HomeMy WebLinkAboutTRUSS SPECS 5 07-00235 - 585 S 4th E - New SFR.: 'N" .
toe Truss
J152 D1
FRANKLIN BUILDING SUPPLY, JEROME, 117. 83338
_� -- --4
-0 --
Truss Type
ROOF TRUSS
i
4-3-0 4--0 --o
1
°ty Ply TODD PETERSON
1 2 1
Job Reference (optional)
6,400 s Aug I 2006 MfTek Industries, Inc. Tue May 01 16115:112007; Page 1
30-1-8
2.6-0-
-1-
-0-0 i .-0- 4--o -- 40-2-12
°
-0-0 1-1-8 -1-8 0-9-0 � -1
6.00 Ff2— 3x5 � 9 3 x 5 10XIO —
4- - --Q
4x6 = 29 28 27 26 2524 23 2221
31 30 4x$ — 3x5 3x5 = 4x6 = 3x5 = 3x6 li
3x5 I I
=
3x5 — 6x12 4x8 8x8
1 O 2O IVIT18H I a
--1 0-1-8
4- -0 - -0 40-2-12
--1
Platef t a 5,0-3-
-o�111,G-3-6,Edg 1�- - - 20, -1 - - -�f 2--0-3-810-2-0]
LOADING (psi SPACING 2 -o -o1
T LL 35.0 Plates IncreaseDFL in �aV � PLATES GRIP
T �X4 d 1,r��L� _�. 1 T
T DL 8. .Lumber Increase 1..1 . ! 220'1
a r T aha IT1 H 20/1
(TL) 0. 1 1
ADL, Code 1R2`PI2002 'qtri
�i Vit: 665 lb
a
LEER
TOP CHORD X DF No 1 Btr BRACING
T P CHORDStructural woad sheathing directly applied or 4-10-. a purlins.
T RD 4 DF 1�.1 E#r *Except* B - �
T H .C� Rigid iIjr� directlyapplied or 10-0-0 obrig F t
�� � DF Stud/Std *Except* -0_0 bracing- 2-31t30-31,2-9-30,28-29.
I �F Stud, +' � DF io�.� '�� 1 R �� ��id�t 11-
r B tr, W X D o,1 Btr
10 X 4 DI= o.1 Btr, 11 DF No. I tr
W1 2 X 4 DF .1 Btr, W1 X DF o.1 tr
! v 14 X DF No.1 Btr, 1 2 X 4 OF �'�l�a_ 1 Btr
1 2 4 DF 1o.1 Btr, ' 17 X 4 DF No.1 Btr
i
-12
2x4 II
--4
Scale = 1 :94.31
16 M
TNT
co
.REACTIONS (Ibl i )2=-865/0-5-8, 15=3,846/0-5-8, -4562/0- -
Max Hort. 2=0(Ioad case )
Max U pllft =-1 ° 18 (load case 10), 1 -908 load case =-
a Gray 2=1 (10 d case )r 1 = I ad case 1), =4562 load case 1
IFORCES (lb) - MaximumCompression/Maximum Tension
TOPCHORD 1-2=0/590 - --62812492 r3-4=-919/4338, 4-5=-1341/266t +r�
8-9=-3119/800, 9 -lo= -30831796, 10-11=-3961/968 , 11-1 - 4 1 12-13=-6718/1564F
1 -1 748 911 1 , 15-16=0165 p 1 1 - 193/1 1 ,
BOT CHORD2-31+t=-21321472, 0- 1=-316/56, 29-30=-40122, 4-29=-502311 085, 28-29=-37821820r 27-28=-275/1
--469t2313, 25-26=-48612563, 24-25=-486/2663, 23-24=-597/3475F 22-23--839/4603o 21-22=-123/650t
20-21=-15171, 12-20=-301266, 19-20=-1329/7144., 18-19=-1233/6403t 17-18=-1322/6564, 15-17=-1322/6564
WEBS 3-31 =-1 651903t 29-31--19791453f3-29=-1728/361, 4-28=-1 048/5{�
5/470, 6-27=-29911685?
�"�j "� 1 11-22=-969311790,20-22=-1949110742P
} a /1 ,8-24=-79/51 a9-24-- 0112351, 10- =-2405/662,
10-23=-62312487, 1 1- =- 0 1 /776 I 1 -22=- 9311 7901 0- =-1 +.�i 1 074
13-19=-454121861 13-18=-87/388F �I 4-1 ---`,� �11-20=-2061/10763F 1 -1 --1 ��84t
NOTES
1 2 -ply trussto b connected together with 1 Od ('0.1 1" '' nails follows:
TOP chords connected follows: 2 X 4 - 1 row t 0-- c.
Bottom chords connected s follows: X 4 - I row at 0-9-0 C)r } row
All loads areconsidered equally applied to II piles, except if not cl afront � �r k� ��
Plyto pi n ntror� hbeen provided to dRsfrl6�ut onlyloads� � � t � � �h LLQ � ��t��r�.
(F) or (B), unless otherwise indicated.
Unbalanced roof five. loads have been considered for this design
4�'�'ir� SDE 7-0F 0mp�j; f�=ftr TDL=4,0pfa BCDL�-.-4.8f" atm
cantilever l ar-ri right pd ;df I I r 1enclosed; I'I'F gable ends
eft and right exposed; Lum bar DL= 1 . plate gripDLi 1. 33,
Provideadequate drainage 10 prevent water pond.in .
6. Th i truss h been d i reed for a 10, p f bottom chord live load
nor�or��ar�rrat its aother live loads.
IC iii0�esnara T 0 Plates unless otherwise indicated.
°
1ST
.REACTIONS (Ibl i )2=-865/0-5-8, 15=3,846/0-5-8, -4562/0- -
Max Hort. 2=0(Ioad case )
Max U pllft =-1 ° 18 (load case 10), 1 -908 load case =-
a Gray 2=1 (10 d case )r 1 = I ad case 1), =4562 load case 1
IFORCES (lb) - MaximumCompression/Maximum Tension
TOPCHORD 1-2=0/590 - --62812492 r3-4=-919/4338, 4-5=-1341/266t +r�
8-9=-3119/800, 9 -lo= -30831796, 10-11=-3961/968 , 11-1 - 4 1 12-13=-6718/1564F
1 -1 748 911 1 , 15-16=0165 p 1 1 - 193/1 1 ,
BOT CHORD2-31+t=-21321472, 0- 1=-316/56, 29-30=-40122, 4-29=-502311 085, 28-29=-37821820r 27-28=-275/1
--469t2313, 25-26=-48612563, 24-25=-486/2663, 23-24=-597/3475F 22-23--839/4603o 21-22=-123/650t
20-21=-15171, 12-20=-301266, 19-20=-1329/7144., 18-19=-1233/6403t 17-18=-1322/6564, 15-17=-1322/6564
WEBS 3-31 =-1 651903t 29-31--19791453f3-29=-1728/361, 4-28=-1 048/5{�
5/470, 6-27=-29911685?
�"�j "� 1 11-22=-969311790,20-22=-1949110742P
} a /1 ,8-24=-79/51 a9-24-- 0112351, 10- =-2405/662,
10-23=-62312487, 1 1- =- 0 1 /776 I 1 -22=- 9311 7901 0- =-1 +.�i 1 074
13-19=-454121861 13-18=-87/388F �I 4-1 ---`,� �11-20=-2061/10763F 1 -1 --1 ��84t
NOTES
1 2 -ply trussto b connected together with 1 Od ('0.1 1" '' nails follows:
TOP chords connected follows: 2 X 4 - 1 row t 0-- c.
Bottom chords connected s follows: X 4 - I row at 0-9-0 C)r } row
All loads areconsidered equally applied to II piles, except if not cl afront � �r k� ��
Plyto pi n ntror� hbeen provided to dRsfrl6�ut onlyloads� � � t � � �h LLQ � ��t��r�.
(F) or (B), unless otherwise indicated.
Unbalanced roof five. loads have been considered for this design
4�'�'ir� SDE 7-0F 0mp�j; f�=ftr TDL=4,0pfa BCDL�-.-4.8f" atm
cantilever l ar-ri right pd ;df I I r 1enclosed; I'I'F gable ends
eft and right exposed; Lum bar DL= 1 . plate gripDLi 1. 33,
Provideadequate drainage 10 prevent water pond.in .
6. Th i truss h been d i reed for a 10, p f bottom chord live load
nor�or��ar�rrat its aother live loads.
IC iii0�esnara T 0 Plates unless otherwise indicated.
°
1
Jab 'Truss Truss Type
J1 52 CFILL :GABLE
FRANKLIN BUILDING SUPP1.Y, JERQME, ID. 83338
--
--7
)t
54
3
Ply TODD PETERSON
1
Job Reference (optional)
6.400 s Aug 1 2006 MiTek Industries, Inc. Tue May 01 16:35:09 2007 Page 1 1
'i
6-4-13
3-2-7
Scale = 1:16.4�
f+ -V_ 2X4 11 2x4
LOADING [psf} � SPACING 2-0-0 CSI
L.L. 35.0
'iGt]i 8,0
SCLL 0.0
BCOL 8.0
Plates increase 1.15 Tc n 1
Lumber Increase 1.1
Rep Stress lncr YES
Code J . 00 /TP]200
LUMBER
TOFF CHORD 2 X 4 DF No.1 Etr
1310TCHORD X 4 D F 1 a.1 Btr
OTHERS 2 X 4 DF Stud/Std
BC 0.04
B 0.05
(Matrix)
2x4 I
EFL in 1o) I/deft L/d
Vert(LL) n/a - n1a 999
Vert(TL) n/ - n1a 999
Horz(TL) 0.00 5 n/a n/a
PLATES GRIP
MT20 220/195
Weight: 23 lb
BRACING
TOP H RD Structural wood sheathing directly applied or -0.0 0C purlins.
BOT CHORD Rigid ceiling directly applied or --0 cc brain,.
a
REACTIONS (lb/size) 1=5416-4-1315=5316-4-13) 7=228/6-4-13f 6=231/6-4-1
MaxH crz 1=- (load case
Max Uplif#1 _l f Ioa case 10), -- (load case f 7=-111(load case ), =-10 (load case )
Max Grav 1=7 (load rase ), 5=79(load cava 1 ), 7= load case ), = 8 Goad ease 1
FORCES 1b) - Maximum Compr ion[Ma i urn Tension
TOP CHORD 1-2=-94/173, 2-3=-31/921 3-4=-42/91) 4-5=-87/17
BOT H RD 1-7--90/105, -7=-901105, 5-6=-901105
WEBS 2-7=-2561128P 4-6=-2581126
SITE
1) Unbalanced root live loads have been considered for this design.
Wind: ASCE -02- h; h= ' ft T C L= .0p f; B DL= . p ; category 11; Exp c; enclosed*M FR gable
zone -
cantilever left and right peed ; end rti,l left and right a end ��na
posed; Lumber DOL=1. plate grip DOL=1. -
Truss designed for wird loads in the plane of the truss only. For studs exposed to windnormal to the fay
"Standard Gable End Detail"� e 1iT %
This truss has been designed for a 10.0 p f bottom chord five load nonconcurr nt with any other lire lea
This truss requires plate inspection per the Tooth count Method when this trus5 is cho5en for quality assurance inspection.
Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 o .
Provide mechanical connection (by others) of truss to bear data capable of mfithstanding 2 Ib uplift ft li at joint �nt 1 i
a 111 lb uplift at joint and 1 R
lb uplift at joint p Y I� uplift ���t
n
This true is designed in accordance with the 2003 I nt rnatiop i Residential Code sections tion R502.
referenced standard N S 1 TP 1 1.11, � and F� f 1 and
LOAD CASE(S) Standard
Jib I Truss - .. I Truss Type
.152 1D1 ;ROOF TRUSS
FRANKLIN BWLDIPJG SUP PLY, JERDME, IQ. 83338
Qty
12
Ply TODD PETERSON
J013 MeTerence mptionan
_
6.40 0 S Aug _ o
O'l 1 :1 :1 �1 2007 PariP
�� 11�Tel� r���-i�e�t 1rr. Tu
MOTES8) _
This truss requires plate inspection per the Tooth Court Method when th'itruss is chosen for quaJity assurance ins a ti n.
Provide mechanical connecticri (by others) of true to hearing plate capable of withstanding 10 18 Ih uplift at joint 2, 908 ]b uplift at joint 15 and 973 IIS uplift at joint
10) This true Is designed ire accordance with the 2003 International Residential Code sections R5.02.1 1.1 and 8302.10.2 and referenced standard ANS11TP I 1-
11) Uplift for first LC exceeds limits
1 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 10 d( 2589 Ib down and 611 Ib uat 34-3-0 on bottom
i nt le tion of such connection I ce( i the re p r� i hil t of others.
� t pfd. T1��
LOAD CASE(S) Standard
1. Regular- Lumber I n re e= 1. 15, Plate l
Uniform Loads p1
'pert. 1-9=-186, -11 =-86P
Concentrated Loads (lb)
Vert: 1=-3F)
0
11-13=-86o 13-16=-861 - 0=-1 , 21-29=-16, 15-20=-16
Job
IJ152
Truss (Truss Type
DIA R(lnF TRI JCC
FRANKLIN BUILDING SUPPLY, JE E, ID. 83338
-�
4-5-10
1--0 4-5-10
-7-1
12-9-14
17-0-0
4-- 4-- 4 --
Qty' I TODD PETERSON - -�
Job Reference o
6.400 s Aug12006 MiTek Industries, Inc. T-ue May 01 16:15,16 2007 Page 1
a
20-0-0
-0-0
; 26-0-8
-0-0
3-0-0
-0-0
-0-8
-11-
5X6
34-2-12 1 40-0-0
5--1
5x6 7x14 MT1 8H
_00 F1 2 3x5 -:�-o
7 6X 16 MT1 8H
00
C6
14 114
I
21 25 23 22 1 20 19 1O10 2x4 11
2x4 11 4x8 = 3x5 _ 3x5 4x6 = 5X6 _ 3x5
4x8 8x12 lT1 H
12x18 MT1 H=
-o-0
l 4-5-1 -7-1 12-9-14 17-0-0 0-0�O
4-5-10 4- - 4-2-2 4-2-2 3-0-0 -0- -0- 2-2-8 5-2-12 -
'
--
-8-010-2-101,[11:0-7-07]0 05 0-3-01, [18:1 -0 -4,0 -6 -
LOADING (psi SPACING 2-0-0 CSI D
FL in Oo I/d'ef] Ltd PLATES GFSI P
� `rLL 35.0
TCLLL .0 Plates Increase 1.15 T Vert(LL) -�.1
1 0 1T0220/195 Lumber Increase 1.fB 0. ' rt(TL -0. 1 1� hrHT1 H ��1
�ep
tre I r� r N B U. 4
CSL 8.0 Cede I 003/TP[200 I Matrix)
,LUMBER
TOP CHORD 2 X 4 DF No.l Btr
BOT H o D 2 X 4 LSF No.1 c Btr *Except*
B3 2 X 6 DF SS
WEBS 2 X 4 IAF No.1 &Btr *Except*
1 2 X 4 CSF Stud/ td, W2 2 X 4 IAF Stud/Std, W3 2 X 4 DF StudlStd
14 2 X 4 DF StudlStd, W1 5 2 X 4 D F StudlStd
1 6 2 X 4 DF Stud/Std W1 7 2 X 4 DF StudlStd
I
W1 8 2 X 4 D F Stud/Std E I 2 X 4 D F
Stud/Std
'CLWCL2 2 X 4 DF Stud
REACTIONS (lbl iz) 27=2916/0-5-8, 13=4016/0-5-8
Ma
= 01 /0- -
a H ori. 27==1 1 (load case )
Max Uplift =- 8(load case ), 1 =- 0 le d case
Harz(TL) 0.29 13
BRACING
TOP HOED
BOT CHORD
FB
n/a n1a
Weight: 305 Ib
Structural wood sheathing directly :applied, except end verticals.
Rigid ceiling directly applied or 7-0-12 oc bracing.
1 Flow at m rdpt 6-24, 6-2Z 7-221 8-220 9-21 f 9-20
FORCES (I - Maximum Compression/Maximum Tension
TOP H RD 1-2=0/66, 2-3--2966/6121 3-4=-28651626, 4-5=-3 57 0/781, - =-36391831 -7=-3499/8
71, 7-8=-34631866
8-9=-4385/104459-10=-7428/1673, 10-11=-6995/1616, 11-12=-755411685, 12-13=-786111688, 13`14- 0/65
! 2"27--2864/656
BOTCHORD, 26-27=- 152/134, 25-26=-592/2571 F 24-25�-645/3124, 23-24=-5 98/31795 22-23=-598/31791 21-22=-67613837F
2021=-90214894, 19-20=-36/207, 1 --19_0/59+ 10-18_-93/645, 17-18-1419/7502, 16-17=-129816759t
15-16=-136,516897, . 1 -1 --1 5/6897
,5-24=-32/309-- P 4=-213/100, 6-22=-37511 84, 7-22---z-663/2685
8-22=-2458/672, 1=-63912580, 9-21 =-2840 '742, 9-20=-40261782, 18-20=-1 137/61 , -1 -1051152
-17�-1052/17 , 11-17-- 111 51, 11-1 _-189/937` 12-16=-224/14.5, T
d1
P MOTES
1 Unbalanced roof live loads have been considered for this design.
F r CDL= 4Op f,, .B L=4.8psf, Category 1.1, Exp , enclosed, MWFRS gable end zone;
cantilever left and right exposed ' end vertical left and right exposed; Lumber DOL=1.33ri late
Provide adequate drainageprevent to r waterponding.� � � �.r1 � .
4) This truss ha.s been designed for a 10.0 pf bottom chord live load nonconcurrent with any other live
All plates are MT20 plates unless otherwise indi .ted _
This truss requ-
ires plate inspect -ion per the Toth Count Methcd
when this res is chosen for quality assurance inspection.,
7Procd e -mechanical connection (by other of
true to bearing plate capable of ith tannin 633 1b u lift at pint 7 and 940 lb
i uplift at j .int 1. �'
8 This truss. Is designed in accordance with the 2003 International Residential
Code
referenced standard 1 1ITP 11. sections R502.1 1 i and .1 r
Hanger(s) or other nne tion duce shall be provided sufficient to support con
at -3-0 on bottm �hord. The design/selection n/seletin Of �� concentrated I�d�� � lb din �r�d 1 t I� u,
In th LYE(S)u connection device(s) the responsibility of others.
c- n�, on a s etion, loads applied to thef e of the true �r ��te�.-a front F r back (B).
Job :Truss Truss Type --- qty Ply TODD PETERSON
J152 D1A ROOF TRUSS 1 1
7 .fob Reference_(optional)
FRANKLIN BUILDING SUPPLY, JERDME, 1D. 83338 - _ _ .. �_ - -�
6.400 s Aug 12406 Mi7ek Industries, Inc, Tue May 0'1'16:15:16 2007 Page 2 ,
LOAD CASE(S) Standard
1 Regular: Lumber In rens =1,1 , Plate Increase -1.15
Uniform Loads (ply
Fart: 1-2=-8B, 2-7=-86t7-9=-86, 9-11-86, 11-14=-86, 19-27=-16P 1 -1 =-1
4 oncentr t d Loa (1b)
Mart: 17---z-2589(F)
m
Jots Truss - -- Truss Type
J152 02 ROOF TRUSS
FRANKLIN BUILDING SUPPLY, JEROME, iD.83338 ----. _
T
-I 01y Ply TODD PETE S
I
s
_ - Job Reference p,ptign2l .---d
6.400 s Aug 1 2006 MiTek Industries, Inc. Tue May 01 16+15,17 200 Page 1
&--9--
17-4-0
-0-
--
0-1-
31-8-
--1
-0-0
--
0
-0
2-8-0
4-5-8
1
-10-1
7-5-4
1-6-0
l 0
4
6X10 iT1H-
s
Scale _ 1:94.2
e
4x6 23 22
24 3x5
3x5 11
5x8 _
1 20 19
4x6 — 4x8_ 4x6 _
i
3x5 11
8x8
4
4 11
6-0-0 6-9-112 14-6-0 23-0-0 R25-8-01 3 -1- � 1- - 38-6-12 46-0-0
-3-0 0--1 3--4 _6-0 --0 4--3 1-6-8
Pilate y
_[--, , -,
_ ��4.0i _ , Ed -5- 0-2-0 10:0-6-10 E d .1 1 T 1-11, E d e 1[ . 0-6-4 0-5-41
L ADi (psi SPACING -0-0 CSI DEFL
in (ao,c) l/dfi Lid PLATES GRIP
TOLL 35.0 Plates Increase 1.15 TC 0.52rt. LL -0.23 17 360 MT20
95
TL�L I Lumber Increase�! � ��1
1 [3 0.84Vert(TL) -0.40 20-22 >999 133 I T13 H 223/195
LL 0.0 Rep Stress In r YES WB 0.78
Hor(TL) 0.16 13 n1a n1a
B DL 8.0 Code IF 30 /TP1 03
LUMBER BRACING
TOP CHORD 2 X 4 DF No.I&Btr TOP CHORD Structural wood sheathing directly �r-'� -
c purlins.
BOT CHORD 2 X 4 CSF No.1 &Btr *Except* BOTCHORD Rigid ceiling dir tf 1r` d bracing, or 10-0-3 c bracing, Except-.
VVEBS 2 X 4 DF No. 1 &Btr *Except* 6-0-0 oc bracing: 2-24
W2 2 X 4 DFStud/Std, W8 2 X 4 DF Stud, i1 0 2 X 4 DFStud/Std 9-2-7 oc bracing, 1:5-16
9-0-13 oc bracing: 13-15,
X11 DIF�d
4 �Stud/Std, 11 X 4 LSF Stud/Std
REACTIONS (lb/size) 2=304/0-5-8. 23=2479/0-5-8, 13=2171/0-5-8
Max Ho
= 171/0 -5 -
Ho =load case )
Max U,pf ift = -81 (load case , 3=- 45 (I ad case , 13=- 0 (load case
Max Gray =355 load case 9), 23=2479(load case 1), 13=2171 (load case 1)
FORCES (lb) - Maximum Corgi pression) 1 xim urri Tension
a TOIL' CHORD 1-2=0/5917 -3=-199/359, 3-4=-77/202, 4-5=-66/36505-6=-2419/517,-
-2127/5591 8-9=-2759/6591
9-10=-2598/638, 10-11=-28751649' 11-12=-30161628, 12-13--3-7911746, 1 -1 =0159
BOT F1 D 2-24=-206/5523-24=,0/102,3-23=-527/2,5.2r 22-23--393/1 381- - 20-21=-35312096P
19-20=-273121695 �+ 1 -1 {-�I/ 7, 1 -1 =0/ .
T -17=494/4 5, 1 -1 7=-320/2750, 15-16=-529/3243F 13-15=-52-913243
VVEB 5-23=-2841/557P
r.. -284 1 /557 F 6-22=01319116-22=-1461105, 6-20=-5281228, 7-20=-38711498,
-r:. . --1 12913701 --1087/1651
17-19=-305/2329, -1 7=-1 7111143P -1 6=-670/158? 10-1 =-1 081841,E 12-16=-7721262, 12-15=0/278
NOTES
1 Unbalanced roof live loads have been considered for this design.
end: ASCE 7-02; 90mph,h=25ft, T DL=4_ f` B DL -4_ p f; Category 11; Exp T enclosed; MWFRS gable end .
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D L=1. �
Provide adequate drainage to prevent water ponding.� �
4) This truss has been designed for a 10.0 p f bottom chord Jive lead rieneoncurr nt with any ether lire leads.
5) AFI plates are MT20 plates unless otherwise Indicated.
0
This truss requires plate inspect on per the Tenth Count Method when this truss is chosen for quality assurance in
�') F�rerdmehar�il or�i�tiori bothers) of tri to bearingplate capable �� � inspection.
joint 3 and 3rd lb Lipl ft t joint �1 .
� � withstanding 1 I � ��1ift �t joint 4 � b uplift �
8) This truss is designed in accordance with the, 2303 International Residential idential Cede sections F 3
referenced standard f 11TFI 1 _ x.11.1 end R802. ? �_ and
LOAD E( Standard
00
I
I.
1
0
k
Job - -Truss ..... Tr�TYpe
J152 ! D2A ROOF TRUSS
� FRA1VKl,fN BlJILC?IN6 SUPPLY, JEROME, ID. 83338
--0
23
19-10-5
1
-0
1
-10-
3x5
0
5-6-13 5-6-13 2w8-0
5X6
Ply ,TODD PETERSON
,lob Reierence o tiono_ R�
6.400 s Aug 7 206 MiTak Industries, Inc. Tue May 41 16;15:18 2007 Page 1 ,
-0-
-0-0
.:1
6. 00 Fl2 6 6x6 —'
48 = 6x6 =
4-5-1
jI FQ no
--
24
23
22
1
20
1
3x5 _
3x5
3X6 _
4x8 _
3x5 _
4X6 _
-7.1
17-0-0
CSI
TC 1,00
BC 0.50
0.83
(Matrix)
1 22-8-0
2-8-0 3-0-0
D E1= L.
'pert( LL
Vert(TL)
Hort(TL)
1
°I
2x4 1
1
-o- --0
-4 1
ire
8-7-12
-4-
Plate Offsets [4.-1-11, Edge]
1-17
LOADING (p
SPACING--
16-17
>999
TLL 35.0
Prates Increase
1,15
T DL 8.0
Lumber Increase
1.1
BCLL 0.0
Rep Stress In r
YES
B D L 8-0
Code IRC2003/TP]2002
LUMBER
TOP CHORD 2 X 4 DF
No1 &Btr
BOT CHORD 2 X 4 LSF
No.1 Bt.r
WEBS 2 X 4 D F
No. 1 tr "Except*
'`i 2 X 4
DF Stud/tai, VV1 2 2
X 4 DF Stud/Std
1 3 2 X
4 CSF Stud/ til, VV14
2 X 4 CSF Stud/Std
E 1 2 X 4 DF Stud/Std, W16 2 X 4 DF ,stud
CSI
TC 1,00
BC 0.50
0.83
(Matrix)
1 22-8-0
2-8-0 3-0-0
D E1= L.
'pert( LL
Vert(TL)
Hort(TL)
1
°I
2x4 1
1
-o- --0
-4 1
ire
I )
lidefl
-0.22
1-17
>999
i0.
16-17
>999
0.17
14
n/a
BRACING
1
TOP CHORD
BOT Hf
5 co
C
1
-0
Ud PLATES P
360 mT20 2201195
180
n/a a
Weight: 271 fh
tru ural wood sheathing directly applied or 3-2-9 oc purlins
� �Pt UHU VU1 U 1 ,
Rigid ceiling directly applied or 10-0.0 oc bracing, Except -
6 -0-0
c t:-0-0 o bracing: 18-19
8-10-15 oc bracing: 14-16.
1 Row at midpt -, -1 r 7-211 7-01 -0r 8-19, 4-24
REACTIONS (Ike/size) 14=2176/0-5-8, 24=2168/0-:5-8
Hort 24=1 1(load case
Max Uplift 14=-506 (load case ), =-4 load case , 1.
FORCES f1h) - Maximum Compression/Maximum Tension
TOP H I I 1-2=0[661 2-3=-2331134, -4--110.144, 4-5=-2448/537,5-6--2202/546,-"7=-2116/548 r
8-9=-2552/622F 9-10;---2526/6221 10-11=-2966/656P 11-1 _-351 41' 1 -1 -- /7 O' 13-14=-3856/7671
{�
14-15-0/59F 2-24--4511240
SOT H ORD 23-24=-443/1991, 22-23--375/21 10, 21-22=-37512110, 20-21 =-285121675 7 1 --
17-1
17-18=0/48, 10-17=-159/969P 16-17=-444/2994? 1441 --570/33 0
WEBS -- -�-11`1 p5-21 --6-21--1 r7-21 --�1 -�-1 =m
202/2281
-1 --1229/1 7, -17--110/941, 11-17=-61 71228f 11-1 z-43/35 ' 13-16=-280/156, - 4=-2500/401
17-1 =-290/2490
NOTES
1 Unbalanced roof live loads have been considered for this, design -
2) Win
e i n -
Win : ASCE -02 90mph; h= ftr T C L -4.0p fa BCDL=4_ p f; Category 11; Exp ; enclosed; MVVFRS gableend zone;
cantilever left right exprd vertical Iftand right exposed, Lumber -
3) Provide :adequate drainage to prevent water ponding.
Th is truss has been. d sig reed for a 10, 0 p f bottom chord J ive load no concurrent with an y other live
This truss requires plate inspect -ion per the Tooth Count Method when this truss is chosen for quality assurance iris
Provide mechanical connection by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 14 and
462 uplift at joint . Ih
7 This truss is designed in accordance with the 2003 International Residential Code sections R502,1 1.1 and R802, r 10.
and
referenced standard IN SlJTP 1 1 -
.D DE() Standard
Job Truss ITruss T
J'f 52 I]3 ' ROO
L
FRANKLIN SUfl.D1NG SUFFLY, JERaME; 0, 83338
a
--
--
yPe
F TRUSS
11-11-8 17-8-0
6. 00 F12
WNW
o
Qty
7x14
7
PAY (TODD PETERSON
�I
1 , JobReference(optional)
6A00 .Aug1 2006 Mffek Industries, Inc. True May 01 16:15:19 00Page 1
--O
Emu
-0
w
1.6;0
Scare = 1-6.
MrI&ILWA
-1-4
1
3x5
4 17 0 A
17 1
3x6 a`
. f ;
-4-0
15 1
3
U6
1
3x5
-1-4
8-6-12-
,
Stud/tdt W2 2 X 4 CSF Stud/Std, W8 2 X 4 LSF Stud/Std
1, Edge -7-010-3-71,
[11,0-1-11 Edge]
--1-4
in
No ildefl
1 LOADING (psi
Lid E
SPACING 2 -o -o
CS1
DEFL
TOLL 35.0
-0.47
Plates Increase 1.1
TC 0.4
rt(LL)
TL &0
Lumber IncreaseBC
0,55Vert(TL)
EL.L 0.0
Rep Stress inr YES
WB 0.23
Hor. ATL )
BCDL 8.0
Godo I oo3/TP1200.
(Matrix)
1
3x5
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD
BOT CHORD 2 X 4 DF No. &Btr BOTCHORD
VVFBS 2 X 4 CSF No.1 &Btr *Except* WEBS
11
30-10-1
4
40.0_0
Stud/tdt W2 2 X 4 CSF Stud/Std, W8 2 X 4 LSF Stud/Std
8-6-12
2 X
--1-4
in
No ildefl
PLATES
Lid E
423
15 >999
360
I' T 0
-0.47
13-15 >999180
0,17
11 n/a
n1a i
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD
BOT CHORD 2 X 4 DF No. &Btr BOTCHORD
VVFBS 2 X 4 CSF No.1 &Btr *Except* WEBS
11
2 X
4
DF
Stud/tdt W2 2 X 4 CSF Stud/Std, W8 2 X 4 LSF Stud/Std
W9
2 X
4
DFStud/Std
REACTIONS (I"bi i o) 2=2171/0-5-8 r 11 � 1 11 - -
Max Hort =-1 8(load case )
Max Uplift== 47 (load case 5)r 11=-47 load case
Weight: 205 1b
1
GRIP
2201195
1
Y
co
1
c
Structural wood sheathing directly applied or 3-0-2 oo purlins,
Rigid ceiling directly applied or 8-3-13 oc bracing. i
I Row at midpt 5-16, 7-1618-15
FORCES ib - Maximum CompressionlMaximum Tension
TOS' CHORD 1-2=0/59t 2-3=.-38091704, -4=,3456/651, 4-5=-3344/662, 5-6=-2599153:3,r =
-259815331
8-9=-334V6621 -10=-3456/651 r 10-11 =- 809/704, 11-12=0159
BOT CHORD 2-18=-640/3274P 17-18=-456/27751 16-17=-456/2775P 15-16=-21912244P 14-157-332/27'75o - f7}
5 T
11-13=-503'3274
WEBS 3-18=-425/220, 5-18=-75/51 as :5-16--782/293? 6-16--124/653, - 7-15=-1
8-13=-761519, 10-13=-4251221
OTE
1 ) Unbalanced roof live loads have been considered for this design,
ASCE
Category 1I; Exp Q enclosed; I'�+1'�'�1F able end �on
cantilever left and ri f t exposed ; end Vertical left and right gbt e c Lumber
� �d, COL=1.33 plate rid DL=1 �.
3) Provide adequate drainage to prevent water ponding.
4 This truss has been designed for a 10. 0 p t bottom chord live load ri on concurrent with any other lire
s.
5) This true requires plat inspection per the Toth Count Method when 1��.�
this trues �, chosen ��r quality assurance inspect -ion.
Provide mechanical connection (by others) of truss to bear*rig plate capable ofth tandin 477 lbuplift at joint 11. uplift tjoint n lb
This truss is designed in accordance with the 2003 International Resid nti l Code
sections R50.1 1.1 and R802,10-2 and
referenced standard SI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type
J152 D3A ROOF TRUSS
FRANKLIN BIJILQiNG SUPPLY, JERQME, ID. 83338
ti -6-4 5-3-0
1-E-0 6-3-D
s.00 r -12
—
1 7--0
6x6
A
-4-0
�k
Qty
1
7X14
FA
Ply �TQDD PETERSON
1,
[
kjo!3--Keierence (OptiOnai)
6.400 sAug 1 206 MiTeit Industries, Inc. Tus May 01 1E:15:20 2007 Page 1'�
-0- 1 33-9-0
e
41--0
1--0
Scale 1,75.5
18 17 16 15 14 13 5x6
3x5 - 3x6 _ 3x5 3x5—
F
8-6-12
_ "late Offsets (X,Y [2:0-1-11 Ed 7:0-7-0,0-3-7] 1 1 : -1-1 i, Ec! gJe
LOADING
(psq
SPACING 2 -c -o
BRACING
CS]
T LL
35.0
Plates Increase 1,15T
�a �
TL
8.0
DF
Lumber Increase 1.1
BC 0,55
E LL
01.0
Rep Stress I n r YES
VVB 0.23
B DL
8.0
Code IRC2003ITP12002
(Matrix)
DF Stud/Std, W2 2 X 4 DF Stud/Std, W8 2 X 4 DF Stud/Std
4-
DEFL
Vert(LL)
Vert(TL)
Hvrz(TL)
3X6 ,r—
0-10-1
8-6-12 -1-
i
n (lac) I/defl L/d PLATES
-0.23 15 >999 360 MT20
-0.47 13-15 >999 18
0.17 11 n/a n/a
LUMBER
!
BRACING
TOPCHORD
X 4
DF
No.1 Btr
TOS' H 1 [
BOT CHORD
2 X 4
DF
N .1 Btr
BOT CHORD
WEBS
2 X 4
DF
No. I &Btr *Except*
WEBS
1 2
X 4
DF Stud/Std, W2 2 X 4 DF Stud/Std, W8 2 X 4 DF Stud/Std
W9 2
X 4
DF Stud/Std
REACTIONS (i b/size) 2=217110-5-8, 11-2171/0-5-8
Max Harz =-1 8lod case
Max U pIjft=-477(Icad case ), 11=-47 (10 d cash' )
. � Weight: 205 Ib
IFS
220/195
Structural wood sheathing directly applied or:3-0-2 or, purlins.
Rigid ceilingdirectly applied or 8-3-13 oc bracing.
1 Flow at midpt 5-16, 7-16P 8-1
FORCES lb - Maximum CompressionlMaximum Tension
T F' H D 1-2-01:59, 2-3=-38091704, -4=-34561651, 4-5=-3344/6621- _ 7-8=-25!98/533,
- 9 =-3344/662, -10-- 4.561651, 10- 1 1=-38091704, 11 -12 —0/59
BOT CHORD 2-18;--640/3274, 17-18=-456/2775t 1 -17--456/2775, 15 -16:z -21912244P 14-1 =-33212775 13-14=-332/27751
+ 3-18=-4251220,
11-13=-503/3274
kms
�f V E S 3- 1 =-4 f 0, 5-18=-751518F 5-16=-782/293t 6-16--124/663f 7-16=-3271331 f 7-15=-152/657P B -15=-7841293T
8-13=-76/5191 10-13=-425/221
MOTES
1) Unbalanced roof live loads have been considered for this design.
Wind: ASGE 7-02; 0m p�; h= ; TC D L=4 y P 1`; 13 D L=4. P f; Category 11, Exp Q enclosed; MWFRS gable end .gone;
cantilever left and right exposed ; end vertical left and r hto d, Lumber D L=1.3
� plate grip LCL -1..
Provide adequate drainage to prevent waver ponding.
4) This truss has been designed for a 10. 0 p f bottom chord live load non concurrent with any other live loads,
This truss requires plate rnspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
Provide mechanical conrn tion (by others)of truss to bearing plate capabJe of withstanding 477 Ib u
uplift t joint 11. pflfit at jointani 47Ib
This truss is desig ned in accordance with the 2003 1 of em tion l residential Code .sections R502. 11.. 1
referenced standard Aid 1ITP1 1.and.1 end
LOAD CASE(S)S) SStandard
R
I
'Job
Truss
Truss Type
,1152 D4 ROOF TRUSS
i
FRANKLIN BlifLf]fNG SUPPLY, JERpME, gyp, 83338
7-3-
-0- 5
1 --
6-5-13
--
-5-13
5x6 _
0
qty Pig, TODD PETERSON w
2 1
; Jab Reference options!)
6,400 s Aug 12006 Mi7ek industries, Inc. Tue May 01 16:15:212.007 Page 1
26-5-73 , 32-11-11 4U -fl -Q I�
--13
-0-3
� w
Scale � 172.
E
5x6 15 14 13 12 11
3x5- 3x6 _ 4x8 _ 3x6 = 3x5 _
10-3-4 0--0 29_8-1 40..,E-0
q
10-3-4 --1 -8-1 10-3-4
Pla
0-3-
Pla Offset§ L , _[20-1-itEdae],,Ed ]
LOADING IN
(psi
SPACING 2-0-o
CSI
DEFL
In Ioc)
lldef
FOLATES GRIP
Lfd
TCLL
35.0
Plates Increase 1.15
TC 0,67Vert(LL)
ESOT CHORD
2 x 4
-0.24 13
>999
360
WEBS
MT20 2201195
TD DL
8.0
Lumber Increase 1.15
BC 0.70
Vert(TL)
-0.54 10-11
>885
180
BCLL
.0
Rep Stress In r YES
'IAB 0.40
Horz(TL)
0.17 10
n/a
n1
BDL
8.0
Code J033/TPI0
(Matrix)
Weight' 187 1h
REACTIONS ((lb/size) 2=217410.5-8, 10=201310-3-3
Max H orz 2=1 7 (load case
Max Uplift =-4 (load case ), 10=-395 I oad case
Structural wood sheathing directly applied d or -7-11 oc purlins. '
0
Rigid coiling directly applied or M-6 cc bracing.
1 Row at raid pt 5-13P 7-13
FORCES Ib - Maxirnum Compression/Maximum Tension
T P DIS I D 1-2-0/69, 2-3=-37811729, 3-4=-3371/6571 4-5=-3240/678, 546=-2382/545 F 6-7--z-2382/541, 7-3=-326016971
-9=-339216761 -10=-37801751
E T H I D 2-15=-68813244, 14-15=-46612641, 13-14=-466/2641, 1 -R13=-330 `2649, 11-12=-360/2649P 10-11=-585/3273
WEE 3-15=-50812 581 -13=-9916031 3-1i =-931.340, 6-13=-290/1452, 7-13=-942/3471 7-11=- 117/623, -11= 525/270
TE
1) Unbalanced roof live loads have been considered For this design.
Wind: ASCE 7-02; 0mph; h= ft; T DL= . p f; BCDL=4. psf; Category 11; Exp Q enclosed; MVVFRS gable end zone;
r
cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1, 33.
3 This truss has been designed for a 10.0 p f bottom rhord live load nonconcurrent with any other live loads.
4) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Provide m echan i al connection. (by others)of truss to bearing pI ate Gapable of withstandi ng 4901 h uplift at joint 2 and 396 lb
uplift at joint 10.
Th is true is designed i n accordance with the 2003 1 nt rnational Residential Codi sections R:502, I I.1 and R802, . 2 and
referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
LUMBER
BRACING
TOP CHORD
2 X 4
DF
1o.l Btr
TOP H 1 D
ESOT CHORD
2 x 4
CSF
No.I Btr
BOT H RD
WEBS
2 X 4
IAF
ia.1 &Btu' "Except*
VVEBS
W1 2
X 4
DFStud/Std, W' 2 X 4 DF Stud/Std
REACTIONS ((lb/size) 2=217410.5-8, 10=201310-3-3
Max H orz 2=1 7 (load case
Max Uplift =-4 (load case ), 10=-395 I oad case
Structural wood sheathing directly applied d or -7-11 oc purlins. '
0
Rigid coiling directly applied or M-6 cc bracing.
1 Row at raid pt 5-13P 7-13
FORCES Ib - Maxirnum Compression/Maximum Tension
T P DIS I D 1-2-0/69, 2-3=-37811729, 3-4=-3371/6571 4-5=-3240/678, 546=-2382/545 F 6-7--z-2382/541, 7-3=-326016971
-9=-339216761 -10=-37801751
E T H I D 2-15=-68813244, 14-15=-46612641, 13-14=-466/2641, 1 -R13=-330 `2649, 11-12=-360/2649P 10-11=-585/3273
WEE 3-15=-50812 581 -13=-9916031 3-1i =-931.340, 6-13=-290/1452, 7-13=-942/3471 7-11=- 117/623, -11= 525/270
TE
1) Unbalanced roof live loads have been considered For this design.
Wind: ASCE 7-02; 0mph; h= ft; T DL= . p f; BCDL=4. psf; Category 11; Exp Q enclosed; MVVFRS gable end zone;
r
cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1, 33.
3 This truss has been designed for a 10.0 p f bottom rhord live load nonconcurrent with any other live loads.
4) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Provide m echan i al connection. (by others)of truss to bearing pI ate Gapable of withstandi ng 4901 h uplift at joint 2 and 396 lb
uplift at joint 10.
Th is true is designed i n accordance with the 2003 1 nt rnational Residential Codi sections R:502, I I.1 and R802, . 2 and
referenced standard ANSUTPI 1.
LOAD CASE(S) Standard