIONS (Ib/size) 5=7471Mechartical, 2=90410-5-8
Max Horz 2=207(foad case 4)
Max tlplift5=-177(toad case 4),2=-225 (load case 5)
FORCES lb) - Maximum Compression/Maximum Tension
J L H ORD l�2=0/6712-3=-980/153t3-4=-103/794-5=,344/125
BOTCHORD 2-6=-198/68615-6=-201/682
M
E B 3-6=0/300, 3-5=-701/169
BOT H RD
WEBS
15-2-0
Scale: 3/8"=l'
15-2-0
7-11-11
I/d fl
L/
>999
360
>999
ISO
/a
n1a
d
3X6 I
4
3x5
"W'eig'ht. 70 lb
I
Structural wood sheathing directly applied or 6-0-0 0 purlins,
except enol verticals. �' �'
igid ceiIirig directly appli d Or 10-0-0 oc br jrig
1 ROW I
2t m i pt -
TVE--
1) Imbalanced roof live loads have been considered for this design.
2) Wind', ASCE 7�02; 90mph; h=25ft- .Op f; BCDL=4..8Psfq, Category i 1; Exp , enclosed; F
R gable
zone,cantilever and right exposed ; id vert and nP I Lubr DOL=133 platerrp DL=1.,) Provide adequate drainage to prevent water pending,
4) This truss has been designed for a 10-0 f bottom chord live
This truss requires plate inspertion per the Tooth Count Method when this. trus
Refer to girder( ) for truss to truss onne tin s ichosen for �uafity ass ra�, e ire p tion_
Providemechanical connection (by others) Of truss to bearing plate capable -
ib � at i t and J b uplift. joint
This truss is designed in accordance with the 2003 International Residents
referenced tandar�d f I�ITPI 1, I da sections R502.1 1 , �i and F 02.10.rr
LOAD CASE(S) Standard
Jo _
JLU� s
110727KH F15 � OF TRUSS
FRANKLIN LI It_' I l -SUPPLY, L `i ME, ID. 83338
C
--1
1-4-0
I
I I Jori
-
3x5
2x4
Jori eferen ce iDn l _
6.400 s Aug 1 2006 M_[Tek Industries,, Inc, Tau Jul 26 12:20.11 2007 Page I
-- --
7
-1 - 1 }
5x6
Scale 1.7z1
.- --
Plate, _.
- 3L_.
fi=r...
TOLL 35,0
TDL 8.0
BOLL 0.0
DL 8.0
Plates increase 1.15
Lumber Increase 1,15
Rep Stress [nor YES
Gide iRC2003fTP12002
,UMBER
TOP CHORD 2 X 4 DF No. 1 .Btr
BOT CHORD 2 X 4 CSF No,1 &Btr
WEBS 2, X 4 DF Stud/Std *Except*
W3 2 X 4 DF .No.1&.qtr
TC 0.$6
BC x.35
I WB Q. 9 8
(Matrix)
I
REACTIONS (lb/ ize) 6=747/Mechanical, 2=904/0-5-8
Max Hort 2= 261(1oad case
Max UPJ i = -l7 load2=-226(load case 5)
E
3x5 . __
5
TO
1--
5-11-11
DEFL
in
ioc
I/dfi
L/d
Vert(LL)
-0.10
-7
>999
360
Vert(TL)
-.
-7
>753
180
Ho(TL)
0.01
6
n/
n/a.
o ,
BRACING
TOIL HCS
BOT H f D
WEBS
1
PLATES GRIP
ref T 0 2201195
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at m idpt -
FORCES (lb) - Maximum ompr ionlM iurs Tension
TOP CHORD1-2;--016712,-3=-999/1863-4m._
,7-=`1 71 -}-_
BOTCHORD 2-7=-224/7323 6-7=-60/73 1 �� ��
'REBS 3-7=-350/1920 4-7=-1 601148,1 -7=-146/655
NOTES
1) Unbalanced roof five loads have been considered for this design,
left and rightexpo'
exposed;
1Wind, S'-90mph; h=ftT TG_4.0P f, 13L=4p f - Category 11; Exenclosed; able end - rr
sed !rightLumbr C L=i.plate grip EOL=1,33.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bDttom chord live load non
concurrent This truss rquir pI2t -inspection r the Toot �r�urr+�r�t with r, other ��� I����.
Count Method when this truss i chosen for q Mit assurance inspection.
Defer to girder(s) for truss to truss annectI.
Provide mechan[cal connection (by others) o1' truss to bearing ft
at joint capable �tf�tr�n `� 7 lb uplift lb uplift
This truss is designed in accordance with the 2013 1 nt rnat on l Residential Code
referenced standard I'TPI 1 y sections f . �1 n F end
COAD CASE(S) Standard
JOD I Truss
0727KH IF16
t-NANKLIN BUILDING SUPPLYp jE 1 I D. 83338
i
Plate Offsets
Tr s Type ---
.�„sYP i City Ply � � ----
'OF TRUSS
Joa Reference (o tuna!
6A00 s -A --ug 1 2006 MiTek industries, Inc. Thu Jul 26 12:20:12 2007 Page Z�
1-4-0 5-7-5
--
6x6 _
2x4 ° I
4--
6X6 w
r i5-7-5 0079-1
-7- -4:0-3-4,E49PL—
-
LQAC]tTlG
(ps�
i SPACING 2-0-0
� CS! r
TCLL
35.0
Plates Increase 1.15
TC 0.79
TCC]L
8.{3
Lumber Increase x.15
BC 0.33
�
BOLL
� SCbL
(J.€]
Rep Stress InGr NO
WB 0.44
8,0
Code IRG2003ITP12002
i (Matrix)
I !.UMBER
----
I TOPCHORD 2 X 4
DF No,1&Btr
BOT CHORD 2 X 6
DF SS
WEBS
2 X 4
DF Stud/Std *Except'
EV2 2 X 4 DF No.1 &Btr, W5 2 X 6 DF
SS, UJG 2 X 4 ❑F No. I&6fr
REACi'IbNS ft/size) 2=150610-5-8, 11=2870/Mechanical
Max Herz 2=308(load case 4)
Max Uplift2=-365(load case 5), 11=-678(faad case 4)
[TEFL in 10 I/defl
rtLL -0.08 9-10 >999
rt(TL) -0-13 9-10 >999
Hc)r(TL) 0.15 11 n/a
BRACING
TOP CHORD
BOT CHORD
E 13
FORCES 1b - Maximum MPr ion/Maximum T ns, on
BOT CHORD 2-10=-660/25099-10=-66112516t -1--576/17-8=-1341124
WEBS Y 3-9=-451/222t4-9=--146/52815-8=-801107} 6-8=-757/3189 4-8=-266/577
15-2-0
4 --
11
M
t
L?
Scale = 1:40.3
L/d PLATES GRIP
360 MT20 220/195
n/a
f Weight, 104 ib
Structural wood sheathing directly app! or 3-6-13 oc purlins
except end ver iia[ . 1
Rigid celIirig directly appai d or 10-0-c oc bracing.
1 Row at rnidpt -11
MOTES
1 unbalanced roof I -1 e loads have been corgi sidered for this deli n,
2) M rids ASCE `-02; 90rnph; h=; TC L =4 .
p f; E DL= . p 1f; Category 11; L p ; enclosed; MVVFRS gable end zone;
left and right exposed - end Vertical Left and right exposed; Lumber- D cantilever
Provide ads uatdrainage to r � L�` 1, flat grip DOL=1.33.
� ..
vent eater ponding.
.
) This truss has been designed for a 10,0 Pf bottom chord live
load nonooncurrnt with any other live loads,
This truss requires plate inspection per the Tooth Court Method when this trusg is ch
osen Refor to girder(s) for truss to tru connections. ` c ua� qt} r r� r� tion.
,
Bearing at jointconsiders psralll to grain Value using Cl/TI
1 eagle to grain formula. Building
capacity of bearing surface designer should verify
Provide mechanical connection (by other)of true to bearingIt capable of withstandIng I lift tnt
at joint 11.
� 1 � I� �pIE�
9) This tris is designed an accordance with the
003 International Residential Cote section 8502. �I i1.1
referenced ' standard IITPI 1, and _1 and
Hanger(s) or other connect -on device(s) shall be provided
t � �!-�� �� bottom �hdesign/selectionF � sufficient to support concentrated load(s) Ike down and 8Ib
Mrd. The of u h connection device i the reg i .. �
1 1In the:�D Etip loaddevice(s) p�r��h�f�t �f ��hra
applied to the face f the truss are noted as front F
) or back (B).a
LOAD CASE(S) Standard
11 Regular. Lureb r lair ,qe=1-1Sp Plate In r s =1.1
Uniform Loads lel
Vert, 1 `-861 4-6=-8 ' - --1
Concentrated Loads (1b)
Vert: `-F)
Job
o727KH
F17
F A N K t_I I L I N L L, JEFF E, 16-
, 83338
T=s Type
DF Truss
2
t
+x.400 s Aug
Jobferenc (Optional_
1 2006 MiTek Industries, Inc.
11-7-8
a
-I--U
.1.
0
Plane Offsets t . y - -10, Ed
LOADING
(psi}
SPACING
2-0-0
� TCLL
35.0
Plates Increase
1.95
TCDL
8.4
Lumber Increase
1.15
BCLL
0.0
Rep Stress inCr
YES
i BCDL
$.D �
Code fRC20031TP12002
LUMBER
TOP CHORD 2 X 4 DF No.I &Btr
BOT CHORD 2 X 4 DF Nal&Btr
WEBS 2 X 4 DF Stud/St
1
I
DEFT,
TC 0,76
-0.03
Vert(LL)
BC 0.20
360
rt(TL)
W13 0.41
>999
Horz(TL)
(Matrix)
5
REACTIONSObl'size) 2-725/0-5-8. =563/Mechanical
Max Horz=foa case
j Max U lif =-1 lGa ), =-1 90(foad case
FORCES (lb) - Maxinn= COMPression/Maximum Tension
TOP CHORD 1-2=0/64P - =-1005/1 , =- 9017 4-5=-193/91
CHORD H O — i—E!{4 — r
WEBS -=1r -=-694/294
11-7-8
-L
in
to
I/clef
U
-0.03
-
>999
360
-.06
2-6
>999
180
0,01
5
n/a
n/
BRACING
TOS' H 1 D
'T CHORD
w
CO
Thu ,Jul 26 12:20:13 2007 Page 1
Scale = 1:40.71
PLATS GRIP
MT20 2241195
Weight,, 55 lb I
Structural wood sheathing directly applied cr -0-0 o urlin
except rid verticals. �
Rigid ceiling directly applied or 10-0-0 0c bracing,
NOTES
1) Wirtd. ASCE �02; Omph; h -ft; TDL=+0ftBL-_
Category.11;enclosed-
rl, 1 +
1 b
left and l n
cantilever ht sed - end vertical let and right exposedLumber L=1 _33 pJ t r� ��_��.) T• tri. has been designedfor a 1 �f bottom hor�,1� 1��� n���0�urrentwith any other live loads.) This truss requires It inspection tion perthe
4) Tooth Court Method h n this truss i Chosen for
Refer to girder(s) for truss to truss connection's. urn in t ,
5) Beating at Joint(s) 2 considersparallel to grain value using I l l 1 angle t grain formula. Building x
capacity of bearing urn should verify
Provide McQhanfcal connection (by others) of truss to bearing Mate capable of
itht P� lb joint _ ion nt 2 and 190 lb uplift
This truss is designed in accordance with the 0 l r•rtrnationalResi c1
referenced standard IfIFPI 1. entiI CodesectionsR5021 � 1 . �I and .10.nd
LOAD CASE(S) Standard
i
Job ITruss �- Truss Type m_
10727KH IF18 � 'OF Truss
i
r-!RA�NKLI—NB---UfLfNG SUPPLY, JERDME, ID, 83338
Qty
PIS°
e
Joy Refereqq(optk?LnAa �_
6,400 Aug 1 2006 iTe Indutni�, Irk.
11-6-0
3x5 i 1.
3
plate offset (X,Y).
LOADING �
F
LO
co
ft
Thu Jul 26 12.20.14 2007 Page 1
Scale = 1.40.9"
i
i
AFL I rt I 11.4 fi
T LL 35L0 Plates Increase 1s 1
T i L 8.0 Lumber Increase 1.1
ELL 0.0 Ip Stress Inr YES
l L 8.0 Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X4 DF . l Btr
LOOT CHORD 2 X 4 DF No. I &Btr
WEBS 2 X 4 DF Stud/Std
TC 0.74
BC 0,27
WS 0.•43
(Matrix)
REACTIONS (1 /size) 1= /M h2ni al, 4=572/Mechanical
Max Horz 1= (load case )
Max Upliftl=-7 load case )a4z---1 9700ad case )
Vert(LL) -4.04 1-5
Vert(TL) -0.08 1-5
Horz(TL) 0.01 4
BRACING
TOPCHORD
BOT CHORD
LIU VLATES GRIP
u I12u 2201195
>999 180
n/a n/
VVelght: 52 lb
Structural wood sheathing directly applied or 6-0-0 or, purl]
except end verticals,
Rigid ceiling directly appiled or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-11034/177) 2-3--190/79
BOT CHORD 1-5=-293178214-5--2901775
WEBS 2-5=0/2311 2-4=-724/321
NOTES
1 mind: ASCE -.; 0 mph; h: T£L=4, psfr EL= f;t I l
eft anright exposed � �� vertical l � � � �r�i���a F �I n� zone; cantilever
a ft and right exposed, Lumber COOL=1, plate grip DOL -1.33.
This trusshas beery deli fined for 10.0 p f bottom chord'Jive load norm , r
,) This truss requires It inspection � rr�t with �� other �i� loads -
3) the Tooth Count Meth- d when this true is chosen for quality assurance ins e i
4 Refer t girder() for true to trussconnections. � t n.
Provide5) r�f�r�i�� �nr�tir� � others) �f true t� bearing .
� ..� plate ���C� of � �� uplift t'i�t � n� �' rh uplift
Joint 4. p t
This truss is clesigned in accordance with the 2003 International Residential Code sectionsR502.1 1. 1 and R802.10-2 and
referenced standard ANS11TPI 1.
LOAD CASE(S) Standard
Job
_ —Truss 'Truss Type
- - _
0727KH ' F
F TRUSS
FRANKLIN F3UILDING SUPPLY, JEROME, 10. B3338
3x5
--8
L
6X6
1
3x5
K
--
2x4 11
3
W4
Qty Ply
'Jou I r ,eoptionI 0.4 ,00 s Aug 1x'00- M]Tek Induct s, Inc. Thu Jul 26 12:20;15 2007 Page I
6X6
3X5 i 2A i
-1-
OF
--8 o
1-- a
Scale = 14,
C)
I
23 --
e::t-
',34 Edg �5-0-0-0po-q:�L�
TILLTCLL
LOADING (psi SPACING 2-0-0c 1 �AFL .0 PlatesIncr
�� - L'd - PT a
. t ' L- - T DLncrease MT20 220
/19- 5ur r I
-
1.15
BC O�45 Vert(TL)-0,22 5-7 >999 180
BOLL 0.0 Rep Stress Iner YES IWB 0.42
Hcr(TL). 0.03 5 n/ n/
BCDL Code 1
ITP1 tr-�
_ Weight: 120, lb
NLUMBER BRACING
c.1 &Btr T P CH OR D Structural o F
BH1 � C�I� 1�. � Etr l �� h�f��n� dirt! ��Is�� �� �-� a �urlin,
DF Stud/Std *Except* pt end verticals.
SOT HILAii
DF No. c.1tr`Ilfl IrtfIIdr--rlT�atr '
i
REACTIONS (lb/size) 11=1155/Mechanical, 5=1307!0-5-8
Max Norz 11=-248(load case 3)
i Max Uplii#1 1--233(load case 3). 5=-287(laad case 6)
FORCES (lb) - Maximum Compression/Maximurn Tension
TOFF CHORD 1.2=-58611691 --+l 233!3240 3-4--1232/324, -=-1 6401
11 z---1 1531228
�'��+.y[] jl�}f� 7({�,'�
10-11=-96/213t
'j7J Cj}�'� ���a�yJ jr+ r`j�'' 8-9=-151/120217-8--1511120215-7=-14911206
j�,,y� `q7 s ���Mq' � �a..y�° 5-6-=0/67 � T
�+ +ad I 3 RJ 1 — 'l'! 1 } — 1 'Y.i = — 1 1 / 1 � �f —y = - 1 9 / 1 0 1 \.i —a _ 1 1 11 2 0 4 — — 1
1 -10=-7401291,2-9=:-297/9551 - =- / 0 'a4-9=-215/264,4-7=0/ =-
269/961E
NOTES
1) Unbalanced .roof live loads have been considered for this design.,
2) Wind.ASCE 7-02, 90mph- a CSL- . p f; DL=4.8p f� Category 11; Exp , enclosed,F able end zone. ca
left and right exposed ; end 'verticil left and right exposed; Lumber DOL=1.33 plate _ F ntiI r
3) ProvIde adequate drainage to event water ponding.
4) This truss has been designed for a 10.0 p f bottom chord live load nonconurr nt with any other five loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality ns uran Q ars -
6 Refer to gander(s) for truss to truss conn tion ,
Provide mechanical onn tion (by others) of true to bearing plate capable ofith tandin
t joint dk 1rf t joint , Jh uplift
This truss as designed in accordance with the 2003 International Residential adsections FA 1 -1 and R802-10.2 and
r f r n ad standardANSI/TPI 1,
LOAD CASE(S) Standard
0727KH
F3
1-HANKLIN BUILDING PPL' , JE -ROME, U 83338
I
Plate Offsets
LOADING pc
Ti ALL lu r-Ialt� Ir awe Ddu 1.10 1 I G 0.12 Verb LL -0.1 -
8 >999 360
TGDL 8.0 Lumber Increase 1,15 13C 0.41 Vert(TL) -0.31 6-8 >883 180
BOLL 0.0 Rep Stress I n r YES VV8 0 .53 Hors TL .
BCDL &0 Code 0P]22 (Matrix) w
LUMbtK
TOP CHORD
E30T CHOP[
VVEB
Truss Tp
-- ---- ----- --� --- ,Qty _ Ply
OF TRUSS
Job Reference (optiona!)
6.400 s Aug 1 2006 MiTek Industries, Inc-.,
4-6-8 -10-0
17-11-1
4-6-8 4-3-8 4-3-8 --
5x6 _
23-1-8
--7
ThU Jul 26, 12,20:16 2007 Page 1
--
1-4-0
Scale
2 X 4 CSF No.1&Btu'
X 4 DF No.1 &Btr
DF Strad/Std *Except*
W2 2 X 4 DF 1o.1 Btr, W3 2 X 4 DF NoA & Btr
REACTIONS (Ib/size) 11=1155/Mechanical, 6=1307/0-5-8
Max Horz I 1= -load case
Max Upliftl1=-7load case , =-(load case
BRACING
T P H R
BOTCHORD
FORCES (Fd) Maximum Compression/ a innum Tension
TOP CHORD 1-2--854/176, 2-3=-6391198P 3-4z---100812701 4-5=-132912565-6=BOTCHORD -1687/30316-7=0167P o -'1 0=-2031946 p -=-20i, -=-1 5/1290
WEBS=10=-30/152, -1 0=-616/236 F 3-8=-90/1879 -8=-91303} 5-8=-345/213 1-1 =-1
85/814
MT20 220/195
VVi ht: l
s
Structural wood sheathing directly applied or 4-1045 u puriins,
except end verticals.
Rigid ceiling directly applied or 1 `0-0c. bracing..
1 -1 1--I 1281183
TE
1 Unbalanced roof live loads have been considered for this design.
2) Wind:7-021,90 2 ; = pf f J1� p �ni
osd; fF1 gableend zone- cantilever f; 4
ieft and right pod! �r,d rVcal Is and right exposed; Lumber DOL=1.33
plate grip D L=1 w .
rovide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10..0 psf bottom chord I ive load non oncurr nt with
ny other Ian loads,
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for -quality
Defer to girder(for truss to truss tonne tions. � assurance �� eion.
7Provide mechanical connection (by others) of truss to bearing plate
.
'��` �q/+��J ate capable of withstanding173 l up1� at joint 11 and 2.99 Ib uplift
+..fi t joint y
This truss is designed in accordance with the 2003 International Residential Code section
referenced standard ndard NSUTPI 1 r s I X2.1 1.1 and f 2.1 0, and
LOAD CASE(S) Standard
fob _
0727KH
� t runs
iF4
P [ —K -LIN l I J i SUPPLY, ,..JERO ME, ID. 83338
Truss Type
4F TRUSS
Qty ply
s
r JoD Referen_Loptional)
6.400 s Aug 1 2006 MiTek IndustriesI Inc. Thu Jul 26 12:20:1 2007 P-6ge 1
6
3
23-1-8g4-5-81
6-2-7 1-4-0
Plate Offsets iX.Y):
2x4 [I 3x5 4x8 3x5
i
LOADING
(ps#J
TCLL
35.0
TCDL
$,Q
6CLL
0.0
BC[]L
8.[]
um
li [2:0- 3-4, Edcl
3:0 -3 -}0 --
SPACING 2_00
Plates I
ncrease 1.15
Lumber Increase 1.15
Rep Stress Jnr YES
Code IRC2003ITP12002
R
4 1
-7- 5-9-9
-.
CSI
i IDEFT,
in
(Io)
Ifdtl
Ud
TC 0.88
! Vert(LL)
0.04
6-8
>999
360
0.30
`' rt(TL)
-0.09
6-8
>999
180
B 0.47
D1= Stud/Std, W5 2 X 4 DFStud/Std, E 1 2 X 4 DF Stud
VVCL2 2 X 4 DF Stud/Std
(Matrix)
LUM13ER
TOP CHORD
2 X 4
DF
NoABt r
BOT C HORD
2 X4
DF
�1 &Btr
WEBS
2 X 4
DF
Nc,1 & Btr `Except*
W4 2
X 4
D1= Stud/Std, W5 2 X 4 DFStud/Std, E 1 2 X 4 DF Stud
VVCL2 2 X 4 DF Stud/Std
REACTIONS (lb/size) 12=11551Mechanica[, 6=130710-5-8
Max Horz 12=-331(102d case 3)
Max Uplifi12=-187{load case 5}, 6=-306(1oad case 6)
Scale = 1:53.8
co
C)
PLATES GRIP
MT20 220f195
Weight: 132 ih
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc urlin
1
except end amici.
E30T CHORD rid Cefling directly applied or 10-0-0 or, bar Jn
g.
WPBS 1 Row at midpt � 1-1
FORCES 1b) - Maximum Corn pression/Maxim um Tension
TOP CHORD 1.2=-977/'2201 2-3=-8471286P 3-4=-1 15/264-5=-11 4/2 700/291.,
09 Jf 1-12--10915/212
BOTWEB`SI C 11-1 -1941311, 10-�11_-$13816991 10=-1 04/128 =-104/1 y
2-1 t 591412, -1 0=4712111 -10=-535/235, -8=0/232, 1-1141541720
DOTES
1 Unbalanced root live loads have been considered for this design.
'+ind. Er021,0rx-tph, h=ft' TDL=4, f, ,
F � a �L�� � ��� ����- f�} �� nclod;FFA a hl end .one; r�FJ�rr
left and rich exposed; end vertical left and right exposed; Lumber DOL=1. late grip
3) Provide adequate drains to revert .ter � � � �.-1. .
4) This truss has been designed for a 10. 0, p f bottom chord ti ve load nonco Curr nt with any other live loads -
5) This truss requires plat -inspection per the Tooth Count Method when thistris ���r
for quality assurance inspection.
Refer to girder(s) for true to truss connections.
7) Provide mechanical connection (by others)o1: truss to
�2rin lite capabr �� withstanding n 187 I b ��ri �t 1�� rt 1 end � I h uplift joint .8)
This true is designed in accordance with the 2003 international Residential Code
sections F.. 1 1,1 and R802.10.2and
referenced standwd ANSI/TPI 1.
LOAD CASE(S) Standard
Truss
K
i F
TR-MKI-IN BUILDING SUPPL' , JEROMEa ID. 83338
1
L
M
r
E
0
4-5-0
--
Truss Type
Qty 1 Ply
F TRUSS
�uu Reference (optional
6.400 s Aug 1 2006 Wek Industries, Irc. Thu Jul�
1 2 18 �' ...
Page I
4-1- -7-0
5x6 _
6x6
34
23-1-8. ,_24_5-$
[�E
f%.IF je. I I I U 9 0A
4 3x 5 = .4 x8 _— 3x5
3x5
i
s -Plate ft , l
--------------------------
LOADING (ps� SPACING --0 CSI =-�-
`CLL 35.E
ateIncrease '� ,1' T , 74 � LL _�.
TOOL Lrber Irroe 1.1 06 _ 999 360220/195
s ALL �� I �. e(TL) --. 1 — I �
P tre I nor YES H1r TL
��L �. p � ) ,0r)/;:i n�a
vv�atn x)
LUMBER - - - - -�
TOP CHORD 2 X 4 DF No.1 &Btu- BRACING
BOT CHORD 2 X 4 CSF No. tr TOS' CHORD
WEBS 2 X 4 DF No. 1 &Btr *Except -k
BOTCHORD
F Stud/Std, L. 1 2 X 4 DF Stud/ td WEBS
WCL2 2 X 4 DF Stud/Std
REACTIONS (lb/size) 1 4=11 / han i al, =130710!548
Max Horz 1 4= -load case
Max Ll pI iftl4=- 1 (Road case , =- 14(load case )
'i hf: 156 1b
Structural wood sheathing directly applied or 4-7-3 0c purlins,
eclat end verticals.
Frigid ceiling directly applied or 10-0- oc bracing.
1 Row at rid.pt 4-12,6-11
FORCES I) - Maximum COmpression/Maximum Tension
T CHORD 1_14=-1 1111228
130 13-14=-222/339,12-13=-131/623o 11-12=-32/703P 10-11=-112112390 9-10=-1 12/1'239.17-9=-1 1211.2-30a
WEBS 2-13=-47711181 `1 =-114121 It 3-12=-266/5413 4-12=-604/22, --11=-66/3 7 = _
1-13=-105178 a - �1 - ' , - =0/277;
NOTES
1 Unbalanced roof live loads have been considered for this
1 2) Wind- ASCE 7-02; fir; h=.; T•DL=4. pf; C�L= 4. pf, Category11, Ey
rig exposed ' end vertical left and right , �' r�o��, I#'� a�� �d ��; �r-�t�le�r
left a exposed,, bu b r DOLS
Provide adequate drainage t prevent water ponding,
� , plate'
t�i� � �= � r _
This truss has been designed for
a 10.0 p f bottom chord live load noncon urrent with any other lire loads.
i This truss requires plate inspection per the Tooth daunt Method when this true r hoen for �w.�lit�r assurance inspection.
Defer t girder(s) fOr truss to trussconnections.
Provide mechanica l con ne tion (by ethers) of truss to bearing
letoa��Rfitht��d�n � Iba joint 7. uplift at joint 14 and 314 Ib
upiift
8) This truss is designed in accordance with the 2003 International Residential Code sectionsR502. 1 1, 1 and R802.10.2 an
referenced standard ANSIITPI 1.
LOAD CASE(S) Standard
Fj6b — — — ---7-Truss Truss Type0727KH
F6 OF TRUSS
FRAN—KL —IN el�l—LD ING SUPPLY, JERt}ME, ID.
-;1
--1
K,
Qty
Ply
---- Joo Reference (optiona
6.00 s Aug 1 20:66 MiTeklrrdu#rig, Ing. Yh--6 Jul 1..0:18 2007 Page._I
rs -1- 24-5-8
o
7 -4 -
1-4-0
3x5
8-10-0
El
10-
ElOffsets MY):
V U
3x 20
5
- 23-1
4-3'-
*_- _
Lill(PS11) SPACING 2-0-0 1
TOLL 3.90DEFL in 0o) lfri4mfl
ITGdL
I i
8.0
BCLL
0.0
BCD
S.Q
J.10 I TC 0- o Vel LL -. - >999
Lumber In r a 1.1 � 0 d10 1 � � �
Rep Stress iinr YES
Code f0fTPf0
IDU U.4U Vert(TL)
WB 0_ 87 � Fiorz(TL)
(Matrix)
.�—
TQP CHARD 2 X 4 ❑F No.1&Btr
� BQT CHARD 2 X 4 DF No.1&Btr
WEBS 2 X 4 QF No. 1&Btr *Except*
i W4 2 X 4 DF Stud/Std, EV1 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 11=11 / e hnr )T =1307/0-5-8
MaHarz 11 =-381 (load case )
Max UPliftl1=-(foad case , =-1 1foad cage
-0.22 10-11 >999
0-03 6 n/,
BRACING
TOFF H ISD
BOT HCS
WEBS
FOR I) Maximum COMPressionlMaximum Tension
TOP HD 1-2=-1 11 12-3=-902/289 3-4=-818/268, _
10.11=-139/612,9-10=-116/123118-9=-116/1231,6-8=-116/1231
WEBS -1 {{
Lid
D
180
,W% -If
PLATES
TO
Weight: 127 Ib
Scale = 1:55,11
C)
GRIP
22df195
L _
Structural wood sheathIng difrect[y 2ppliled or 4-6-13 oc puriins,
except end verticals,
Rigid ceiling directly applied or 10-0-0 oc bracing.
I Row at rnidpt 5-10
NOTES
1) Unbalanced roof five loads have been considered for this
2) Wind, ASCE 7-02; 90mph; hi�25ftj- T[ L=4.Opsfp B L' _ p f, Category 11;
� T n f o
d;
F
RS gabJe end np cantilever,fft and right pend verticaJ left and right expoLumber - SL=�.pfate grip CLr1 .r)This true has been designed fora 1 . f bottom chordlire load nonconcurrent with any other 1-fve fDad,4) Th` requires �� inspection per the Tooth Method �r��� tri chosen
for �uait assurance fry
Ref r to girder(s) for truss to trussconnections, petion.
Provide mechanicl onnec;tron (by otnr of tris to be�.rJ� l�t�
at joint �� Iwithstanding i uplift t int 1 n I f#
Thai truss is designed in accordance with the 200 3 Interrra
referenced standard I�'TPI 1, tonaI F� id ntia I ode tion i 02, 11. 1 and 0 . `f 0. and
LOAD CASE(S) Standard
Job
I Truss
i0727KH F7
FRANKLIN I ]'; UPPL F J O r r 11D. 83338
A
I.,uss Type
)OF TRUSS
-1. 8-10-0
4-6-12 ;-,
46 II
0
1--
-1 1
6.406-s —Aug
Jou Reference option l �
TMiTek Industries, Inc.
7-4-2
Thu JU IL
26 12:20:19 2007 Page 1
-4-0
-
1 -4 -
SAV
3x5
5-11-12 17-- -1-8
Pate Offsets (. [6:0-0-10
LOADING
(psi
TCLf.
35.0
TCDL
8.0
BCLL
{1.0
BGDL
k—.--
8.0
tF
jLUMBER
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1,15
Rep Stress incr YES
Code lRC20031TP12002
TOS' CHORD
2 X 4
DF
No.1 &Btr
BOT CHORD
2 X 4I
F
,J . tr
WEBS
X 4
tF
t"tri *Em t*
W2 2 X 4 D F No, I &Btrp W3.2 X 4 LSF No.1 &Btr
VVCL2 2 X 4 DF No. 1 &Btr
REACTIONS Ob/SiZe) 6=130710-5-8, 111 1551Mechanica!
Max F#orz 17=-384(load case 3)
CSi DEFL in
TC 0.64 Vert(LL) -0..09
BC 0.46 Vert{TLj -0.16
W8 0.30 Horz(TL) 0,12
(Matrix)
BRACING
l
T P H RD
BOT H1 D
WEBS
Max a pl ift=- 1 0(foad case , 11 =-21 0(1od case 6)
FORCES (Ib - f 1a imum Compression/Maximum Tension
TOP CHORD 1-2=-154/141, - �� �1' - 4-5=-1 5-6=-2503/33516-7=0/64t
1581784, -9=-20111924E 6-8=-1 86/1 1
SBS -IO� I 1112-9=-114/262t3-9=-15-9=-658/335 155/1035=01 --
1F , 11
(10)
Ildefl
L/d
6-8
>999
360
8-9
>999
180
n/a
n/
PLATES
TO
Weight: 126; lb
Scale
Scare = 1 :561
CD
1
1
I
GRIP
2201195
tructur 1 wood sheathing directly applied or -7-1 oc purlins,
except end v rti al .
Rigid ceiling directly applied or 10-0-0 oc bracing,
1 Row at mid, t 2-11
1 -1 1=-2161143
NOTES
1) UnUnbalanced roof live loads have been consider=ed for this design.
2) Wind, ASCE -02; 0-
��� f�=f�� TCL- � f. �f�L�, � f
a � � � �� � ill � r�t���, '4'FFgable end oncantilever
left and right exposed; end vertical left and right exposed; Lumber DOL=1.
33 plate grip DOL=;1.33.
This truss has been designed for a 10.0 p f b" ttom chard live load nonconcurr
ent with any other live loads.
his truss req uir+ plate inspection per the Toothy Count Method when thi& trussis chosen foru
Refer to Bard r for truss to trussconnections,� IEt�r assurance �� � tM�n�
Bead ng t joint(s) 6 considers parallel to grain val ue using AN S I P1 1 ang le to g ra
capacity of bearing surface, In formula. jIrr-vdesigner shoulf
Provide mechanical onne tion (by others) of true to bearing plate a able of ith to ndin
,t jai nt �11. p � � l � � phi �t �ci rpt. n 210 I t� upfift
This truss is designed in accordance with the 2003 International Residential
referenced standard ANSI/TPI 1
�
LOAD CASE(S) Standard
J o b
0727'KH
Trus
F9
Truss Type Qty Ply
m
OF TRUSS 12 d
,fan efcarmnr�n Finn lFRANKLIN BUILDING SJ] I L F JEROME, ID"
833386.400 s Aug 1 2006 MiTek [ndustde , Inc. Thu Jul 26 12,20-20 2007 Page I
1
0
-- -1-0
14-3-8
4-1.0
0
f
74-2
# 9T SAV
5x6
-8-0 0-5-8 5-6-0
LOADING
in 00c)
Ildef1
L/d PLATES GRIP
T L L
88.0
Plates Increase
I
1.1 1
TDL
8.0 II
Lumber Increase
1.18
BOLL
0.0
Rep Stress In r
YES
B DL
8.0
Code IRC2003ITP12002
LU M8 E
in 00c)
Ildef1
L/d PLATES GRIP
TOFF CHORD
2X4
DF
1o.1 8tr
BOT CHORD
2 X 4
DF
1o.1Btr
VVEBS
2 X 4
DF
Stud/Std *Except*
°
VV4 2
X 4
DF No.1 &Btr,VV 4DFNo, 1 &8tr
csi
TC 0.49
BC 0.42
WB x.56
(Matrix)
REACTIONS (lb/size) 14=1998/0-5-819=1157/0-5-8
Max Harz 14=306(load case 4)
Max Upliftl4=-603(laad case 5), 9=-292(foad case 5)
Scale = 1:60.6
p4m,
g
I
CD
DEFL
in 00c)
Ildef1
L/d PLATES GRIP
Vert(LL)
0.08 -11
9
360 MT20 22011 95
rt ff
0.14 9-11
>999
180
orz(T L)
OO.o8
n1a
n/a i
.BRACING
TOP HICK
BOT H f
Weight: 143 1b
Structural woodh ath'ng directly appJi d or 4-0-1 o purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES (lb) - Maximum Compression./Maxim urn Tension
T P H 1 D 1-2=0/651 .3=-364 `84 1, - —686/1 } = /14 p - =` 1 /` 1' 4 --7=- _
-1 -0/64
BOT CHORD -14--57214231 13-14=-664/377, 12-13=-1071419, 11-1 --9811 9-11--85/1654
911208, 5-13t:-689/1939 5-12=- 1 17/ a 6-12=-471718 P 8-{1 --662/337, -11=01285
TE
1 Unbalanced roof live loads have been considered for this design,
2) Wind: E-090mph; i�=ft� T
p CDL=4. p f, B L= . p f, Category l i, Exp , enclosed- MVVFRS gable end
w:
zone;cantilever
lefand right exposed end vertical left and right exposed- LumberD L=�- _ plate grip �L-�, , ) This truss is not designed to support ceiling
and is not intended for use where aesthetics are aonsider ti r�.
This trusshas been designed fOr 10.0 psf bottom chord live load nonconcurrent with an other live Ioads.
This truss requires plate in p ctian per the Tooth Court Method when this truss is chose
Bearing t joint(s) considers ara111 � r n for ��I�t �r�r� inspection.t grain value u -Ing NSI TPI 1 angle t ran forau1a. Building designer should verify
capacity of hearing urfac;e.
Provide mechanical connection (by others) of truss to bearing plate capabl'e cifithsta ndin 603 1
et joint pro t int r� I �
8) This truss i dcined in accordance with the 2003 1nterr-7 � ��
t«n21 e id r Lear Code sections R502.1 1.1 and R802.10.2 and
referenced standard ANSlf' PI 1.
LOAD GASES) 5tandard
I
JobTruss . •— !Truss Type
T727KH G1II -- \T
FRANKLfN BUILDING SUPPLY, JERC7ME, ib. 83338
I
5x6
-11-
M
Qty Ply
Joy Reference (aptional)
6.400 s Aug 12006 MiTek Industries. Inc. Thu Elul 26 12,20. 21 2007
---
4-11-7
1 g ;26.2.
2
0,
r
0
1 O1
4-11-7
14-8-8
-11-7 -
- I -L�I 1
11-7
I
LOADING
(psi
SP SI
-o-o
D EFL
Ve (L L)
TCLL I
T
35.0
ILumber
dates increase
1.15
T !�. 48
13CLL
0.0
Increase
1-15 i
SC 0.41
BDL
8.0
1 stress
Code i0/TPI0'
B 0.95
Matrix
LUMBER
TOP CHORD 2 X 4 DF
NoA&Btr
SOT CHORD 2 X 6 DF
SS
WEBS
4 DF
Stud #° �pt
EVII 2 X 4 DF No� 1 trr, EV2 2
X 4 DF fro.1 &Btr
DF Stud/Stud, VV4 2 X
4 DF Stud/Std
REACTIONS (Ib/size) 8-272610-5~815=2726/0-5-8
Ma
_2726!0- ~ 1 = /0- -
a Hor =-1 4(load case 3)
Max UPI ift =- load case , =- load case 4)
El
fv
BRACING
TOP CHORID Struchur I �n th
C " Ulf U tU pplI d Or 4-2-q2 OC purlins}
except end verticals.
E3T H I D Rigd ceiling directly applied or 10-0-0 oc bra
WEBS I Row at m idpt 1-80 -
FORCES (Ib) - Maximum Cornpression/Maximum Tension
TOP CHORD 1-8=-2166/53911-2--2237/5541
- 1- 166/53911- --2237/554r `3�-2229155 f
BOT CHORD 7-8=-140/102 F 6-7=-600/2237P 5-6=-66/103
E B 2-7-W-6-02/2433 - =-6041 1 ' 1-7=-67212839, �`-4-6z----668/2825
_ 6�--yy .
NOTES
1) Wind: ASCE 7-02- 0mpha h= T DL= .Op fr L= f'
I r r� ht n - 1 Category 11; Exp ; enclosed; F gable end zone; rail
vertical left and right exposed; Lumber DOL=1.33 plate grip D = � r
Provide adequate drainage to prevent waterponding.� � �-�I- .
3) This tri h� ��r� designed
This signed for 1 0.0 f bottoms
� chord di�r load norrr�urrr�f its n other live. Ind,
Tb� truss requires plat �r�ptior� per the Toth Count Method when tl�r truss
f�r��i�f �h��i� ��r��t��r� ��' other -s) �� ��� t� �r�� ��� is chosen for qualityassurance rr��pficn,
at joint capable of withstanding 644 l b uplift at joint 8 and 644 lb uplift
6) This true is designed in accordance with the 0International Residential
referenced standard i I/TPi 1.
Girder carries tie-in pan(s): 11- -0 k0m 0-0-0 to
8) ! the LOAD 1 �-� _�� from �_�-� � �1 �--
CASE(S) section, 1d lied to the f
lip f the true are noted as front F) or ba(B).
LOAD CASE(S) Standard
1 Regular: Lumber In r =l.1 } Plate In r =l.1
Uniform Loads (ply
Vert: -8--253 (F=-237), 1-4=-125
i
D EFL
Ve (L L)
i n Doc)
-0,07 -
I/de
Ld PLATES ISP
�
Vert(TL)
-0.12 -7
>999
ITS 2201195
10
Hor (TL)
0,01 5
n1a
/a
�_.._
s Weight, 96 1b
BRACING
TOP CHORID Struchur I �n th
C " Ulf U tU pplI d Or 4-2-q2 OC purlins}
except end verticals.
E3T H I D Rigd ceiling directly applied or 10-0-0 oc bra
WEBS I Row at m idpt 1-80 -
FORCES (Ib) - Maximum Cornpression/Maximum Tension
TOP CHORD 1-8=-2166/53911-2--2237/5541
- 1- 166/53911- --2237/554r `3�-2229155 f
BOT CHORD 7-8=-140/102 F 6-7=-600/2237P 5-6=-66/103
E B 2-7-W-6-02/2433 - =-6041 1 ' 1-7=-67212839, �`-4-6z----668/2825
_ 6�--yy .
NOTES
1) Wind: ASCE 7-02- 0mpha h= T DL= .Op fr L= f'
I r r� ht n - 1 Category 11; Exp ; enclosed; F gable end zone; rail
vertical left and right exposed; Lumber DOL=1.33 plate grip D = � r
Provide adequate drainage to prevent waterponding.� � �-�I- .
3) This tri h� ��r� designed
This signed for 1 0.0 f bottoms
� chord di�r load norrr�urrr�f its n other live. Ind,
Tb� truss requires plat �r�ptior� per the Toth Count Method when tl�r truss
f�r��i�f �h��i� ��r��t��r� ��' other -s) �� ��� t� �r�� ��� is chosen for qualityassurance rr��pficn,
at joint capable of withstanding 644 l b uplift at joint 8 and 644 lb uplift
6) This true is designed in accordance with the 0International Residential
referenced standard i I/TPi 1.
Girder carries tie-in pan(s): 11- -0 k0m 0-0-0 to
8) ! the LOAD 1 �-� _�� from �_�-� � �1 �--
CASE(S) section, 1d lied to the f
lip f the true are noted as front F) or ba(B).
LOAD CASE(S) Standard
1 Regular: Lumber In r =l.1 } Plate In r =l.1
Uniform Loads (ply
Vert: -8--253 (F=-237), 1-4=-125
i
' LOADING
{p5fp
TCLL
35.Q
iCDL
$.p
BCLL
0,0
SCDL
8.0
ILUMBER
TOP CHORD
BOTCHORD
WEBS
ETHERS
russ
{FF1 - BLE
83338
�.._ --
--
1
Qty Ply ,v
0
6.400 s Aug 1 2006 f iT k Industries, Inc.
2x4 J
R
2x4
J SPACING 2-0-0 CSI
Plates Increase 1.15 TC 0.49
Lumber Increase 1.15 BC 0.03
Rep Stress tncr YES � W6 0.16
Code IRC2003lT'P12002 fMatriY) �
X 4 DF Stud/Std
N
2x4 11 2x4 I
--
f3EFL
Vert(L Q
Vert(TL)
Horz(TL}
in
n/
n/a
0.00
BRAC)NG
TOP H Old D
BOTCHORD
WEBS
on
2x4
- nla 999
- n!a 999
6 nla nla
Th -u JUI 26 12:2022 2007 Page 1
r- LfiI r-
MT20
Scale = 1:54.1
FIP
220/195
.—..�—.� Weight: 57 ib _ �--
Structural woodsheathing directly applied or 6-0-0 0c purlins
except end verticals. F
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at mi 1pt -
REACTIONS (ib/size) 1=65/8- - , 6=8518- - a = 11/ - -
Max Morz 1 = (fod case
Max UPI Iftl =-186(load case ), o d case ), 9z---1730oad case , =-1 load case 5.
Max Grav I =332(ioad case 4), 6= 169(load case ), 9=211(load case 1), 8=1 (load case 1 7=231(load
FORCES 1 -l int urn O pre ion/Ma i um Tension
TO.P CHORD 1-2=.439/267, 2-3=-352/24513-4=-2661227F -5--167/200, 5-6=-161/135
BOT H D 1-9=-79/120F
y '_ -79/1 0 P - =-7911 0} 7-8=-79/120t ,-7
/120
WEBS 2-9=-177/193,3-8z-1671184-7=-194/210
TE
1 '`'ire: ASCE 7-0. ph; h -Wt; TILS. f�
b a DL= . p f,- Category 11; Exp , enclosed; F able
lift an right p� ; end vertical 1 and right ��� L �� �n� cantilever
2) Tri Bind for wind Ind � exposed; ��r L��. ;plat yip �oL��1.�
�n the plane of the truss only, .For studs exposed to wind normal t
Gable End Detail t liT Standard
3) This tis has been designed for a 10.0 bo4) ttom ottom h or live load norlonrurrrxt with any othr live Ioad.
Thistruss requires plate inspection per the Tooth Count Method when this truss is chosen fOr qUalltV 2��� � lr� tin _
Gablerequires n intiou bottom chord bearing. �
Cable studs p@ped at -0-0 ().
Provide mechanical connection (by others) Of true
i rev 1 I to bearing plate C p2ble of withstanding i 1b uplift at joint
J uplift tioir�t , 1 1b uplift atjoint irpt and 188 1b u0 at joint 7, 1 1 Cpl t
This trust is designed in accordance with the
2003 InternationalResidential Code sections R502.1 1.1 and F
referenced standard ' IfTPI 1., 1 a n
LOAD GASES) Standard
ion
0727KH
Truss
HFF1 3
Truss Type
BLE
FRANKLIN LI SUILD�INGSUPPLY, JE E, [D, 83338 _
L
Qty
I
Ply
�I
.400 s Aug 1 2006 MiTek Cndu'st i :s, Inc. Thu Jul 26 12;20:22 2007 Page 1 j
- 9-0-09-9-5
-- �- --11
4x6 =
2x4 II
2x4 11 2X4 2x4 I 2x4 11
2x4 f
9-9-5 2x4
--
P I ate Offs ets (X, Y
LOADING
p SPACING -0-
TOLL 35. 0 Plates Increase 1.15
T DL 8+o Lumber Increase 1.15
ALL 0.0 Rep Stress In r NO
BCDL 8,0 Code IRC2003TFP12002
ILUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DIF No.1 &E3tr
WEBS 2 X 4 DF No.1 &Btir
OTHERS 2 X 4 DF Stud/Std *Except*
T1 2 X 4 DF No.1 Btr, ST9 2 X 4 DF No.1 &Btr
REACTIONS
CSI
�
D FL in (Ipc)
Ildefl
Ud
TG 0.02
Vert(LL) nla -
rtla
999
BC 0.01 �
Vert(TL) nla -
nla
999
W@ 0.07 �
Horz("fL) 0.00 8
nIa
ala
(Matrix)
BRACING
--.
I
L
0
I
I
I
P1TE
TO
Weight: 90 1b
Scale= 1:71.91
DRIP
J1 95
TUB UHURD Structural wood sheathIng directlylied or 6-0-0 pt end verficals,
BOT CHORD Rigid id ceilin directly applied or 10-0-0 0c bracing,
WEBS I Row at midpt 15-9, 5-1 OP -,
b/ i, 1=33/9-9-5, 8=16/9-9-51 9=31/9-9-51 1 =10519- -
Max Grav I =33(foad case 1), 8- 1 7(load case 4), 9=31 (load case 1), 13= 1 05(loa�d case 3) 12;-- 10 1 (load case 1). of;([n;q ri r -m o-= -i o
FORCES (lb) - Maximum C=PressionIM2XIMUM Tension
TOP CHORD 1-21F.0 -25/31 , J --33/331 3 -4 =-3 3/3 3 4-5=- _
BOTCHORD 1-13-0/03 13-0'0, 11-12'010, 0-11'010, 9-10=010
VVEBS
6-9=-28/01 2,-13=-84/()p3-12=-86/Op-11=- -
1 0=-7010
TE
1) Unbalanced roof lire loads have been considered for than de .
) This truss has been designed for a 10. 0 pf bottom chord lay
load nonconurrnt with any other live loads.
This truss requires plate in ctionr the4) Tooth Count Method when this true is chosen foruaft a ur
Gable requires continuousbottom chord bearing.� �n inspection.
b1
) study spaced at 2-0-0 o,
6) This truss is designed in accordance with the 2003 International Residential ��1� ��P�r�� �.��_� �� �_�
referenced standard W pI 1, 0. ars
LOAD CAS EO Standard
Fj
Truss
0727KH HR1
FRANKLIN Bl11LDIIVG SUPPLY, JERQME, ID. 83338
1
!Truss Type
OF TRUSS
7
JL) Reference (00�n�l
6.400 s Aug 1 2006 MiTek Industries F an .
-1-10-104-3-14
i fh
1
I
i
i I
14-1 -
Thu M 26 12-20,23 0 2007 Page 1 �
2X4 J i
5
I
!LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOTCHORD DF N o.1 E3tr
VVEBS 2 X 4 D F Stud/Std
Scale = 1.23.
11` 3x5 ;�
_r --14
4-3-14 -
1
1
TC 0.42 I
BC 0.14
0.17
s
Y
(Matrix)
EY Ti s Ib/size) 7=56. /Mechanical, 2=489/0-7-12
Max Horz =1 (l ad case
Max p1 7--1 (load case ), =- 1 350oad case ,
FORCES IJP) -Maximum imum o pr s ion/1 a= ximum Tension
TOPCHORD I � mo/ } - s 0Yl , =3=`5{ 3/6., -4=-115Y - __ .-
BOTCHORD 2-8=-106140417-8=-1061404,6-7-0/0
WEBS 3-8=0/177t 3-7=-461113
DEFL
in (10c)
I/defl
F_
'rt(LL)
_
.
_ --
LOADINGSPACING
-0,02 7-8
>999
180
2-0-0
Tt_L
35.0
Plates Increase
1.1
T DL
8,0 i
Lumber Increase
1.1
Rep Stress Inr
NO
I CDL
8.0
Code Id0P100
!LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOTCHORD DF N o.1 E3tr
VVEBS 2 X 4 D F Stud/Std
Scale = 1.23.
11` 3x5 ;�
_r --14
4-3-14 -
1
1
TC 0.42 I
BC 0.14
0.17
s
Y
(Matrix)
EY Ti s Ib/size) 7=56. /Mechanical, 2=489/0-7-12
Max Horz =1 (l ad case
Max p1 7--1 (load case ), =- 1 350oad case ,
FORCES IJP) -Maximum imum o pr s ion/1 a= ximum Tension
TOPCHORD I � mo/ } - s 0Yl , =3=`5{ 3/6., -4=-115Y - __ .-
BOTCHORD 2-8=-106140417-8=-1061404,6-7-0/0
WEBS 3-8=0/177t 3-7=-461113
DEFL
in (10c)
I/defl
L/d
'rt(LL)
-0.01 -8
>999
360
ert(TLI
-0,02 7-8
>999
180
Hor (TL)
0.00 7
ria
ri/a
BRACING
TOP HO D
BOTCH -ORD
PLATES G RIP
MT20 2201195
� I
40 lb
Weight,
Structural wood sheathing dfrectly applied Or 6-0-0 0 ur i
except end verfi l�s. r� ,
Rigid ceiling directly applied or 10-0-0 oc bracing. o
MOTES
Wind: E -F 0mph: h_; TLS.
psf, F3DL=4. psfp Category ll;- E ' enclosed-
f. and rightexposed; end vertical left and right ht e o d� p � gi d; � ��1 n� zona cantilever
2) T� true ist di nod - . Lumber �I . plate rf*p L= 1 . .
tO uPPo ceiling and is not intended for use where YI aesthetics ti are
consideration,
This tris has been designed for 1.0 psf bottomchord Ire ���d r�r����rr��t with �� other r I. Ids. �TS, truss requires plate inspection per the Tooth Count ����� this tri is chosen for quality assurance
��pt��.Fir to girder(s)for truss to truss connections.6) Provide mechanical connection (by others) of truss to
bearing pJ@t capable O withstanding rdpr� � � I� uplift �fi ��art r� 1 �� uplift joint
This truss is designed in accordance with the 0rntrnational.
referenced standard 1SVTl �I Fjrt�:CGocfe iF I °� .n n
8) In the LOAD CASE(S) section, ioads pplid to the face of the truss are noted as trent (F) or baB,
LOAD CASE(S) Standard
1 Regular: Lumber Increase=1.15,, Plate I —
1.15
Uniform Load's (p
Fart: 1-9=-86
Trapezoidal toads pl
Vert, 9�O�F�43, B=43) -to -4=-1 75(F=-45, B=-45), 4=-1 05(F=-451 E3=-45)-ta-5=-j I I (F=--48 B.::A8), 2=.l (F=7,
B=7) -to -6=-34(F=-9, B=-9) P
Job �Truss
-----
0727KH HR2
FRANKLIN BUiLDfNG SUPPLY, JERQME, Id.
J
_ Truss Type— -
!OF TRUSS
8333$
-1-10-10
1-10-10
2
Qty
Pi
a
D
Jon Reference (opfiqn,a _
6.400 s Aug1 2006 MiTek I nd ustri-e , Inc,
dwi
I
Thu Jul 26 12:20:3 2007
Page 1 j
2x4 11
I
5r'
LOADING {psf} �SPACING -.2-0-Q � �CSf L
TOLL 35.0 Plates Increase 1.15 TG 0.43
� TCQL 8.0 � Lumber Increase 1.15 I BC 0.04
BCLL D.0 Rep Stress Incr NO WB x.01
B�dL 8.0I Code ERC20031TP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 DF No.1&qtr
BOT CHARD 2 X 4 DF hla.1&qtr
WEBS 2 X 4 DF Stud/Std
I
REACTIONS (lb/size) 2=40810-7-12F 6=1810-5-8
Max Hor
=1810- -
Hor =1 (load case )
MaX UP1rft =-1 load 2 e , =- land case
Max -ra=0 Fuad cap
'
FORCES (Ib) - Maximum COm Pression/Maxim urn Tension
T P CHORD 1-24x/69'2-3=-9717,
BOT CHORD 2-6=0/0
''E ---1 811 7
x"
E
F� _ __.2-9-3
2a9-3
DEFL in 00cj UdeflLld �— PLATES
Vert(LL) -0,00 2 X999 360 MT20
Vert(TL) -D.ad 2-5 >999 180
nurzt i L) u.uU n!a tela
r 1h1,n�.-.ML.
I
GRIP
2201195
Scale = 1:9.6
1
lylit.TOP1
BRACING
CHORD Structural wood sheathing directly a lig
B'�� �' Iii i� ilr� ire �� d or -- purlins.
directly applied or 1 -p-0 oe bracing.
TE
1) Wind, ASCE 7-02- 90mph- h=25ft; left and right � F pL=F sf o 11- Efenclosed,
ed , end vertical left and right posed, Lumber DOL=1 gable n� �n cantilever
This true inot dsir�d to support ceiling � �d�� rad �=1.�
� �� � not �nt.��d� for use where aesthetics are�r�i��
This truss h been designed for a 10.0 p � �� � h ration.
This truss requires plate ins ord I've lead nonconcurrent 'ith any other live loads.
5) inspection tion per the Tooth Count Method when this trussis h
Providernech nl ai connection(by�t��r � �n � r ���lrt �s sur n �r� � ti r�.
� �� tri t �r�r� �t�t �,��1 �f withstanding joint �'in 1 lb uplift t joint and I b Uli a
This truss is dine' in accordance with
referencedstandard A NSITP) 1, 0, and
LOAD CASE(S) Standard
Job
0727KH
Truss
ii
FRANC_V1E�L_i1Lff1_N_G S(JPPLY, ,ID.
T, Truss Type � -
-, Qty F
y�OF TRUSS 2 �83338
Jai) Reference p real
-
6.400 s Aug 1 2006 MiTek Industries. Ire . Thu J UJ 26 12:20-124 2007 Page [
aie _ 1. 9.81
I
F--� �1-11-1 "E
LOADING (pso SPACING 2-0-0 CSI
TOLL 35.0 Plates Inr 1 11; i�F
TC
-
BLL 0,0
B DL 8.0
Lumber Incre@se Increase1.15
Rep I
Stress Ir YES
LUMBER
TOP CHORD 2 X 4 1)F No,1 &Btr
BOT C H ORD 2 X 4 DF No. 1 &E3tr
sv V.Ia
6C 0,03
U'VS 0, 00
(Matrix)
REACTIONS Ob/size) 2=270/0-5-8o =1 / '1 hard a.l 3=32/Mechanical
Max Horz 2= 1 d case,
Max Uplift2={-1 17(lo d case )' -- 0 1o. 1 case
case 1 , 4= 4(load case 2 F = (Io d case 1
FORCES (l � Maximum Compression/Maximum Tension
TOP CHORD 1-2=0165, 2-3=-75/11
E30T CHORD 2-4=0/0
Vert(LL)
Vert(TL)
i noc) I/ri f L PLATESGMP
--'' 360 T 220/195
-0-00 - >999 180
Weight. 8 1b
BRACING
TOP CHORD
BOT H RD
Structural wood sheathing directly applied or 1-11'-11
Frigid ce'lling directly applied or 10-0-0 oc bracing.
OTE,
1) Wind-, ASCE 7,02; 90mph;
left and rift E - CategoryIl, r•� '''FI r.
This vertical deft and right posed Lumber L=;J, late gripD ' cantilever
2) Th� tri. has bdesignfor 1.0 f bottom � DOL'l
� chord'five i�r lead ���+��n�rr�t with any other -live lad.
This true requires plate inspection per the Tooth Count f���� �rt���r� •chosen f��- quality assurance inspection.
�
�.Refer t girder(s)for truss t trussconnections.
Provide rr����rl �r�r�ti+�r� �t�.r� �f true t� �.r��,
it abl rl#d rr 11 ' II inttdt rd 0 i
��ir,t � b ift at
This truss is deed in accordance with the 2003 International Residential
referenced standard ANSvTpl1.
LOAD GAS E() Standard
oc purlins.
i
Job 'Truss --.— i T�S Type
0727KH J2 QF TRUSS
FRANKLIN BIJILDiNG SUPPLY, JEF20lyE, Ip. 83338
LOADING
T LL35,0
It '1,
T L -- Lumber Increase 1.1
B LL 0.0I Rep Stress I ncr YES
I
LUMBER
TOP CHORD
BOT CHORD
1 -4 -
2x4
CSI
TC 0,20
BC 0.09
wB 0.00
(Matrix)
y Ply
2
Jqb Reference o tionl
6.400 s Aug2006 MMT k lndu e , Inc. Thu Jul 26 12.20,24 2007 Page 1
3-11-11
@l 1:14.9
-11-11 . .
i DFL in
'rtL Q -0-01
1c
-4
Ildfi
>999
L/d
360
I FOLATES GRIP
MT20
Vert(TL) 0.0
-4
>999
180,
220/ 195
Hor (TL) -0.003
n a
r a
13RACI'NG
- -
TOPCHORD
BOT
T FSI
Structural wood sheathing direct[y a died or 3-11 -11 ��
Rigidceiling directly a �� � � � p��rl� ns -
d
F 10-0-0 or, bracing.
REACTIONS TA Ibl i e) 3=118/Mechanical,2=354/0-5-8,= 9
Max 11= 2� 58(l ad a�
Max pNU=-7 (1 d case ), =-11 lad case 5 .
(load case 1), 5Ioad czse 1), -(lod case
FORCEs �Ib) -Maximum GompressionlMaximum Tension
TOP CHORE) 1-2-0187, 2-3=-108152
BOT CHORD 2-4=0l0
NOTES
1Wind: ASCE - mph ; h_; TSL= pf;
.� right � D -=� � f,
Category fl; Exp n1odMWF
���l ��
zone;cantilever
I ��p� d and vertical left .rd right exposed; Lumber D L=1.plate riD?
p �. .hitruer .� bottom chord �a� 1�� nonconcurrent with any other I-floads.
3) This truss requires plate inspection
per the Tooth Count Method
when this r n for quality assurance inspection,
4Refer to girder(s)for trussto truss connections. p'
Provide mhanialonne.,
tion (by others) of truss to bearing Prate capable of ith tandln 7 F
joint . lb �pFl at join 3 and 112 lb uplift at
i This
true is designed in accordance with the 2003International and 1�1 ars
referenced standard I/TP'l 1. �
! LOAD CASES) Standard