HomeMy WebLinkAboutTRUSS SPECS - 05-00479 - 118 S Hidden Valley Rd - New SFRJoh
'Truss
0
Truss Type
Qty Ply
°6556
1A1
ROOF TR U
.1
STOCK COM POSE T -1 F Idaho F I•.Is, ID 83403, Robin
1
--_0
--
2
6X6 "A
7,00 1 2
AM
.1!
. 1 i
3
NI
1.5A H
ISE ,/HIDDE V LLE L T15.x'11- :.`EJ(1D)H
it
Joh R f re n ti a l
6.200 s Feb 11 2005 I liT k Industrie
Plate Offsets, : 2:0-1-�, Ed e4:O-1-7 Ed � -
LOADING (psf)
TOLL 35.0
(Roof now=35.0)
T DL 8.
ROLL 0.
BDL 8.0
LIBER
TOP CHORD
BOTCHORD
WEBS
SPACING 2-0-0
Plates
-0-
Plts Increase 1.1
Lumber Increase 1.1
Rep Stress I ncr YES
Code 1R00/TP100
TC 0,77
a
f3C 0.3.E
WB 0.13
(Matrix)
REACTION. (id/sllze) T787/0- -8, 4x787/0- -8
Max Igor =-87(Ioad case )
Max Uplift =-1 (load case ), 4=-1 (lo d case
Max Gray 2=1022(I o ad cas e 2), 4=1022(Io d case )
FORCES (1b) - Maximurn m pr ssion/Maxi'm u rn Tension
T P CHORD 1-2z4/1623 2-3;---736/3213-4—_-736/32] 4-5--0/162
ESOT CHORD 2-6=0/499y -60/499
ERS -=0/234
0
Tu—e Nov 29 1 0 e26 2005 Page 1
12-0-0 14-0-
.11
12-0-0
.11
DEFL
4
SPF
165OF 1.5E
It'd
4
SPF
165OF 1.51E
>999
4
SPF
Stud./Std
TC 0,77
a
f3C 0.3.E
WB 0.13
(Matrix)
REACTION. (id/sllze) T787/0- -8, 4x787/0- -8
Max Igor =-87(Ioad case )
Max Uplift =-1 (load case ), 4=-1 (lo d case
Max Gray 2=1022(I o ad cas e 2), 4=1022(Io d case )
FORCES (1b) - Maximurn m pr ssion/Maxi'm u rn Tension
T P CHORD 1-2z4/1623 2-3;---736/3213-4—_-736/32] 4-5--0/162
ESOT CHORD 2-6=0/499y -60/499
ERS -=0/234
0
Tu—e Nov 29 1 0 e26 2005 Page 1
12-0-0 14-0-
.11
12-0-0
.11
DEFL
in
(Io)
I/def r
It'd
Vert(LL)
0.06
4-6
>999
240
Vert(TL)
- OM
2-6
>999
180
H e rz T L
0,01
4
ria
n/a
n
6 if
PLATES
MT20
Weight: ib
--
RP
197/144
scalp,- 1,25.8
BRA iN
TOP H RD Structural wood sheathing directly applied or -0-0 oc purlins.
BOT CHORD rigid ceiling directly applied or 10-0-0 oc bracing.
118 S Hidden Vallev RD
O -Z
NOTES
1)Wind: ASCE 7-98; 0rnph; h= 5tt T DL=4.8psf, E Li4. psf;+category 11; Exp C. enclosed; MWFRS interior zone; Lumber
D0L=1.33 plate grip DCL=1.33.
TOLL: ASCE -; Pf-.0 pst (flat roof snow); Exp + Fully Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been des i n d for greater of min roof live [cad of 17.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non-cn u rre ntitk � other I i e loads.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurr nt with any other live lauds,
Provide mech an Ic l corgi ne tlo n (by others) of truss to bearing plate cap bI of withstanding 128 lb uplift at joint 2 and 128 ib uplift at
joint 4.
This truss is designed in accordance with the 2003 International Residential Code sections R502. 11. 1 and R802.1 O.2 and referenced
standard ANSVTP1 1.
LOAD CASE(S) Standard
EF -1 rC�1C�(1
DEC 03) 200`5L11)
By
Jab
Q655fi
STOCK
'mass Truss Type Qty Ply
Al G ROOF TRUSS 1
COMPONENTS -IF, Idaho Falls, ID 83403, Robin
R E ./ISI DD ENV LLE LOT1 ,`11- /EJ(I D)H
1
i IJob Reference �pptional)
6.200 s Feb 11 2005 M!Tek Industries, Inc.
Tue Nov 29 13:30:34 2005 Pae 1
-2-0-0 6-0-0 12-0-0 14-0-
-0-
. / 1
4x4
P
.11
°a.Ca. C _ .25.8
Folate Offsets � ._L2.0-1- , Edge], [ : -1 _ ,Ed ]
LOADING (p f)
TOLL 35k0
(Roof now=; ..0)
T DL _
E LL 0A
BDL 8.0
LUMBER
TOP CHORD
BOTCHORD
OTHERS
SPACING -0-
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress lncr NO
Code IRC2003,fTP12002
4 SPF 1 5OF 1.5E
4SPF 165OF 1.5E
X
q Stud/Std S
1
TC [x.72
BC 0,32
WEA 0.08
(Matrix)
12-0-0
� -0-
DEFL in (]o) I/defI
Vert(LL) -0.12 n/r
Vert(TL) -0.14 9 n/r
Horz(TL) 0,00 8 n/a
BRICK
TOP FORD
BOTCHORD
lJd PLATES
120 MT2i7
so
rola
ei ht�. 46 Ib
GRIPS
197/144
Structural wood sheathing directly applied or 6-0-0 oc purWs,
Frigid ceiling directly applied or -0-0 oc bracing.
ing.
REACTIONS (lb/size) .2_388,11 -0'-Ot 8=388/12-0-01 12=l 64/1 - -o, 13=237/12-0-05 1 =83/1 -0-01 11 =23711 - -0, 1 0=83/12-0-0
Max Hort . =r 7(load case 5)
MaxUplift =-1 (lo d ease 7), 8=-144(lo d case ), 1 0(load case , 1 =-1 (lo d case ), 11 (load case ), 10 =-1 96(load case
Max :ra = 84(load case ), = 4(I ad case ), 1 =1 4(load case 1), 13= 0(Io d case ), 14=1 (Io d case ), 11= (load c ), 1 0=10 (lo d case
FORCES (Ib) - Maximum Compression/Maximum Compression/MaximumTension
TOP CHORD 1-2;--0/1 59P 2-3=-1 25/68P -4=-78/59, 4-5=-95/81, 5-113=-95/763 6-7=-781561 7-8=-] 25/34, -9=toll 59
BOT CHORD 2-14=-4/78, 13-14;---4178, 1 -1 =-4/x'8, 11-12=-4/78, 10-11;---4/78, 8-10=-4/78
EELS 5-12=-1 41 0, 4-13=-301/67, -14=-1 6/863 6-11=-301 x'66, -1 0=-176 '86
NOTES
1Wind: ASCE -198; 0mph; h= ft} T DL= .8p f; E DL=4. psf} Category lC; Exp ; enclosed; MWFRS int rrl r zone; Lumber
D L=1.33 plate grip DOL=1 _33-
2)
Truss designed for wind loads n the plane of the truss only. For studs exposed tc wind (normal to the face), see MiTek "Standard
Gable End Detail Pr
TOLL: ASCE 7-98; Pf7;735.0 p f (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed ter g reaterP of min raof live Coad of 17.0 p f or 2.00 times flat roof load of 35.o p f on overhangs
non -concurrent with ether lige loads.
6) This truss has been designed for a 1 O9O p f bottom chard live Coad nan on urr nt with any ether live loads.
If plate are 1.5x4 MT20 unloss otherwise indicated.
Gable requires continuous bottom chord bearing.
Gable studs spiced at -0-0 o.
10) P rov ide mechanical connection by others) of truss to bearing plata capab] e of withstand! n 129 IL up]ift at 1oirit 2 , 144 lb uplift at
joint 8, 60 lb uplift at joint 13, 196 Ike uplift at joint 14, 59 Ib uplift at jo'ltit 11 and 196 lb uplift at joint 10.
11) This truss is designed in accordance w1ith the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.and
referenced standard ANSVTPl 1.
LOAD CASE(S) Standard
Ll�
Job �Tn� I Tru s gyps ,I r iPl RE E/HIDDENV LLE L T15/11-2 �FJ(iD)H
06556
STOCK COMPONENTS -IF, Idaho Fa'Is 10 83403; RDbin
ROOFTRUSS
_L 2 � Job Reference (ap.ional)
6,200 Fete 11 2005 MiTek Industries, Inc,
Tuo Nov 20 1 3:30:42 2005 Page 1
3-10-8 -.- -0-0 - - — 12-0-0 I 14-0-0
-10-
3
X6 Il
ca e = 1'22.4
� 3-10-8 s -o -o 12-0-0
e l]
-1-
Folate Offsets (X,'): [1:0-4-1110-3-011[4.0-2-310-1-811[6,0-3-810-3-01
LOADING (psf)
T LL D �O
(Reef now=35.0)
TDL 8,0
BELL 0.0
B CSL 0.0
SPACING
2-0-0
Plates Increase 1.1
Lumbar Increase 1.1
Rep Stress I n r NO
Code IR 2002/TP,12002
CSI
TC 0,55
BC 080
B 0 77
(Matrix)
[TEFL
in lo)
l/deft
L d
PLATE
Vert(LL)
-0.10 1-7
>999
240
MT20
Vert(TL)
-0-15 1-7
5949
180
Harz(TL)
0.04 4
n/a
n/a
LUMBER BRACING
TOR CHORD 2 X 4 SPF 165OF 1.5E TOIL CHORD
BOT CHORD 2 X 6 DF 1800E 1.16E BOTCHORD
EBB 2 X 4 SPF 1 O OF 1.5E * Except*
2 2 X 4 SPF Stud/Std
ECCE
Left: 2 . 4 SPF StudlStd
REACTIONS (Ib/size) 1;--5381/0-5-8, 4=2430/0-5-8
Max Hort 1=-10 (load case
Max Uplift1,- 10(load case 7), 4=-290(load case 0)
Max Gray 1=6701(load case 2)} 4=320 (load case
FORCES (Ib) - Maximum Compression/Maximum Tension
TOS' CHORD 1-2=-9857/718, 2-3=-4764/3651 . -4=-4987/362, 4-5-0/171
BOT CHORD 1-7;---595)'8344, 6-7-_-595/8344 4-6---250/4101
ERS 2-7=-5090'6781 " 2-6=-6170149811 -6=-308/4598
NOTES
e l htt 107 Ib
1971'144
Structural wood eathin di redly applied or 4-2-13 oc purlins.
Rigid nailing direc:tly applied or 10r0-0 oc bracing.
1) -ply truss #o be connected tagether with 0. 13 1" " Mails as follows:
Top c h o rd q connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 6 - 3 roars at 0-4-0 oc.
Webs connected as follows: 2 X 4 - 2 rows at -4-0 oc, Except m ember -2 2 X 4 - 1 row at 0-0-0 oc, member r 0- 2 X 4 - 1 row at
Q -O-0 0C.
All loads aro considered equally applied to all plies, except if acted as front (P) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (P) or (B), unless otherwise indicated.
Wind: ASCE 7-98; OOmph- h=2, ft, TCDL=4T psf; BCDL=4r sf; Category II; Exp ; enclosed; MWFRS interior zone -,Lumber
DOL=1.33 plate grip I L=1. .
TOLL: ABLE 7-9; Pf=35.0 psf (flat roof snow); Exp f Fully Exp,
Unbalanced snow loads have been considered for this design.
0) This truss has been designed for greater of rain roof live load of 17. 0 psf or 2.00 ti m as flat roof Iced of 35.0 psf on overhang
non -concurrent with other Imre loads.
This truss has been designed for a 10.0 pf bottom chord lire load non cncurr nt with any other live loads.
P"ro ii + de m echan ical cc n n e tion (b oth ers) of truss to b e ri no plate capab l e of ith Candi ng 519 lb uplift at jo int 1 and 200 IIS upl ift at
joint .
This true is designed in accordance Frith the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standardANSI/TPI 1
1 0) Girder carries tie -ire pan (s): 0-4-0 from 0-0-0 to 3-10-8
1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5603 lb down and 369 Ib ups at
3-10-8 on bottom chorda The dosi nIselectlan of such connection device(s) is the responsibility of others.
i$A6"L6s?{9j standard
Job I Trues I Truss. Type
06556
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ILS 83403, Robin
LOAD CASE(S) Standard
1) Snow, Lumber Increase -1.15, Plate Inere se=1.15
Uniform Loads (plf)
Vert: 1-3=-86, 3-5;---86, 1-7;---727(F;---711), 4-7--1
Concentrated 1 -ca -(1b)
Vert,. -(F)
Ott 1 Ply I I EX/H I D D ENVLLEYL T1 5il 1= 1EJ(ID)H
1
A Job Reference o tion l
6.200 s Feb 11 2005 MiTek Industrl s, Inc. Tue Nov 29 13:30:42 2005 Page
russ
L
IBI
STOCK COMPONENTS -IF, Idaho .Falls, ID 88403, Hcbin
I..
1
Truss Type
ROOF TRUSS
Qty Ply RE PGHI DEN LLEYL T1/11- 3/F_ J(I D)H
fob R ferenpe (optional)
6.200 s Feb 11 2005 iTek Industries, Inc.
Tue Nov 29 13,30-150 2005 Page 1
2
7.00 � 2
6x6 tiP
_Plate Offsets -1 i`,E +:-1-7 E]
L AIA ICU (P t)
T L L
35.0
(Roof
y� `
1Pfd ow=:3 ,Pi�� x.0) F
TC DL
8.0
BOLL
0.0
EDL
8.0o
0
-'
2'0.0
2
7.00 � 2
6x6 tiP
_Plate Offsets -1 i`,E +:-1-7 E]
L AIA ICU (P t)
T L L
35.0
(Roof
y� `
1Pfd ow=:3 ,Pi�� x.0) F
TC DL
8.0
BOLL
0.0
EDL
8.0o
LUMBER
TOIL CHORD
BOT CHORD
WEBS
SPACING 2-0-0
PJ Ates Increase 1.15
Lumber Increase 1,1
Rep Stress In r YES
Code IRC2003ITP12002
45
3
.5
1,5x,4 ' ]
5-0-010'0-
P
- -
REACTIONS(lb/size) 2=685/0-5-8, 4=685010-5-8
Max Hor
-= 010- -
Hor =-7 (Io d case
M ax Uplift =-1 4(Ioad case 7), =-1 (load case 8)
Max G reg 2=9 g (load cas e ), = 0 load case )
FORCES Ib) - Ma imurn Compression/Maximum Tension
TOP CHORD 1-2=0/1 62P 2-3--;---576/585 3-42:=-576158, 4-5=0/1 62
BOT CHORD 2-6=-55/370, 4-6=-551370
EBS 3-6=-43/188
CSI
TC 0.77
E30 0.33
WB 0.1
(Matrix)
DEFL
Vert(LL)
'rt(TL)
Hor TL
BRACING
TOP CHORD
BOT CHORD
In ioc)
4
,SPF
1650F 1.5-E
>999240
4
SPF
1650F 1.5E
180
X4
SPE
StudIStd
45
3
.5
1,5x,4 ' ]
5-0-010'0-
P
- -
REACTIONS(lb/size) 2=685/0-5-8, 4=685010-5-8
Max Hor
-= 010- -
Hor =-7 (Io d case
M ax Uplift =-1 4(Ioad case 7), =-1 (load case 8)
Max G reg 2=9 g (load cas e ), = 0 load case )
FORCES Ib) - Ma imurn Compression/Maximum Tension
TOP CHORD 1-2=0/1 62P 2-3--;---576/585 3-42:=-576158, 4-5=0/1 62
BOT CHORD 2-6=-55/370, 4-6=-551370
EBS 3-6=-43/188
CSI
TC 0.77
E30 0.33
WB 0.1
(Matrix)
DEFL
Vert(LL)
'rt(TL)
Hor TL
BRACING
TOP CHORD
BOT CHORD
In ioc)
I/defl
d
0,04 2-6
>999240
.03 2-6
>999
180
4
6x6 I/
PLATES
M720
Weight: 33 lb
GRIP
197/144
Scale z--- 1:22.6
Structural wood sheathing directly applied or 6-0-0 oo purlins,
Frigid ceiiiing directly applied or -0-0 oc bracing.
MOTES
1) W -Ind: ASCE 7-98, 0Mph; h= ft; T DL= . p f; B DL= . psf; Category II; Exp ; enclosed; MWFRS interior zeas; Lumber
DOL=11,33 plate grip DOL; --1.33.
TOLL: ASCE 7-, Pf=35.0 pf (flat roof snow); Exp ; Fully Exp.
8) Unbalanced snow loads have been consIdered for this design.
4) TNs truss has been designed for greater of min roof live load of 17.0 p f or 2.00 ties flat roof load of 35.0 psf on overhangs
nog concurrent 'Ith other IJve loads.
This truss has been designed for a 1 0.0 p t bottom chord live road nonconcurr nt with any other live leads,
o fde mechanical connection (bye othersof truss thearing plate capableof withstanding 124 Id uplift -
Pr ) u o ar
� of Irl# 2 and 124 Ib uplift
joint 4i* p t
This truss Is designed ed i n accordance with the 2003 International Residential Code sections R502, 11.1 and R802.10.2 and referenced
.standard II/TPI 1.
LOAD CASE(S) Standard
A
�+
Job
Truss
IBIG
Truss Type - Foi;_
ROOF TRUSS 1
STOCK M P I ENT -IF, Idaho Falls, ID 83403, Robin
_-0.0
-0-
L6
4!
i 1
OME
��i
3
TO 72
1.5x4 11
L_
ST
4A =
4
T
Ply
IBEX./HI DEI A.LLE L T15 11- - EJ(lD) C
_ I I Jots Referee ���._ .
6,.200 s Feb 11 2005 M[Tek Industr es, Inc,
u
T1
i
Tu e Nov 29 13-.30,56 2005 Pagel
..-
Plate Offsets X, ' • � 1- , Ed .0-1- Ed e
LOADING I (pst)
TLL 35.0
(Roof no = .0)
TCDD. 8.0
BOLL 0.0
DL 8.o
LUMBER
TOP H1
ESOT CHORD
D
OTHERS
SPACING -0-
Plat s Increase 1.1
Lumber Increase 1.1
Rep Stress Inr NO
Code IIS 00 /"TP1 00
SI
TG 0.72
BC 0,31
B 0.07
(Matri
REFL
X 4
SPF
165OF 1.5E
e rt(LL)
4
SPF
165OF 1,5E
Vert(TL)
4
SPFStud/Std
90
SI
TG 0.72
BC 0,31
B 0.07
(Matri
REFL
in ioc)
Vd fl
Lid
e rt(LL)
-0.14 7
n/r
120
Vert(TL)
-0•1 7
n/r
90
Horz(TL)
0,00 6
n/a
n/a
BRACING
TOP H RD
:BOT H R D
PLATE
MT20
Weight, 37 Ib
--
°R IP
197/144
e
Scale = 1.22,6
Structural woad sheathing directly applied or ---0-0 ee purlins.
Frigid ceiling directly applied or 10-0-0 oe brac-in .
REACTIONS (lb/size) 2-396/10-0-0,6=396/10-0-019=193/10-0-01 10=196/10 -0 -Op 8=196/10-0-0
Ma
1 /10 -0 -
Ma H e rz =- (load case )
Max Uplift =-1 (lead case 7), =-1 (Io d case ), 10=-1 load case ), =-1. 8(Jos.d case
Maxra =591(load ease ), 6=591(load case ), =1 4(I ad ease ), 10=291 (load case ), - 1(io cf case
FORCES (lb) - Maximum Compression/Max1mum Tension
TOP CHORD 1-2;--0/159, -=-144/611 -4=-94/71, 4-=-94/63, -=-1 44/61, 6-7=0/159
130T CHORD -10-0/701 -1 0=0/70, - 0/70, 6-8=0170
WEBS - =-141.0, -10=-304/55t 5-8;-- -304/54
MOTES
1) Wind: ASCE - - a 0mph; h= ft; T DL=4. psfF B DL=4. psf} Category 11; Exp enclosed; MWFRS interior zone; Lumber
DOL:t=11,33 plate grip DOL; --1.33.
Truss designed for wind loads in the plane of the truss only. For surds. exposed to wind (normal to the face), seg MiTek "Standard
Gable End Detail''
TOLL_ ASCE 7-98, Pf-35.0 psf (flat roof snow); Exp ; Fully Exp,
Unbalanced snow loads have been considered for this design.
Th is truss has been design ed fo r greater of rn i n roof I ive load of 17.0 psf o r 2.00 times flat roof la ad of 35, 0 pst on overhangs
non -concurrent with other live loads.
This truss has been designed for a 10.0 psf bottom chord live load noncon urrent with any other live loads.
7) Gable requires continuous battom chord bearing.
8) Gable stud's spaced at -0-0 o .
13) Provide mechanical connection (big others) of truss to bearing plate capable of withstanding 123 Ib uplift at "ont 2, 137 lb u pf lft at joint
, 128 lb uplift at joint 10 and 128 Jb uplift at joint 8.
1 ) ThIs true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and 8802.10.2 and
referenced standard ANSVTPI 1.
LOADS GASEP Standard
7
i�
N�
L'CD
Job
TrussTruss Type Qty Ply l E ./H I D D ENVALL i- v
Y
06556 C
1 ROOFTRUSS
2 I Job Reference (optional) J" P 'EI T -I r Idaho Falls, 1B 83403, Robin 6.200 s Feb 11 2005 ViTek Industries, Inc. Tire Nov 29 13„30- 200__5 Page 1
11i
4--4
1-0-
15-10-8
1
-10-
4 3-10-8 3-10-8 338-4 4-- --
Scale =1,41,B
8 VI
4
4--4 -1 8-1-8
1--0
Plate ffs t [8.0-7-8T,0-6-� s :0-5-13,Ed E�jz_j1 a - 3 - 81Ed
LOADING (Psf)
TOLL 35,0,
(Roof Snow; -_35.0)
TBL 8.0
B LL 0.0
B C L 8
LUMBER
TOP H RD
BOT CHORD
+Y E B B
LIEF
SPACING 1-0-0
Plates Increase 1.1
Lumber Incr ase 1.1
Rep Stress 1 n r I
Code 1802003/TF [2002
4 DF 240OF 2.OE
CSF 180OF 1.6E *Except*
B LSF No,2
4 SPF tlfd/Std *Except”
3 2 X 4 SPF1 650F 1,5E, WX
4 SPF 165OF 1.5E
Right X 4 SPF Stud/Std -0-1
CSI
TC 0.53
BC 097
B 0.89
Watrix)
4 SPF 1650E 1.5E
REACTIONS Clblsize) 1=7346/G-4- (input: 0-3-8), 8=5503/0-3-8
MaxHort 1 8(load case )
Max UPI ift1=- 440oad case 7), =- 70(Ioad case 3)
Max Gray 1=7 0, (lo d case ), = 43 Coad case
DEFL
Fart( LL
Vert(TL)
Horz(TL)
m
24-0-0
4-5-4
in Ioc
Vd f1
Lid
PLATE
RIFE
-0.23 12-13
>999
240
MT20
1971144
-0.371 -13
>777
180
MT 0H
143/10
0.13 8
n1a
n/a
MT1 8H
220ell 95
Weight: 279 lb
BRACING
TOPCHORD
BOT CHORD
Structuralmood sheathing directly applied or 4-3-13 oc purlins.
Rigid ceiIjn directly appi[ed c 10-0-0 oc br cin .
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHCRD 1-2--z-1 3089/121 , 2-3=-1 0795/1 004, -4=-85261790! 4-5==;-851417953 5-6=-1 1982/1015) 6-7==-1 1 866/9757
7-==11 932/968, 8-=0/85
BOT CHORD 1-15=-1056/112211 14-15;---1056/11221 a 13-14- 839/9276, 12-13=-832/103122 11-1 =-814 `1024 10-1 1=-8141102471
-1 -814!10247
WEBS 2 -15z ---225j'2282] 2-14=-2366!264, 3-14=-3370132925.3-13=-3033/337, 4-13z---756 82801 5_13=-4680/361, 5-12=-36015146
,6-12z---74/260, -101_- 17/ 1
MOTES
1) 2 -ply tales to he co n netted to geth er with 0.131 '"x3" Nails as follows-
Top
olto sTop chords connected as follows; 2 X 4 - 1 row at 0-9-0 cc.
Bottorri chards connected as follows: 2 X rows at -7-0 oc.
"webs connected as folJ s: 2 X 4 - 1 row at 0-9-0 oc, Except member 5-12 2 X 4 _ 2 rows at 0-8-0 cc,
All loads equally al I applied ��
consideredq pP to all plies, except of noted as fret (F) or back (B) face in the LOAD BE(B) section. Ply t
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
nd: ASCE 7- 3; 0mph; — ft; T DL�4. p f; B 0L=4. p f; Category 11; Expo ; enclosed; MWFRS [ntoricr on + Lumber
lL=1.3 plate grip DOL; --1.33..
4) TELL; ASCE -; Pf=35.0 psf (flat roof snow); Exp ; .Fully Exp.
Unbalanced d snow loads have been considered for this design.
This truss has been designed for greater of r an roof live load of 1 TO psf or 2.00 times flat roof load of 35.0 psf an overhangs
non -coney rrent with oth er I ive Inds,
7) This truss has been designed for a 10.0 p .f bottam chord lire load non one rr nt with any other Jive loads.
All plates are MT20 plates unless otherwise indicated.
The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection:
1_
10WAR NING. Required b ar'jng size at joint() 1 g r Yater than input bearing size.
Continued on page
fob I Truss I Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, lid 83403, Robin
Qty Ply
REX./ I CSI)ENV LL.E LOT15111-. iEJ(I 0)H
0
2
1 r
Job Fi fern �ional)
6,200 S Feb 11 2005 M iTek Industrie , Inc. -rue Nov 29 13:30.,58 2005 fag-'
NOTES
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 Ib uplift at jo[nt 1 and 570 Ib uplift at joint 8.
1 ) This truss is designed in accordance with the 2003 International Re ident«l Code sections R502.1 and R802.10,2 and referenced standard ANSI/TPI 1 _
1 ) Girder carries tie-in span ): 23 -9-8 from 0-0-0 to 15-10-8
1
-1 -
1 4) Hanger(s) or other connection device( ' s) shall be providedsufficient to uppert concentrated load 42571b down and 280 Ib
up at 15-10-8 an bottom chord, The
d ign/sel ctlon of such con �e tion device(s) is the responsibility of others.
LOAD E() Standard
1) Snow: Lumber In r se=1.15
Uniform Load (pft)
'rt* 1-=- 4-=-4,
Concentrated Loads (Pb)
Vert: 1=- 1 (F)
Plate Inns=1.15
1 -1 =-F=-548) 8-12=-8
pop Truss
Q6556
CIG
STOCK COMPONENTS -IF, Idaho Falls., ID 83403, Robin
---0
Truss Type ; Qty Ply
ROOF TP USS I 1
12-0-0
12-0-0
4x4--
4x4
X
R E X ./H I D D E N VA LLE L T15/11- 3/EJ(1`D)H
iii
fob Reference o tional
6200 s Feb 11 2005 MiTek Industries, Inc,.
Ali
12-0-0
Tue Nov 29 13:30.59 2005 Page 1
-0-
- -0
Scale 1 1'44.;5
4-0-0
4--
Plate Offsets (X,Y): [2: -1- aFcfg ], [14:0-1- ,Edg ],�-
LDII (pst)
TOLL 35.0
( Roof Snow -_35.o)
TCIDL 3.0
ELL 0.0
B DL 8,0
LUMBER
TOP HOFS D
BOT CHORD
OTHERS
SPACING -0-0
Plates increase 1.1
Lumber Increase 1.1
Rep Stress Incr
Cede 11200/TP100
2 X 4 SPF 1OF 1.5E
2 X 4 SPF 1650F 1.5E
4 SIF F Stud/Std
TC 0.72
BC 0.32
R 0.20
(Matrix)
DEFL
in
Joc)
I/defl
L/d
PLATES
Vert(LL)
-0.12
15
n/r
120
MT20
Vert(TL)
-0.14
15
n/r
90
Hcr (TL)
0.00
14
n/a
n/a
13IN
T P , HORD.
BOT HR D
ehg ht 110 1d
GIT'
197/144
Structural wood sheathing directly applied or -0-0 oc purlins.
Frigid ceiling directly applied or 10-0-0 Oc hra inn.
i
REACTIONS (1 !Iz ) 2=390124 -0 -Or 2=17$/24-0-0, 3=203/2 --0-0, 4= o' 4-0-0, 5=196'24-0-0, 26`235/ 4-0- , 7= / -0-0, 1-203/24-0-0, 0=206/24-0-0,
19 =1 /24- 0-0, 17-235/24-0-0, 1 6= 83/24-0 -01 14-3 93/24-0-0
Max Herz 2=-1 7(lead case 5)
Max Uplift2=- 4(load case 7)t 2 =-34(Icad ease ), 4=-43(Ioad case 7), =-3 (load case , =- 0(lead case 7) M =-1 (load case 0), 21=-31(fioad case 3),
20=-44(1oad case , 1 =- 3(lead case )F 1 =- 0(lo.a case ), 16=-1 (load case 0), 14=-11 17(load case
ax G ra 2=585 (lead case 2) , 22= 178 (load cas e 1) , = O (fioad case ), 24=299 (load case ) , =285(I d' case ) P 26=346 (lo ad cas e ), 2 7=109(1 oad case
), 21=303(Ioad ease 3), 20= 9 (Icad case ), 1 =2(load case ), 1 =340(Io d case 3), 16=1 O (Toad case ), 14=585(Jo d case
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP HO R D 1-2=0/1 59, 2-3==;-1 50/11 , s4=-121/1081 4-5=-92/109P 5-6=-89/1067 6-7=-8911 24, 7-8=1-95/1 44, 8-!9=-951138,,
9-10=-89/10 , 10-11= 89/021 11-1 =-92/421 1 -1 3=-81/53 , 13-14--127150! 1 4-1 =0/1 59
E30T CHORD 2- =-1311 , 26-27;--- 13/1 , 25-26;--- 131123, 24-25=- 1 /1 , 23+24=-13/123, - =-1 /1 23t 21- 2=-13/1 ,
20-21 =-I 3/123, 19-20=-111 /1 3, 18-19--13/123, 17-1 --1 /1 , 10-17--1 3/123P 14-10=-i3/123
EBS 8-22=- 146/01 7-23;---276/53, 6 -24---265/611 5 -25 =-260/50, 4-26---287/68, 3-27=;- 179185, 9-21 =-276/5 0 4 10-20;---265162
,
11-1 =-015i 12-17=-287/681 13-16=-1 79/35
NOTES
1) Wind, ASCE 7-98; 00m p hip; 1 =2 ft; T D L=4. p f; BD L=4.3psf; Category 11; Exp Q enclosed; MWFRS interior zone; Lumber
[SOL=1.33 plate grip, D.0 L=1.33.
2) Truss designed for wird leads in the plane of the truss only. For studs e dosed to wind (normal to the face), see MiTel "Standard
Gable End Detail"
3) TOLL: ASCE 7_98; Pf =35.0 psf (fiat reef snow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design
5) This Muss has been designed for greater of min roof live load of 17.0 p f or 2.00 times flat roof lead of .0 p f an overhangs
non -concurrent with ether live Toads.
0 This truss has been designed for a 10.0 p f bottom chord live load nonconcurr nt 4th any other lire loads.
7) All plates are 1.5.4 MT20 unless otherwise indicated.
Gable requires continuous bottom chard bearing.
g) Gable studs spaced at -0-0 ee.
10) Provide mechanical connection others) of truss to bearing plate capable of withstanding 94 lb upPt at joint 2, 34 Ib up[ift at joint
23, 43 lb uplift at jeirrt 24, 34 J b uplift at joint 25, 60 Ib uplift at joint 262 105 lb uplift at joint 27, 31 lb 'uplift at joint 21, 44 lb uplift at
joint 20, 33 lb uplift at joint 19, 60 Ib uplift at joint 17, 195 1b uplift at joint 16 and 117 lig uplift at joint 14,
11) This truss is designed in ac er lance with the 2003 Int rn tienal Residential Code sa tions R502.1 1.1 and R802.1 and
referenced standard ANSI/TPI 1.
LOAD CASEP Standard
Job
Truss
Truss Type
Qxy
Q6556
CRi
ROOF TRUSS
3
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403, Robin
9
I.
1
R EX,/H1 DDENVALLE. L T15 11- /EJ(l B)H
1
II Job Reference (optional)
6.200 s Feb 11 2005 I iT k Industrie, Inc.
Tue Nov 29 1331:00 2005 Page 1
-2-9-15 5-9-6 11-3-0
2-9-15 5-9-6 5-5-10
axa n
5
5-9-6 11-3-0
> 1a.te 1 ff sets (X,Y)-. [ f0-1-11,Edge
--1
LOADING (p f)
TALL LL
C
SPACING
1-0-0
CSI
DEFL
in I oc �
I �defl
l
L,�
�
.0
n - b 00
Plat Increase
1.1
T O.7
1fe rt(LL)
0.0 -7
>999
240
T oL
Lumber Increase
1.1
B 0,48
Vert(TL)
-0.07 -7
>
180
BOLL
0.01
Rep Stress In r
B 0.76
Horz(TL)
0.02
n/
/
B [ L
Code CR 0 Rl 00.
( tr% )
LUMBER BRACING
TOE' CHORD 2 X4 SPF 1650E 1.5E TOFF CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SRF Stud/Std *Except* BOY H RD
SPF 1 5OF 1.5E
REACTIONS(lb/size) 6=10 1 /Mechanical, -675/0-4-1
Max Hort - (load case 7)
Max Uplift6-_- 00(Ioa.d case 7), -- (Iced case 7)
Max rav -.11 (lo d case ), � 884(Io ad case
FORCES (lb) - Maximum orripre ion!Ma imurn Tension
TOE CHORD 1-2=0/83, 2-3--;---1251/0, 3-4=-298/109P 4-5=-23/0, 4-6=-595/183
BOT H R D 2 -7= -159i1087,6 -7=-159j11087
WEBS E 3-7;--0/1871 3-6---1086/155
NOTES
PLATES GRIP
MT20 1971144
Weight: 44 Ib
-Scale:!.2 1:25.0
Structural wood sheathing d�rectly applied or 5-6-13 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1Wind: ASCE 7- rpt ; 1 = 6ft; T L- p f; BCDL=4.8p f; Category 11, Exp enclosed; MWFRS interior zone; Lumber
DOL=41.33 plate grip DOL; --1.33.
T L.L, ASCL 7-98; Ff .0 psf (flat roof now); L p ; Fully Exp.
Unbalanced snow loads have been considered for this design.
ign.
4) This truss has been designed for greater of min roof lire toad of 19,1 p f or 2.00 times flat roof load of 3:5.0 p f on overhang.
non -concurrent with other live loads.
5) Th is truss has been desig nod for a. 10. 0 p f bottom chord I Iva lead nonconic urant with any othe r live loads.
6) Refer to girder(s) for truss to truss connections.
Provide mechanical connecVan y others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 6 and 6 Jd uplift at
joint 2-
8)
_8 This tru s is designed i n accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIo7PI1.
In the LOAD CASE ( section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) S now: Lurnder Increase= 1 N1 , Plate 1ncrease;-- I
Uniform Loads (plf)
Vert: 11-2�-43
Trapezoidal Loads (plf )
erV 2=-4(F=19, B=1 )-t0-4l- (L=- 7a B=-97), 4= -237(F_ --97j B=- 7) -to -5-- 4 (F;-_- , B=--99)1 2==;_0(F=41
1
JU D
06556
Irus
D1
, I OCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
-0-0 --
Truss Type
ROOFTRUSS
-11-
6X6 =
0-0-
Ply I REX./1--lIDDEl LLEYFL T1 ,111- 3/EJOD'H
a
2 Job Reference (option _
6.200 s Feb 11 2005 MiTek industries, Inc.
Tue Nov 29 1 : 1:01 2005 Page 1
Grt' F I I 1?4 F-
4-0-0 -0-0
-1- 5-11- 9-7-8 4-4-8 -0-
1.5x4 I; 6x6 =
4 6 7
um
9
1 -11--x'
�X 6}x{8 5XID - 6-X 6- 2X4 11
0-0-
-0-0
-- --0
- 5-11-7 6-1-3 -11- 4-4-8
1:°late Offsets . , ' :-,0- -15,0- - - -1 0- -
LOADING (psf) SPACING 2-0-0
TCLL 35.0
����t ��-�.�� Plates Increase1.15
TSL _� Lumber Inr8as 1-15
ALL 0,0Reptris Ir�r 1'�
BDL 3.0 Code lRC2003/TP100
LUMBER
TOP CHORD 2 X 4 SPF1 OF 1-5E
BOT CHORD 2 X 6 DF I a.
EBS 2 X 4 SPF Stud/Std
REACTIONS (Ib/siza) 2=4132/0-3-8, 9-4132/0-3-8
Max Herz 2411 (load case
Max U pl i =- 3 0c d case ), =-73 (Ioad case
Max C3 rav 2=4923(load case ), _ 4 3(Ioad case
CSC
TC 0.40
BG 0.33
W B 0.99
(Matrix)
DEFT,
in (1oc)
l/def]
Lid
-fie rt(LL)
-0-3513-15
>999
240
e rt(TL)
-0. 13-15
>733
18
Horz(TL)
0.13 0
n./a
n/a
BRACING
TOP HIS[
BOT CHORD
PLATES GRIP
MT2.0 1197/144
Weight: 35 4 i
Structural wood sheathIng directly applied or 4-7-0 o c purlins.
Rjgg d c i Ij ng directly applied or 10-0 -0 0 c brac ng,
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H RD 1-2=011 70, 2-3=-8281/13501 3-4=-31 /1447, -. =-9337/1671 t 5-6=-9316/16685 6-7=-9319/1668,7- =- 194/144'3
4
8-9.-z-8279113505 -10=3/170
ESOT CHORD -17=-1211 /6931 T 13-17;�-1 21116981, 15-16=- 1248/6986, 14-1 =-1654{9334, 13-14=- 1 654/9334P 12-13=-1 1,M6 11
11=1 -10/0r 9- 1 1=-1099169 79
EBS 3-17=-325/133, 3-16=-202/456) 4-16;---378/1730, 4-15---61'6/3298t -1 =-732/35, -13=-132'133 -13--64215
7-13---612132701 -1 =-380il1745, 8-12=-205/465P 8-11;---333/133
MOTES
1) -ply truss to be Connected together with 0.131"x3" N a! Is as fo I Cry :
Top chords connected as follows: 24 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 5 - 2 rows at 0-9-0 0c.
Webs connected as follows- 2 X 4 - 1 row at 0-9-0 o .
All loads are considered equally applied to all plies, except if noted as fret (F) or back (B) face in the LOAD GASES) section. Ply to
ply o n rp t« res have been provided to distribute only loads rented as (F) or (B), unless other is indicated.
3) ind: ASCE 7._98; 0rnp , h= ft; T CSL=4.8psf; E3 [ L-4. p,5f, Category II, Exp ; en los d; M'VVf-;HS interior one; Lumber
L=1.33 plate grip DOL=1.33.
T LL: ASCE 7--93; Pf= 5.0 psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
0) Th s truss leas been designed for greater of miry roof Imre load of 17.0 psf c r 2.00 times flat roof load of 35.0 psf on overhangs
no,n-concurrent with Other live leads.
Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load n on ion u rr nt with any other live ]Dads.
Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 735 lb uplift at joint 2 and 735 lb uplift at
joint 9..
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 and R802.10.2 and
referenced standard ANSlJPl 1.
11) Girder carries hip end with -0-0 end setback.
1 ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 334 1b down and 230 Ib up at
_0-0, and 884 lb down and 230 lb up .at B-0-0 on bafto m chord. The design/selection of such connection device(s) is the
onf% W �%f ,hers.
Sob
1 FU15
I runs Type
1
ROOFTRUSS
L
STOCK COMPONENTS -IF, Idaho Fa°I , ID 83403, Robin
LOAD CASE(S) Standard
1) Snow. Lumber Incr a .e=1.1 , Plate Increase=1.1
Uniform Loads (plf)
Verb 1- =- , 4-7=-43(F;--43), 7-10=-86, 2-16=-16P 12-16=-205(F=-189), -1 -1
Concentrated Loads (1b)
'pert: 16--884(F) 12=z -884(F)
Qty i Ply I REK.lHiDDENVALLEYLOTibli 1-231EJ(ID)H
ti
fl Pa
6,200 s Feb 11 2005 MiTek Jn ustrie , Inc. Tree Nov 29 13A1:01 2005 Page
Jc)b �� Truss Truss Type I II Ply r� RE ]HIDDEN LLEYL T1 /11- ,'EJ(`)H i
�DlDROOF TRU2 1
a �Job Reference (optional
STOCK MPO E IT -IF, Idaho 1=alis, ID 83403, Roti � 6.200 s Feb 11 200,E MiT k Industries,_ Inc. Tue Nov 29 13.3102 2005 P 1
-0- 11-10-1 17-9-4 - -
--4 -10- -1- -0-4
Scab = -39_4
5A =
A = 3A
MA 11
12 3 4
34
5X6 _
5 „ ZI 0 -1
3)(4 I _ 3.x8 = 4x6 _ 5X6 _ 3x4 o
LOADING
(p f)
TOLL
35.0
( Roof row= ..0)
TIAL
8.0
BOLL
0.0
BTL
8.0
LUMBER
-rop CHORD
ESOT HR[
WEBS
am
17-9-4
6-0-4 -10- -10-
_. T
SPACING 2-0-0
Plates Increase 1 �1
Lumber Increase 1.15
Rep Stress lncr NO
Code IR OO ,[TP1 00
1
TC 0.76
BC 0.41
WB 0.20
(Matrix)
4 SPF 16 OF 1.5E
DFfo.
4 SPF Stud/Std *Except*
W2 2 X 4 SPF 16 OF 1 + F; W2 2 X 4 SPF 165OF 1.5E
W2 4 SPF 1650F 1. E, W2 2 X 4 SPF 1- SOF I ZE
REACTIONS (lb/size) 1 =2921 /0- -8, 7=2921 / h ani cal
Max Uplift =- (load case )., 7=^ ! (load case
FORCES (lb) - Maximum ompr icn/Ma imurn Tension
DEFL
in
Ioc)
I/deft
Lld
Vert(LL)
-0.10
-10
>999
240
Vert(TL)
-0.1
-10
>999
180
Horz(TL)
0.02
7
n/a
n/a
--4
PLATES
'I T 0
Weight: 260 lb
GFT'
197/144
BRACING
TOPCHORD Structural wood sheathing directly applied or -0-0 oc purlins, except
end verticalls.
BOT H RD Rigid coiling directly applied or 10-0-0 oc bracing.
T F H RD 1-1 =-2490'265, 1-2=-3013/288P 2-3=-3928)'377, -4=-3928/377, 4-5=-3928/377, 5-6=-3013/288P -7--2490'265
BOT H IED 1:1-1 =-12, 87, 10-11=-288/301 , -1o=-28813013,8-9;----288/30131 7- =-12/87
VVEBS 1-11 M___349)'36891 -11=-1222/1 B8, -10=-112/1153, 4-10=-496/1 10, -10=-112/1153,5-8;---1 2x'1 B816-8-.;---349/3689
NOTE
1) -pl tru s to be connected together with 0.13144xY Naft Nailas follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 0 - 2 rows at 0-9-0 oc,
Webs connected as follows, X 1 row at 0-9-0 ocf
All loads are considered equally applied to all plies, except it noted as front F) or back (E) face in the LOAD CASE(S) section. Ply tc
ply connections have been provided to distribute only loads noted a (I~) or 13), unless otherwise indicated.
Find: ASCE 7- Ornph; h= 5ft; T [DL=4,8p,sf; B DL=4. psf; Category ll; Exp ; enclosed; MWFRS interior zone; Lumber
COOL -1.33 plate grips DOL=1.30.
T LL.* ASCE 7-98; Pf�. . psf (flat roof snow); Exp ; Fully Exp.; L� 45-0-0
Provide adequate drainage to prevent grater ponding.
This truss has been designed for a 10.0 psf bottom chord lire load nonconcurr nt with any other live loads.
Refer to girder(s) for truss to truss connections.
P rovilde meth an i cal corp recti c n (by oth rs) of truss to beard rig plate capable of withstan d i n g 28 0 lb up lift at jc i rpt 12 and 280 Ib u f ift at
joint 7.
This true Is designed in accordance with the 2,003 international Residential Code sections R502.1 and R802-10.2 and referenced
standard Aid 1TFP.I 1.
10) Girder carries tie -ire span(s)- -0-0 fror-r-r 0-0-0 to -0-
LOAD CASE(S) Standard
1 ) Snow, Lumber I acres=1.1 , Plate Increase=1.1
Uniform Loads (p If )
Vert: 1 +-0=- , - 147)
0
Job Truss Truss Type Qty
D2 ROOFTRUSS1
STOCK COPO E 1T -IFF Idaho Falls, ID 83403, robin
Ln
—1
10-0-0
4-9-3
4x12 =
0
17-0-0
-J-o
1-5x4 11
.5
Ply REXJHIbDENVALLEYLOi15111-23iEJ{Pb}H
Job Reference (optional)
6,200 s Feb 11 2005 MiTek Industries. Inc,.
4--0
7——
4A .--
6 6
4-9-3
Tue Nov 29 1331:03 : 2005 Page 1
A
o36-0-0--
2_0$0
Scala = 1:62.2
8X8 = 3.x4 _ 5x8 _ 3x8 _ 3x4 _ 8x8
10-0-0 17—.0-0
Ply
——
f � 1
Flue Offsets ,[2:0-7-9,0-0-8],:0-1- Ed a[4:0-6-8,0-0-121, , [8,0-7-9 0-0-8
LOADING (psf)
TOLL
35.0
(Roof
now=35.0)
TGDL
8.0
BOLL
0,8
BIL
8.0
PI --0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Coda IRC20017F10 .
LUMBER
TOIL CHORD 2 x 4 SPF 165OF 1..E 'Except*
T2 2 x4SPF 100F 1.8E
BOT CHORD 2 X 4 SIF 210OF 1.8E
WEBS 2 x 4 SPF Stud/Std
WEDGE
Left; 2 x 8 DF 1950F 1.7E, Right: 2 X 8 CSF 195OF 1.7E
0
REACTIONS 2=1 101 -8- ,, 8=1910X-3-8
MaxHor'z =-144 load case
ax U pl ift --1 (load case 7), =-1 53(load c ase
.Max Grav 2=2641(load case )a =2641 Goad case
11
TC 0.81
5C 0.45
VV B 0.75
(M atr
DEFL
In (Ic)
I/d fl
Lid
Vert(LL)
-0+ 12-13
240
Vert(TL)
-0.42 -10
>969
180
Hor (TL)
0.13 8
n1a
n/a
BRACING
TOP" H RD
BOTCHORD
CCS1!�'�1�
PLATES f IP
MT20 197/144
Weight: 144 Ib
Structural wood sheathing directly applied or 3-0-5 oo purlins.
Rigid ceiling directly applied or 10-0-0 oe draclin .
FORCES (Ike) - Maximum imum ompr ion Ma imum Tension
T F H RD 1-2=0/1611 -3=-3893/210, 3-4;;---3334/1971 4-5=-3261/2191 5-6=-3261/219, 6-7=-3334/197P 7, 7-8--3893/210, 8-9=0/161
BOT CHORE) 2-13=-252/3175T 12-13=-1 8512762, 11-1 =- 1x'2762, 10-11 =-61/27623 X-10=-1081317
WEBS -1 =-476/11 , 4-13--0/402P 4-12=1 87/11 T 5-12=-1 062/1 t 6-12=-1 87/11635 -10=0/402, -1 =-476/115
NOTES
f) Ind: ASCE 7-98; 90rrph, h--2 ft; T [ L -_4. p f; B DL= . p f; Category II; Exp ; enclosed; MWFRS interior on j Lumber
CSL=1 -33 plate grip DOL=1.33.
T L L: ASCE 7-98P lit= , 0 p- f (flat roof snow); Exp ; Fully Exp,.
Unbalanced snow loads have been considered for thils design.
4) This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
This true.s has been designed for a 10.0 psf dcttam chord live load nonconcurrent with any other live loads.
Provide mechanical conneotion (by others) of truss to bearing plate capable of withstanding 153 Ih uplift at joint 2 and 153 Ilb uplift at
joint 8.
This true is designed in accordance with the 2003 International Residential Coda sections R502.1 1.1 and 8802,1 0.2 and referenced
standard Ate 1,7FI 1.
.LOAD GASEP Standard
M
6
i
Job
Tress
Truss Type ---
Qty
(�B55B
D3
ROOFTRUSS
1
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
0�
LO
L
Q
PI
1
RE ./HIDDEN LLE 'LOT1 /11- /EJ(ID)H
—j__ I Job Reference (0 -phonal
6.200 s Feb 11 2005 MIT k Industries, Inc.
Tue Nov 29 13031 _'05 2005 Jlacge 1
1-2-0-01 - -1 12-0-0 1 -0-0 22-0-0 27-9-3 34-0-0 -0-0
-0- --1 -- -0-0 --0
4x10
3A _ 4x 1 D —
4 5 6
--
-2-1
-0-0
Scale - 1=62.2.
8X8 = 1.5x4 11 3X8 = 3XG _ :SX8 = 1.5x4 I Bx8
6-2-13
Ie
I/defl
12-0-0
22-0-0
27-9-3
11-13
>999240
34-0-0
MT20
--1
11-1
--
10-0-0
--
--1
Plate Offsets ,1[2:0-7-9,0-0-81,:0-1- ,Ed , [4:0-5-1210-1- :0- -1 ,0-1- :0--1, } dgelI (8:0-7-9,0-0-81,
LOADING (psf)
TELL 35.0
(Roof Snow --35.0)
T DL 8.0
B LL 0.0
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.1
Lumber In raa. e 1.1
Rep Stress I n r YES
Cede IRgg /TP1 00
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1 F5E
BOT CHORD 2 X 4 SPF 21 OOF 1.8E
EES 2 X 4 SPF Stud/Std
EDGE
Lett: 2 X 8 DF 1950F 1 3E, Flight: 2 X 8 D P 195OF 1.7E
CSI
TG 0.71
BC 0.46
B 0-7.2
(Matrix)
REACTIONS (Ib/sl2e) 2=1191010-3-81 =1 910/0-3-8
Max Hort —17 (load case
Max UpIift `-1 65(lcad ease 7), =-1 65(foad case
Max Gray = (load ease ), a (fo d ease )
DEFL
V ert(LL)
rt(TQ
Her(TL)
ire
Ie
I/defl
Ud
PLATES
-0.23
11-13
>999240
MT20
-0.55
11-1
>740
180
Weight: 150 I
IRIP
197/144
BRACING
T P H RD Structural wood sheathing directly applied or 2-9-12 cc purlins.
E3T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WE.BS 1 Row at midpt 5-1315-11
FORCES (lb) - MaximumCompression/Maximum Tension
TOP CHORD 1-2=0/161 3 2-3=.-3743/110, 3-4=-2944/12014-5=-2375/13115-6=-2375/131, 6-7=-2944/120P 7-8=-:3743/111, 8-9=--0/161
POT C H ORD 2-14=-1 1 X3027, 1 -14=- 1 91 /r30 7, 12-13=-1 14/2458, 11-1 =.-11 / 4 8, 10-11 :;;-1 8/3027, 8-1:0=-18/3027
WEBS -14--0/177, -1 T-76 '/114, 4-18=0/800, 5-13=-766/177, -11=-766/177, -11 ^01800, 7-11=-767/1145 7-10;--0/177
SITE.
1) WInd, ASCE 7-98; 90tHph; h-- fty T 1 L=4. ;psf; E DL-4.8psf; Category 11; Exp a enclosed, IOWEFS interior zone, Lumber
DOL=1.33 plate grip D L=1,33,
T LL: ASCE 7-98, Pf=.m0 psf (flat reef snow): Exp ; Fully Exp.
Unbalanced snow loads have :been considered for this design.
This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 ties flat roof lead of 35.0 psf ars Overhangs
non -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord live lead n e rico ncu rre nt with any ether I'Ve loads.
Provide mechanical eenneet[on (by others) of truss to bearing Plate capable of withstanding 165 Ib uplift at joint 2 and 165 Ib uplift at
joint 8.
This truss is designed in accordance with the 2003 International Residential Cede sections R502.1 and R802.10.2 and referenced
standard AI I/T P 1 1.
LOAD CASE(S) Standard
I
CD
Job Truss !Truss Type
1
065,56 1 D4 ROOFTRUSS
STOCK MPONE T -I.F, Idaho Falls, I'D 83403, Robin
CD
I
t PlyREX,/I--I.JDEi LLE` L T1 rr11- .'EJ(ID'IH
Job Deference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc.
Tree Nov 29 11-31:06 2005) Page 1
7-2-13 14-0-0 1 20-0-0 26-9-3 34-0-0
F
5x8 6x 1 G MT18 H
4
--1
%-1Mu.e = 1 ,5611
W 11 10 9 5 7 600 :-:-
1.5A 1! 4A = 3x6 = 3X8 -- 1.5x4 R
7-2-13
DEFL
14-0-0
20-0-0
26-9-3
34-0-0
Vert(LL)
-0.20 1-11
i
MT20 197114
BG 0,.86
Ve rt(TL)
-0.34 1-11 >9199
--1
MTI 8H 197/14
--
--
-
--
--1
Plate Offsets � , )* [1 1 ,Edge], [ :�D-4-0,0-1 y11], [ :0- -1 ,0-1- ], [6:0-,3-11 ,Edge]
LOADIN'G (psf)
TLL 35.0
(Roof no; --.0)
TDL 8.0
E3LL 0.0
BDL 8,0
SPACING 2-0-0
Plates Increase 1.1
Lumber increase 1.1
Rep Stress i ncrR YES
Code I R/T 12002
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.OE
ROT CHORD 2 X 4 SFIF 165OF 1,5E
WEBS 2 X 4 SPFStud/Std
WEDGE
Left: 2 X 6 DF No.25
Right: 2 X 6 CSF No .
1
DEFL
ire (I0) I'IdefI
L/d
PLAT RIP
T o.71
Vert(LL)
-0.20 1-11
240
MT20 197114
BG 0,.86
Ve rt(TL)
-0.34 1-11 >9199
180
MTI 8H 197/14
W13 0.42
Horz(TL)
0.1 n/a
n/a
(Matrix)
Weight, 150, Ib
REACTIONS (lb/size) 1;--11171910-3-8, 6=1719/0-3-8
Max El o rz 1= 04(Ioad case
Flax Up'Iift1 ;--- load case ), =- (load case 8)
Maxrav 1= 1 (load case ), = 1 (lo -ad case )
BRACING
TOP H RD Structural wood sheathing directly applied or 3-0-3 oc purlins.
BOTCHORD frigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 1 Ido at midpt 2-10* - � -
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3604/155., 2-3;---2558/146o 3-4=-2013/164, 4-5-=t-2559/146, 5-6=-3604/155
BOT CHORD 1-11=-164/2904, 10-11 =-I 64/2904t 9-10--82/20051 8-9--82/20051 7-&=-60/2904P -7_-60/2904
EES -1 1=0/ 8, -10=-1055/15713-10;---21/657P 3-8;---467/47114-8;---9/563, 5-8=-1053/157, 5-7=0/268
DOTES
1) Windy ASCE 7-98; 90mph; h= ft; TDL=4.pf; B�L4,pf; Category ii; Exp ; enclosed; M FR interior zone; Lumber
CSL -1.33 plate grip IDOL=1.33,
T L L: ASCE 7-98; Rf-35.0 psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design,
4) Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord Il a load noncormurrent with any other live loads.
All plates are MT20 plates unless othervvi:se indicated.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 1
joint 6.
and 92 1b uplift at
This true is designed in accordance with the 2003 International Restd nti l Cade sections R502.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE() Standard
.N
ii b
06556
I fuss Truss Type Qty
D5 ROOFTRUSS 2
USN UU V N t -I i-, Idaho Falls, ID 83403, Rabi n
tn
if
--
--
1 --4
.1i
--1
-0-
6X6 =
X-
4 5
Ply I FLEX./FI I B D ENVALLEYLOT1 511 1-23/E (I D)H
1
,fob F ferenc (optional)
6.200 s Feb 11 2005 I iTelk Industries, Inc. Tue Nov 29 13:31:07.2005 Page 1
--12
-- 1
2--
- -0
--
Scale = 1:56-
5x6 15 14 13 12 11 10 9 5x70
1. x4 11 3X8 = 4x5 5x8 = 4x4 3x4 I -SA H
5-5-7 _ , 10-5-4 1 16-0-0
--
Flats Offsets ( ,l ), 11.0-1- , Edge
LCI p f
TIC LL 35.0
(Roof no'=.o)
TDL 8.0
BOLL 0.0
BDL 8,0
SPACING 2-0-.o
Plates Increase 1.1
Lumber Increase 1.1
Hep Stress Irr r YE
Code IR7C2003/TP12002
LUMBER
TOP CHORD 2 X4 SPF1 F1.5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
WEBS 2 X 4 SPF Stud/Std
5-6-12
csi
TC {J.54
BC t3.6[]
WB 0,69
(Matrix)
2--0
--12
C FL
in Io)
I/d fl
LJd
Vert(LL)
-0.10
>999
240
eri(TL)
-0,1610-12
180
Horz(TL)
0.05 8
n/a
n/a e
BRACING
TOIL HFI
BOT HOF[
WEBS
REACTIONS (lb/size) 1=360/Mechanical, 8=1122/Mechanical, 1 =1960/0- -
Max Hor 1:-2 4 Ioad case
Max LJpliftI =-11(load case ), 8;---89 (1 ca case ) p 14=-12 (load case
Max Gray �1= (I cad case ), 8=1 load case ) r 14=2 74(load case 2)
•11
5-5-7
PLATE
-
PLATES
MT20
Weight: 166 Ili
R1 P
1971144
Structural wood sheathing directly applied or 3-8-6 oc purlins.
Frigid ceiling directly applied or 6-0-0 oc bracing.
Pow at midpt -14T 4-13T 5-1216-12
FORCES (lb) - Ma imurn Compression/Maximurn Tension
TOP CHORD 1-2---768/141, 2-3=-59/3821 3-4=-610/143, 4-5=-755/159, 5-6a-11055/1451 - =-2
618/152
BOT SI R D 1-15=-143/514P 14-15=-143/514P 13-14=-247/4271 12-1 =-91521, 11-12=0/14521 10-111=0/1452, =10=-73/2095 ,
849=-73/2095
WEBS -1 =0/1 98, 2-14---808./111 N -14=-1576/123, 3-13=011 141, 4-13=-779/32, 4-12=;-94/1044, -12=-182/1 01
6-12=- 1 057/142, -1 0=-5/496, 7-1 _-765/1 0r 7-9--0/197
TE
1) Wind: ASCE 7-98; 90mph; h= ft; T DL=4.8psf; B DL=4, pf; Category 11; Exp ; enclosed; MWFRS interior zone, Lumber
DO L-1.33 plate grip IDOL=1.33,
2) T LL: ASCE 7.98; Pf.=35.0 p f (flat roof snow), Exp ; Fully
Exp-
) Unbalan%c d snow loads have been considered for this design.
4 Provide adequate drainage to prevent water ponding,
This true has been designed for a 10.0 p f bottom chord lire load nonccn urr nt with any other live loads,
Refer to i rder( ) for truss to true connections.
7) P rovide mech ars [call con nectio n (by tithe rs) of truss to B ari ng plate capable of withstandi n g 11 Ib up rift at joi nt 1 o 89 lb up lift at a'oi nt 8
and 129 lb uplift at Jo int 14.
This
true is designed in accordance with the 2003 International Residential Code seclions 19502.11 .1 and 8802.10.2 and referenced
standard d I1TP l 1.
LOAD CASE(S) Standard
CD
6
I
C6
AJUU
i
06556
SOCK
LO
CD
truss i Truss Type Qty Ply
D6 ROOF TRUSS 3
COMPONENTS -1117, Idaho Falls, ID 83403, Robin
_-7
7
10-5-4
1
6-6-12
4A
Nu
RE ./HIDDEI .LLE' L T15/11- 1EJ(IE) H
i
Jeb Reference o tioirlaf
6.200 s Feb 11 2005 MiTek Industries, Inc.
22-6-2
2--
Tue Nov 29 13.31;08 2005 Page 1
34-0-0
Scale;-- 1,-54,7
6A _ 12
11
10
9
8 -�
1,5x4 11
3X8 _
5X8
3x4 =
4x4
5-5-7 10-5-4--17-0-0 _....1 25-3-3
--
Plate Offsets ?�, , 1:0-2-1 BEd e ,7: -1- ,Ed , F1 1,0- - to
LOADING (psf)
T LI.- 35.0
(Roof oe =35 , 0)
TDL &0
BC -LL _
B C D L 8,0
LUMBER
TOP HIPC
BOT CHORD
EE
SPACING 2-0-0
Plates increase 1.1
Lumber Increase 1.1
Rep Stress, Incr YES
Cade IR 200 {TP1200
2
X 4
SPF
165OF 1.5E
2
X 4
SPF
165OF 1.51.
Vert(TL)
4
SPF
Stu d/Std
--1
CSI
TC 0.84
BC 0.,
B 0.73
(Matrix)
DEFL
in (ieC)
I/d fI
of
Vert(LL)
-0.17 7-8
>999
240
Vert(TL)
-0.34 7-8
>829180
Her(TL)
0.04 7
n/a
n1a
13R'ACING
TOP H RD
BOT H RD
WEBS
REACTIONS (lb/size) 1 =3 09/M echanioal, 7;-- 11: 00/M echanicall, 11=2034'0- -8
Max Herz 1=-200ead case )
MaxUplI t1=-79(lead case ), 7=- 70aad case ), 11=-1 (lead case 7)
Max Gray 1-= . (load case ), 7=1 2 (lead ease , 11- 0 4(lea case 1
N=
PLATES
1T2
'elht: 144 Ib
RIP
197/144
Structural wood sheathing directly applied or 3-6-12 oe purlins.
Rigid ceiling directly applied or -0-0 oo bracing.
1 Flow at rnidpat 3-115 4-105 5-10
FORCES Ib) - Maximum empress lon/M a i m u m Tension
TOP CHORD 1-2=-741/309, 2-3=-47/478, 3-4=-649/150.1 4-5=765/137, -6=-1 912/1641 6-7=240911 5
BOT H RD 1-12=-240 ' -8 , 11-12=-24001488, 10-11 :- 99'144, -1 =0/1203, - = /1203. 7- =-75/1 1
EBS -12= 11964 -11=-775 '10 -11=-1649/1 o -1 =-11 x'1215p 4-10=-182'1 , -1 C)=-1129/1 4, T =-35/52,
-=-67511 4
NOTES
1) Wind, ASCE 7-98- 0mph; h= ft; T LILT s p f; B DL= . psf, Category II; Exp 0, enclosed; MWFRS interior zone; Lumber
I! L=11 .33 plate grip D L=1. .
TCL ,+ ASCE 7-98.- Pf =35.0 psf (flat roof snow); Exp ; .Fully Exp.
Unbalanced sncw loads have been considered for this design.
4 This truss Inas been designed for a 10,0 psf bottom cherd lige lead nonconcurrent with any other Ile leads.
5) Refer togirder(s) for true to trLass connections.
Provide mechanical connection (bar others) of truss to bearing plate capable of withstanding 79 ib uplift at joint 1, 87 Ib uplift k at joint 7
and 138 Ib uplift at joint 11.
7) This truss is designed in accordance with the 2003 Inte rn atic anal Residential Cede sections R502.1 1.1 and R802.1 0.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) tandard
Ln
.i
_C;
Job Trus
Q65-56 I .D
UCK GOM P N ENT -I F, Idaho Falls, I D 83403, Robin.
e
Truss Type
ROOFTRUSS
1
-- -- --
6x6 Y 6x10 MT18H=
7.01 1 2. 2
3
t
PI
RE .rHIDDEN ALLE L T1511- aJ(ID)H
6.200 s Feb 11 2005 MiTek Industries, Inc.. Tu -e" Nov 29 13:31,09 2offPage 1
23-9-8 �
--1
2x4 p1
Plate Offsets (,.,)
LOADING p f)
TC LL 35.0
(Roof now=85.0)
T DL 8.0
B LL 0 �0
BDL 8.0
LUMBER
TOP H R
BOT CHORD
WEBS
4x6 A 3x6
-- --0 --
3:0-5-12,0-111-81, :0-1-14,Eqg ]
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Incr YES
Code E1 0031TPi 00
DF 2400 F 2.OE
BPF 165OF 1.5E
4 SPF Stud/Std
1
TC O766
BG 0.75
(Matrix)
REACTIONS (Ib/size) =t 200/1 a hani J, 10=1200/0-5-8
M
0=1 00/0- -
f ax H orz 10=-198 (load case 8)
Max pllft =- 5(10 d case ), 10=- (load case
Marc Grav 5=1 1 (lead Casa ), 1 0=1 (load case )
Al
1.5M 1
D FL
in (I o
I/d fJ
Ud
Vert(LL)
-0-18 -
>999
240
ert(TE)
--0.29 -6
>983
180
Herz (TL)
0�05
n/
n/a
BRACING
TOP CHORD
• + . 10
WEBS
FORCES (1b) - a imumompr•e sion/f axi um Tension
TOP H PD 1-2=-667/54P 2-3=-12401118,,9-4=-166019114-5=-2722/1()2, 1-10=-1338/72
BOT MORD -10=- 9o' 0T - =-46/61 ! -8---14/21507 - =-14/21 0, - =-14/21 0
WEBS -9--94611 22, - =-186'1042, 3-8=-1 561162, 4-8=-1086/158, 4-6=0/268, 1-9=-83/1194
5X10
PLATES
GRIP
MT20
197/144
T1 8H
1971144
Weight: 120 Ib
Saab = 1;42,8
I'�'
Structural wood sheathing directly applied or 3-9-8 oc purlins,
end verticals.
Rigid coiling) directly applied or 10-0-0 oc bracing, Except:
6-0-0 cc bracing: -10.
1 dew at midpt 2-91 -81 1-10
DOTES
1) Wired: ASCE 7-98; 0mph; h = ft; T DL=.4. psf; B L=4. psf; Category II; Exp } enclosed-, MWFRS interior zone; Lumber
DOL; --1.33 plate grip DOL=1.33 _
TOLL. ASCE 7-98+ P =3 y0 p f (flat roof snow); EppFully Epp.
Unbalanced snow leads have been considered for this design.
4) Provide adequate drainage to prevent grater pending.
This true has been designed for a 10.0 psf bottom chord live load n once n u rr pit with any other live loads.
All plates are MT20 plates unless otherwise indicated,
Refer to girder(s) for truss, to truss connections.
Prov Ida mecha.r i al onnection (by ether) of truss to bearing plate capable of withstanding 65 Ike uplift at joint 5 and 63 Ib uplift at
joint 10.
This truss Is designed in accordance w1th the 2003 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
M
4
,26
except
Job
I'Truss Truss TypeQty Ply REX./HIDD.E ' LLEYL T1 /11-23/EJ -JL H
00550 D8 ROOF TRUSS 1 1
-- - Job R of e re n e (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 0.200 Feb 11 2005 MiTek Industries, Inc. Tue Nov 29 1 . 1:10 2005 Page 1
n
1-9-
E
1-9-8
7-00'12 5X5
2
a f...4 A —
U4 =
ri
owl
4x8 =
--
--
--1
Scale = 1,39.5
%J U e
3X4 11 1 x 7 2= 3x8 3X 6_ 1.5x4 11
1-9-$ 11-9-8 17-6-11 23-9-8 .
10-0-0
--
--1
Co
Plate 1 s l X� . Edge,
0-2-01
,
[4.0-4-0 0-1-11]9 [ ,0-1 "8rEdge].
2
X
4
BPF 1 5OF 1.5E
._11
-9=-48/524F
SPF Stud/Std
LOADING (pf)
F
TELL 35,0
SPACING -0-0
CSI
DEFL
in (Ioe)
l/defl Laid
PLATES RIFE
Roof row -35.0)
Plates Pry r as e 1.15
TC 0.50
Ve rt(LL)
-0,21 -10
>999 240
MT20 197/144
T D L 8.0
Lumber lacrosse 1.15
BC 0.64Vert(TL)
-0.48 -10
>588 180
BOLL .0
Rep Stress [ncr YES
WB 0.92
Hor (T L)
0-07
n/a n/a
R DS_ 8.0
E
Code iR 00 /TP1200
(Matrix)
Weighty 122 Ib
LUMBER
TOP CHORD
ESOT CHORD
WEBS
REACTIONS Ob/size) -1 0 0/Meeh an ical, 1 1=1200/0= -8
Max Hort 11=-1 860cad case 8)
Max Uplift -- Cod case ), 11 114(Io d case )
Max Grav 6=1742(load ease ), 1 1=15 �Ie d case )
BRACING
TOP H RD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 4-2-2 uc purlins, except
end verficals.
Ri id cel Brig directly appli ed or 10-0-0 cc braeln .
1 Flow at midpt 3-101 1-11
FORCES (its) - Maximum ernpr cion/Max-Imum Tension
T P H R D 1-2=-386/185 2-3=-383/221 3-4---1531 /1333
1, - 1 /1223 5-6--2840/116F 1-11=n 1599/59
B T HORD
10-11=-
4
DF 240OF 2.OE
2
X
4
BPF 1 5OF 1.5E
-1 0=-1 400/175P
-9=-48/524F
SPF Stud/Std
REACTIONS Ob/size) -1 0 0/Meeh an ical, 1 1=1200/0= -8
Max Hort 11=-1 860cad case 8)
Max Uplift -- Cod case ), 11 114(Io d case )
Max Grav 6=1742(load ease ), 1 1=15 �Ie d case )
BRACING
TOP H RD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 4-2-2 uc purlins, except
end verficals.
Ri id cel Brig directly appli ed or 10-0-0 cc braeln .
1 Flow at midpt 3-101 1-11
FORCES (its) - Maximum ernpr cion/Max-Imum Tension
T P H R D 1-2=-386/185 2-3=-383/221 3-4---1531 /1333
1, - 1 /1223 5-6--2840/116F 1-11=n 1599/59
B T HORD
10-11=-
1 /1 r4, -1 0=-57/1 14,
8-
=-44/227
-, - =-44122 '4, - =-44/2274
ER
-1 0=-319/78)
-1 0=-1 400/175P
-9=-48/524F
4-9=0/248, 5-9,888/1451 -7=011 841 1 -10;---7811520
MOTES
1) Ind: ASCE 7-98; mph; h= ft; T DL, . p 1; B DL=4. p f; Category [C; Exp ; enclosed; MWFRS interior zone; Lumber
DL=1.33 plate grip DOL=1.33.
TOLL: ASCE 7-98; Pf=35.0 psf (fiat roof snow); Exp , Fully Exp.
Unbalanced' snow mads have been considered for this design.
4) P r0vi de adequate drainage to prevent water ponding.
This truss his been de [gned for a 1 O.O p f bottom chord live lead noncencurrent with any ether live loads.
Refer to girder(s) for true to truss connections.
7) Prov.ide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 6 and 114 Ib uplift at
joint 11.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced
standard ANSVrPl1.
LOAD CASE(S) Standard
Job
655
Truss
we
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
6x6 =
4A II
WO zz
2
2
7-11-12
Tress Type
ROOF TRUSS
P I a t e 0 f t .��� � :�6 -. Edi C- -8], � � �-8 � 0-1= � -�..
LOADING (pf )
TOIL 350
(Roof Snow= 5,O)
TDL 8.0
BOLL 0.0
ECRL 8.0
LUBE
TOP CHORD
BOT CHORD
SEB
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Ftp Stress [nr YES
Code IRC2003/TP12002
3x4
3
N
E
3x8 =
CSI
TC 0.7
BG 0,36
WB 0.83
(Matrix)
4 SPF 16 OF 1.5E
X 4 SPF 1650F 1.5E
4 SPF Stud/Std *Except*
1 2 X 4 SPF 165OF 1.5E9 W1 2 X 4 SPF 18 OF 1.5E
REACTIONS (Ib/size) 10=1199/0-5-8,6=1199/Mechanical
Max Uplifti 0=-1 15(load case , 6=;-1 1 load case )
7-10-(
R
7-1-
Qty Ply RE JH I _D D E N VALLE LOT 1 /11- .CEJ(1D)H
m Jlod Reference (optional)i
6.200 s Feb 11 2005 MiTek I ndu tries, Inc. `1-u Nov 29 13:31:11 2005 Page 1
4
Ek
5X8 _
--
7-11-12
Scale = 1:39.3
6A
5
7 6
3X6 4x4
--
7-11-12
DEFL
in
(1o)
I/d fl
L/d
PLATES RIP
e rt(LL)
-0.09
8-9
>
240
MT20 197/144
Vert(TL)
-0.18
8-9
>999
180
Hor (TL)
0.02
6
n1a
ne
Weight: 111 i
BRACING
T P CHORD
BOT H RD
WEBS
Structural wood sheathing directly applied or 5-4-1 oc purlins, except
rid verticals.
Rigid ceiling directly appl[ed or 10-0-0 oc bracing.
1 Row at midp-t 1-1 OF 5-6p -
FORCES (Its) - Maximum Compression/Maximum Tension
TOP H R D 1-1 =-1130/ 147, 1 v =-117 J'11 , - ,-11 x'9/11 , - =-1178/113, 4- --1178/11 , 5- =-1129 '147
BOT CHORD 9-10=-7/6818-9=;-113f'1179,7-8=-7/69,6-7=-7/69
EBS 1 -9;:z- 132/1 379, 8_9= -697/159, 8-8=- 1 A 4-8= -697/1 , 5-8-±=- 132/13 77
NOTES
1) Wind: ASCE 7-98; 0mph; le ft; T L.=4. p f; ECRL= ,8p f; Category ll; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 p[ate grip DOL=1.33.
TELL: ASCE 7-98; Pf=35.0 psf (flat mot snow); Exp Q Fufly 'Exp.; L= 45-0-0
3) Provid
- -
Provid adequate drainage to prevent wal r ponding.
4) This truss has been designed for a 10.0 p f ihcttom chord live load noncon urr nt with any other lire loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical o n n ction (by others) of truss to bearing plate capab[e of withstanding 11,514 uplift at jbi rpt 10 and 115 lb uplift at
joint 6.
7) This truss is d s[ n d in accordari e with the 2003 International Residential Code sections R502.1 1.1 and R802.10,2 and referenced
standard ANSITPI1.
LOAD CASE(S) Standard
,Job
Truss
Truss Type
Qty
Pty
REXJNIDDENVALLEYLOT15111-23fEJ(Ip)rH
Q6556
.El
ROOF TRUSS
1
2
MT20
BC 0.67Vert(TL)
1
-0.38 10-12
>958
1
,lob Reference (optional)
`B 0.87
Horz(TL)
0..0
n/
r/a
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403, Robin
5X8
6:200 s Feb 11 2005 MiTek Industries, lrio_ I ue Nov 29 1 J:31:12 200b gage 1
6-8-8 13-1-8 19-6-8 24- - o-4-
- - 6-5-0 6-5-0 5-3-0 5-6-8
x5 _
1.5A 11
4X8 _
1,5x4 it
Scale= 1,5 0 -3
6X6
1 2 3 4 5 6 7
14 13 12 11 10 9 8
U6 11
SXB =
Sx8 _
,5x6 3x6 1i
6x1 0
4 4 13-1-8 1-- 24-9-8 0-4-
1 9
r 1�
A R
Plate Offsets ( , ).
LOADING IN (psf)
TOLL 35.0
(RoofSnow;-_35.0)
T[L 8.0
BOLL 0,0
BLL 8.0
LUMBER
TOP CHORD
B T CHORD
WEBS
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In cr NO
Code I 003/TE120O
X4 SIPF 165OF 1,5E
DF No�
4 SIPF StU&Std *Except*
1 2 X 4 SPF 165OF 1.5E., W 1 2 X 4 SPF
ISI` 165OF 1 a E, W6 2 X 4 SPF
--
1
.TEFL
i n {loo)
I/def I
Ld
PLATE
TC 0.38
Vert(LL)
-o. 10-12
240
MT20
BC 0.67Vert(TL)
-0.38 10-12
>958
180
`B 0.87
Horz(TL)
0..0
n/
r/a
(Matrix)
Weight: 335 [b
1 5 F1.5E
1650F 1,5E
REACTIONS (Ib; size) 14= 88 / eehanical, 8--3229/0-5-8
Ma
= /0- -
a U pliftl 4=-373 (load case 5), _- 10 (load case 5)
BRACING
TOIL H R D
E T H RD
3A II
FLIP
197.144
Structural wood sheathing directly applied or 5-6-15 oc purlins,
except end verticals.
Rigid` ceiling directly applied or 10-0-0 ee bracing.
FORCES (Jb) - Maximum ompression�Ma irnurn Tension
TOIL H I ID 1-14;---33901355,1-2;---4653/446, ='6700. 643, y =- 670 i/ -
4 , - - 7'0'0 : 4 } - =- / ` 0a -7=-355~]/34'4.!,
7-8�-3143/326
BOT H OIC D 1 -14�-17/1 , 1 -1 _- 4 /4 �, , 11-12;---619/6439P 10-11=- 1 ,I 4391 -10=- 19 '6439, - -10/68
WEBS 1--1 3=-520/548% 2-13=-2002/269$ 2-12=-241/25025 4-12=-555/1251 5-12=-30/3191 -1 0=-1 0911 792, 5-9=-3805/3671
6-9_-45311 0 , 7-9=-430/4543
OTE
1 -ply truss to be conn ted togethe r with 0.131"x3" Nails as follows.
Top chords connected as fol I ows. 2 X 4 1 row at 0-9-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at G-9-0 ac.
Weds connected as follows, 2 X 4 1 row at 0-9-0 oo.
All loads are considered equally applied to all plies, except if noted as front (F) or back (E) face in the LOAD CASE(S) section. Ply to
pJy connections have been provided to distribute only loads noted a (F) or (B), unless otherwise indicated.
W[nd: ASCE 7-98; 0mph; h= ft; T 1DL=4. psf; E' DL=4. psf; Category lJ; Exp Q enclosed; MWFRS interior zone; Lumber
DOL=1.33 Plate grip DOL=11 .33.
4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp a Fuller Exp.; L= 45-0-0
Provide adequate drainage to prevent water ponding,
0 This truss has been designed for a 10.0 psf bottom chord live load noncolnourront with any other live loads.
7) Refer to girder(s) for truss to truss connections,
Provide mechanical o n n don (by others) of truss to bearing plate capable of withstanding 373 Ib uplift at joint 14 and 310 lb uplift at
joint 8.
This true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.and referenced
standard ANSI/TPI 1.
10) Lead c2se() 2, 3 has!ha e been modified. BuiJcfing desIg :er mustrevIew loads to verify that they are correct for the intended use of
this truss.
11) Grader carries tie-in pan(s): -0-0 from 0-0-0 to 119-6-8
1 ) Hanger(s) or other connection device(s) shall be provided suffl i nt to support concentrated load(s) 1207 Ib down and
19-6-8 on bottom chord, The design/selection of such connection device(s) is the responsibility of others.
11 lb up at
Li Truss Type QtY
E1 ROOF TRUSS
{
NOCK COMPONENTS -IF, Idaho Fallsi 1D 83403, 'robin
LOAD CASE(S) Standard
1) now: Lumber In crease=1.15, Plate Increase= 1 . 1
Uniform Loads (plf )
Fart: 1-=-8, 10-14=- 1 63(13--1 7, -1 ;---1
Concentrated Loads (1b)
Vert" 10=-1207(F)
LJnbal-Snow L ft. Lumber Increase --0.90, Plate Increase ---0,90
Uniform Loads (p1t
Verb: 1-7=-1 , 1 ! -14=- (F�-4 ), .8-1 O=-1
Concentrated Leads Ib)
Vert; 1 0==E)
U nba] . naw -dight• Lumber In crease -0.90, Plate Increase -0 p 0
UnIform Loads (pIf)
Vert; 1-7=-16, 10-14;;-.-62(F=-46)1 8-10;---16
Concentrated Loads (1b)
Fart: 10=-379 ('F)
Ply j RE IHIDDEN LLEYLOT1 /1 1- 3/EJ(I )H
2 _. Job Reference (optional)
6,200 s Feb 11 2005 MiTek I.ndu trIe , Inc.
Tue Nov 29 13.31:12 2005 Page
Job I Truss]_Truss Type 70_#y
06556 J E10 I RQDF TRUSS 14
STOCK COMPONENTS -IF, Idaho Falls., I D 83403, Robin
Ln
J
---
-0-
am
6-3-
1
17-8-14
Ply RE ./HIDDENV LLE 'L T15 11 -3/EJ(lD)H
Job Reference(optional)
6.200 s Feb 11 2005 MiTelk Industries, Inc.
GXB
6
1-11_2
Tue Nov 29 13,31:18 2005 Page 1
4--1 -4-
i
5-7-3
9-1-10 --1 17-8-14 19-8-0
9-1-1
--
--
4--1
--1
.4709-do
--
Scale =; 1:53.8
LO
I�
e
Plate OffsetsLX i [2:0-4-0 EdF .0-2- ,Ecf
LOADING (psf)
TOLL 35.0
(Roof now= .0)
T DL 8,0
BOLL 0.0
B DL 8.0
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
Hep Stress Inr 'SES
Coda IRC2003/-FP12002
TC 0.89
BC 0.97
B 0.95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1 5OF 1. E *Except*
T1 2 X 4 SPF 21 OOF 1,8E
BOT HO B 2 X 4 SPE 1 1350F 1.5E
':EBS 2 X 4 SPF Stud./Std *Except*
'4 2 X 4 SPE 165OF 1.E, W6 2 X 4 ,Pl= 165OF 1.5E
WEDGE
Left: 2 X 4 BPF ,stud/Std
REACTIONS (Ibi ize) 9=151610-5-8, 2=1 729/0-5-8
Max Hort = (load case
Max Uplift= (load case 8), ;-_-1 4(load ease )
Max Gray 9=1821(load ease , 2=2239 (load ras e 2)
DEFL
in O o)
I/clef [
Lid
Vert(LL)
r0. 12-14
240
Vert(TL)
-1-10 12-14
>326
180
H o rz (T L)
0.90
n/a.
n/a
BRACING
TOP HIB
BOT CHORD
WEBS
FOLATES
TO
TO H
Weight: 116 lb
FLIP
1972 '1 4
1481 0
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Frigid ceiling directly applied or 2-2-0 oc braking,
1 Row at m idt -1
FORCES (Ike) - Max1mum Compress ion/Max1murn Tension
TOS' CHORD 1- zw0 -1 , -8 =- 1 /4 , 3-4;---5236/3191 -5,=5044/341,- �-29 83,16-7;z-282212181 - =- ' 4
11
- 4 � L
BOT CHORD -14--507/5341, 13-14=-323'/4103P 1 -1 =- 10141 1, 11-12=-1 0/377 , 10-1 1=-168/4529, -1 {3=-168014538
EB 3-14=-704/1 78, -14=-1 /8101 5-12;--- 1 / , 6-12=-1 23/2444, 7-12=-2530i"801 7-11=-69/258 8-11--11591200,,
8-1 O-0/205
NOTES
1) 'Find: ASCE 7-98; 0mph; h = ft T IAL=4.8psf; B L�4.8p .f; Category II; Exp ; enclosed; MWFRS interior zone; Lumber
DOL==;1.33 plate grip DOL -1.33.
T LL.. ABLE 7--8; Pf=35.0 p f (flat reef snow); Exp ; Fully Exp.
Unbalanced snow loads have been consIdered for this design.
This truss has been designed for greater of min roof live load of 17.0 p f or 2.00 tunes flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
This truss has been designed for a 110 p f bottom chord live load non on urrent with
any ether live loads.
All Plates are MT20 plates unless otharWse indicated.
Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 eagle to grain formula. Building designer should verify
capacity of bearIng surface.
Provide rno hanieaiconnect-Ion (by others) of truss to bearing p[ate capable of [thst nding 76 [b uplift at joint and 18x4 ]b u lift at
joint . p
1 his trays is designed in accordance with the 2003 International Resid nlial Code sections R502.1 1 F 1 and R802.10.2 .rid referent
ed
standard ANSI/TP 11.
LOAD CASE(S) Standard
Truss Truss Type Qty
Q6556 E11 IF TB USS 1
STOCK COMPONENTS -[F, Idaho Falls, ID 83403, Robin
4W
Ply I REX./rHIDDENVALLEYLOT15/`11-23/EJ(ID)H
1I
Job Reference (optional
6,200 s Feb 11 2005 Mffek Industries, Inc.
Tue Nov 29 13.31:14 2005 Fuge 1
---0; --5 10-10-2 1 -- 1 --11 ��-1
--- 30-4-0..
-0- 5-8-5 -1-1 -1:-1 3-5-11 -1-1 5-8-6
15c;aae = 1:54.4
6x6 � 6x8 MT1 ;3H
--
Plate Offsets ,' .0-4-0, Ed[T:0-4-810-2-0'
LOADING psf
TOLL 35.0
( Roof now=35.0)
TIL 8.0
ROLL 0_g
BDL 8.0
9:0-2-2
Edi
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I rac r YES
Code 1R 00 P1 00
LUMBER
in (Ioc)
l/defl
Ud
TSP CHORD
2 X
4
SIF 165OF 1.5E
BOT CHORD
2 X
4
SPF 21 OOF 1.8E *Except*
H o rz (T L)
B2
2
X 4 SPF 165OF 1.5E
WEBS
P F Stu cf/ td *Except*
4 ,SPF 165OF 1.5E
WEDGE
Left: 2 X 4 S P'F Stud/Std 5 R ig ht: 2 X 4 S PF Stud/ td
16-0-0 1 - -0 24-7-10 0-4-0
11:0--iD,0--11
-I
TC 0.86
BC 0.85
WB 0.00
(Matrix)
REACTIONS ([b/size) 9=1516/0-5-81 2==1729/0-5-8
MaxHarz 2=2500oad case
Max Uplift = 68(lo .d case ), 2=179 (load case 7)
Max Gray 9=17 .4(laad case )7 2=231 7(lo ad cash' )
6 8
4-11-10
[TEFL
in (Ioc)
l/defl
Ud
Ver#(LL)
-0.671 -14
>539
240
Vert(TL)
-1 .09 12-14
>328
180
H o rz (T L)
0.84 9
n/a
n/a
BRACING
TPHH
BOT CHORD
PLATES GRIP
MT0 197/144
MT20H 148/108
MT1 8H 197/144
Weight: 1 1 Jb
Structural wood sheathing directly applied or 1-11-7 oc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (1b) - Maximum Compression/Maximum Tension
TOIL H RD 1-2=-011551 2-3;---6461/404, -4--5709'301, 4-5=-55401318, 5-6;:=-3889/208, 6-7;---3695/1717 7-8--4413/1851
8-9=-5667/174
BOT CHORD 2-14=-461/5601113-14=-314/4667, 12-13=-301/4696, 11-1 =-1410 10-11-119/49071 9-10=-119/4914
WEBS 3-14=-527/154, 5-14=01622, 5-12---1247/199) 6-12=-60/833, -1 1=-8/1 490, 7-1 1=-58/1957, -11=-1014/2061
-1 0=01198
NOTES
1) Wind: ASCE 7-98; mph h = ft; T C L= . psf; B D L=4a psf; Category 11; Exp Q enclosed; MWFRS interior zone; Lumber
DOL; --1.33 plate grip 8L-1.33.
T L,L: ASCE 7-98; Pf= 5.0 psf (flat roof snow); Exp ; Fully Exp
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of miry roof live [oad of 17.0 psf or 2.00 tirnes flat root load of 35.0 psf on overhangs
non -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
) This truss .has been designed for a 10.0 psf bottom chord live load nonconcurr ut with any other live mads.
CI plates are MT20 plates unless otherwise indicated.
B arIng at auint(s) 9, 2 considers parallel to grain vall ue using ANS I/TPl 1 angle to grain form uIa. BuiId'ng des i n er SJRouId verify
capacity of bearl'ing surface.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 08 ib uplift at joint 9 and 179 Ib uplift at
joint 2.
10) This truss is designed in accordance with the 2003 [nternati on ll Residential Code sections R502.1 1.1 and R802.10.2 and
referenced standard ANS VT.P° l 1.
LOA[ CASE(S) Standard
C,
Structural wood sheathing directly applied or 1-11-7 oc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (1b) - Maximum Compression/Maximum Tension
TOIL H RD 1-2=-011551 2-3;---6461/404, -4--5709'301, 4-5=-55401318, 5-6;:=-3889/208, 6-7;---3695/1717 7-8--4413/1851
8-9=-5667/174
BOT CHORD 2-14=-461/5601113-14=-314/4667, 12-13=-301/4696, 11-1 =-1410 10-11-119/49071 9-10=-119/4914
WEBS 3-14=-527/154, 5-14=01622, 5-12---1247/199) 6-12=-60/833, -1 1=-8/1 490, 7-1 1=-58/1957, -11=-1014/2061
-1 0=01198
NOTES
1) Wind: ASCE 7-98; mph h = ft; T C L= . psf; B D L=4a psf; Category 11; Exp Q enclosed; MWFRS interior zone; Lumber
DOL; --1.33 plate grip 8L-1.33.
T L,L: ASCE 7-98; Pf= 5.0 psf (flat roof snow); Exp ; Fully Exp
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of miry roof live [oad of 17.0 psf or 2.00 tirnes flat root load of 35.0 psf on overhangs
non -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
) This truss .has been designed for a 10.0 psf bottom chord live load nonconcurr ut with any other live mads.
CI plates are MT20 plates unless otherwise indicated.
B arIng at auint(s) 9, 2 considers parallel to grain vall ue using ANS I/TPl 1 angle to grain form uIa. BuiId'ng des i n er SJRouId verify
capacity of bearl'ing surface.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 08 ib uplift at joint 9 and 179 Ib uplift at
joint 2.
10) This truss is designed in accordance with the 2003 [nternati on ll Residential Code sections R502.1 1.1 and R802.10.2 and
referenced standard ANS VT.P° l 1.
LOA[ CASE(S) Standard
Job Truss
Q6556 E12
Truss Type I Qty. -1-ply
STOCK COMPONENTS -IF, Idaho Falls, ID 88403, Robin
0
ROOF TRUSS I 1
R E ./HIDDEN LLE L T15 '11- /E(I D)H
I i Job Reference (optional
6,200, s Feb 1:1 2005 MiTek Industries, Inc.
Tue Nov1 -.31 -.15 2005 Page 1
-2-0-0 5-0- 9-6-2 14-0-0 19-8-0 1- -11 25-7-10 0-4-0
2-0-0 5-0-5 4-5-14 4-5-14 5_8_0 1-9-11 4-1-1
W0 MT1 SH =
1.5x4 :1
1hdr TV lAt-7 7
sm
Scale = 1 -.54.4
--
7--
14--0
•
Plate Offsets (X,Y): [2,0-4-6,0-1-9 [5:0-- -1 ,0-1-8L:G-5-1 ,0-1-81, .0-2-2rEdge], [11:O-8-00- -111
0-4-0
8-10-5
LOADrING (psf)
TOLL 85.E
SPACING
2-0-0
GSI
TEFL
inI
l'dfl
Ll
PLATES GRIP
Roof
S now= 5.
Plates Increase
1.15
TC 0.95
Ve rt(LL)
-0.86 11-12
>417
240
MT20 197/144
TL
8.0
Lumber Increase
1.15
B 0.96
VeTL
rb
-
-1,55 111 2
>266
180
MT18H 1144
ALL
�.�
Hep Stress I ncr
E
' B 0,
Ho (TL
1.10
n/
n/
B D L
.
ode ll�0�O/TPI00
atri �
Weight: 115 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
T2 2 X 4 SPF 21OOF 1.8E
ROT CHORD 2 X 4 SP F 21 OOF 1.8E 'Except*
B2 2 X 4 SPF 1850E 1.5E
WEBS 4 SPF Stud/Std *Except*
5 2 X4 SPF 155OF 1. Et W7 2 X4SPF 1650F 1.5E
WEDGE
Left: 2 X 4 SPF turd/Std, Right: 2 X 4 SPF Stud/Std
REACTIONS (lb/s ize) 9-:;:151610-5-85 2=i72910-5-8
Max Hort 2=221 (load case
Max Uplift =-5 (load case 8), =-1 7Eo d case 7)
ax Gray ;-- 1 849 (Ic ad cas e 3), =2898( load case
BRACING
TOP H RD
BOT CHORD
Structural wood sheathing directly applied or 1-9-2 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except;
2-2-0 oc bracing: 12-14.
FORCES (1b) - Maximum ompr s ion/Max1murn Tension
TOP CHORE) 1-20/1551 2-3=-67041372,1 3-4---6138/3201 4-5-_-483312861 -8--72311378, 6-7=-7237/37% 7-8;---5394/1621
8-=-505J1 75
BOTCHORD -14=-5O4j58051 1 -14=�-411x`52211 12-13=-408/5249, 11-12=-302/4278, 10-1 1 -160/4769, -10;-_-1161525
WEBS B 3-14;-_-335J1 251. 4--1 =01388, 4-12=-899/164, 5-12=-37/686, 5-11=-I 12/3875, 5-11=- /14 , 7-11=-334/3808,
7-1 =0/309, -10=- /481
DOTE
1) Wind; ASCE -98; 0mph; h= ft; T r L=4. psf; DL. -4. psf; Category 11; Exp s enclosed; MWFRS interior zone; Lumber
DL=1.35 plate grip DOL=1.33.
TOLL: ASCE 7-98; Pf=85.0 psf (flat roof snow); Epp ; Fully Exp.
) Unbalanced snow [oads have been considered for this design.
4) This truss has been designed for greaten of min roof lire load of 17.0 psf or 2.00 tunes flat roof load of 35.0 psf on overhangs
noon -concurrent with other live loads.
5) Provide adequate drainage toprevent water ponding.
This truss has been designed for a 10.0 psf bottom chord live load r onconcurrent with any other live loads.
) All plates are MT20 plat8s unless other i e indicated.
8) Bearing at joint() 9, 2 considers parallel to grain value using ANSI/TP 11 angle to grain formula. Building designer should verify
capacity of bearing surface,
Provide mechaniical connection (by others) of true to bearing plata capable of withstanding 57 lb uplift at joint 9 and 172 Ike uplift at
joint 2-
10) This truss is designed in accordance wilth the 2003 International Residential Code sections x.502.1 1.1 and R802.10.2 and
referenced standard ANS I.rFPI 1.
LOAD CASE(S) Standard
> Job Truss Truss Type
In
08556 E13 RF TMJ 1
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
d�
-2-0-0 4-4-
X11
4-4-
--'
=-1 4
-'-14
5X
3-10-0
P
0 -
Ply I REX./H f DDE' NVALLE L T1 /11- /E J(d D)H
3 Job Reference c)Vonal
6.200 s Feb 11 2005 MiTek Industries, Inc, Tue Nov13:31,16 2005 Page 1
3-10-0
23-5-11
W6 W7 WB SX10
-4-0
6-3-3—. 1 12-0-0
6-3-3 5-8-13 7-8-0 -
11 6-10-5
Plate Offsets , 0-0-8,0_-2-01 [8:0- - -1- :0- - r -0-81
LOADING (psf)
TOLL 35.0
RoofSnow;-_35..0)
T DL 8,0
BG LL 0,0
BDL 8,0
SPACING -0-
Plates 1norease 1.1
Lumber ftrease 1.1
Rep Stress Inor YES
Code I00PI00
TC 0.77
B C 0.60
P 0.62
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.OE
130T CHORD 2 X 4 ,SPF 210OF 1.8E
VVEBS 2 X 4 SRF Stud/Std *E oePt*'
4 SPF 1650F 1 -Eo WS 2 X 4 SIF 1650F 1,5E
REACTIONS (Ib/size) 9=1516/0-5-85 2=1729/0-5-8
Max Hort =1 (load case
MaxUplift =-1 1 0oad case ), �-1 (load case )
Max Grav9=1 681(loa.d case ), 2=1 729(load case 1)
DEFL
in (loc)
I/defl
.old
ert(LL)
-0.97 11-12
>369
240
ert(TL)
-1,64 11-12
>219180
Ho rz (TL)
1.14 9
n/.
n/a
BRACING
TOR CHORD
BOT CHORD
FOLATES
TO
Weight, 344 Ib
RIP
197/1-4
Structural wood sheathing directly appile C or 4-11-7 oc purlins,
Rigid ceiling directly appliod or 10-0-0 oe bracing.
FORCES 0b) - l la forum Compress [an/Maxi mum Tension
T P H RD 1-2--0/154T 2-3=-48330'459P 3-4=-4614/4301 4-5=-418814257 5_6=1 -3486/380T6 -7=-16470/1499r=-
16470/14995
8-9=-6148/357
T HORD -14�-54914179, 13-14=z-503/4167, 12-13=-494141921 11-1 =-734/6489, 10-11=-290 5805, -10--297/5443
E -14=-191 /174} 4-14L-155/1 88F 4-12---668/138, 5-12=-1 47/1867, 6-12=-3831/3!92, 6-11 7-1 1=0157
8-11 9
-1237/11472, -10=0/406
N TE
1) 3 -poly truss to be connected together with 0.1311P " Nails as follow:
Top chords connected as follows; 2 X 4 - 1 roar at 0-9-0 o _
Bottomchords connected as follows: 2 X 4 - 1 roar at 9-9-0 oo.
Webs connected as follows, X 4 - 1 roar at 0-9-0 o .
All loads are considered equally applied to all plies, except if mated as front (F) or bac ( face in the LOAD distribute E� � section. el
to connections have been provided to onl !oads noted a ��� or �B�, un1��� otherwise �� ���feated.
Wird ASCE 7-98, 90,mph; h= ft; T DL=4.SpM f} E DL:; -_4. psf; Category II; Exp ; enclosed; MWFRS interior zone; Lumber
DOL -1,33 plate grip CL�1.. s
4 TOLL: ASCE 7-98; Pf-35.O psf (flat roof snow); Exp; Sheltered
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of rein, roof live load of 17.0 psf or 2.00 tires flat roof load of 35.0 psf on overhangs
ren -concurrent with other live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 19.0 psf bottom chord live load nonconcurre t with any other live loads.
Bearing at joint() 9, 2 considers parallel to grain value using A NS TPI 1 angle to grain formula. Building designer ;should verify
capacity of bearing surface;
1 ) Provide mechanical con ne tion (by oth r) of truss to bearing plate capable of withstand ing 117 lb uplift at point and 1 lb uplift at
joint . p'
11) Following joints to be plated by qualified designer: Joint() 11, not plated.
1 ) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and
referenced standard N IfT-PI 1.
LOAD SA E( Standard
ale = 1:54.6
Joh E Tru ss
06556 E 1 4
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
M�
--'0TH' ;
_-1
i r'u 1-p
ROOFTRUSS
--
5x8 =
4
ty
Ply
REX./HIDDE I LLEYL T15/11- /FJ(IC )H
I _ I Job Ref rence l�nal
6.200 s Feb 11 2005 i iTek Industries, Inc,
1,5x4 13
11
7-8-14
r_-
Tue Nov 29 13:3117 2005 Page 1
4-10-5
1-0-0
10-0-0
L 0
U4 4x10 U4 - 4x5 3x4
Plate Offsets r ¢0-1-14 .Edge], f40-4-0,0-1-111, r:0=4-.0-1-11
TOLL 35.0
(Roof Snow= .o)
TDL 8,0
ELL 0.0
BCL 8,0
SPACING 2-0-0
Plates Increase 1.1,E
Lumber Increase 1.1
Rep Stress I ncr YES
Code I R 0o /T P Is o 0
LUMBER
'TOP CHORD 2 X 4 DF 2400F 2.OE
.SOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
TC 0.91
BC 0.53
E 0,90
(Matrix)
REACTION (lb/size) 2=1734/0-5-8,8=1520/Mechanical
MaxHorz 2,l 3�lead case 7
Max Uplift =-1 (load case 7), =-1 1 1(load case )
M ax G rav 2--2140 (load case ), 8=17 (load case 3)
FORCES Ob) - Maximum Compression/Maximum Tension
--1
25-5-11
DEFL
in
Alec)
i/defl
Ld
Vert(LL)
-0,18
2-12
>999
240
Vert(TL)
-0.41
2-12
>880
180
Hor(TL)
0.09
8
ri/
n/
BRACING
TOP CHORD
BOT CHORD
-0
4-10-.5
PLATES
f T 0
Weight: 133 lb
GRIP
197/144
Structural wood sheathing directly applied or 4-5-0 or, purlins,
end verticals,
Iii %d ceiling directly appli d or 10-0-0 oc bracing, Except:
-0-0 cc bracing: 8-9.
TOP CHORD 11-2=011152., 2-3=-304412280 3-4--2599/2205 4-5=-2409/249, 5-6-2409/249P 6-7;---1523/123, 7-8=-1725/124
BOT CHORD 2-12;---283/2461, 11-12=-225/21540 10-1 1.�-`98/1 p -1 0=-9 8/12'605 8-9;-_-1 4/34
EBS 3 -12z ---354/106P 4-12;--01371, 4-11,-162/624, 5-11;:;---966/211, -11=-193/1496, -0=-72311 7-9=-1 31/1464
NOTE
1)Wind.- ASCE 7-08; 0mph; h= ft; T DL=:4.8p f; B DL=4t p f� Category II; Exp C, enclosed; MWFRS interior~ zone; Lumber
DOL=:;;1.23 plate grip DCL=1.03.
TOLL ASCE -03; Pf;--35.0 psf (flat roof now); EXP f Sheltered
Unbalanced now loads have been oonsIdered for this design.
4) This truss has been designed for greater sof min roof live lead of 17.0 p f or 2.00 times flat root load of 35.0 psf on overhangs
non -concurrent with other line loads.
Pre ic'e adequate drainage to prevent water ponding+
This true has teen designed for a 10.6 ps f bottom chord Imre load in a nco ncu rre nt with any other live Ioad. .
7) Refer to irdc)r( ) for true to truss connections.
8) Pro vide echani al connection (by others) of truss to bearing plate- capable of
fthtardr n 152 ib uplift at joint 2 and 111 ib up i ift at
joInt 8.
This true is designed in accordance with the 2003 International Residential Code sections 8502,11.1 and R802.10.2 n
standardANSI/TPI 1. � referenced
LOAD CASE(S) Standard
ca'e = 1.54.
except
i
ar:
except
Job
ru ss
E15
N UUK UUMPUNENTS-F, Idaho .Fa4 , ID 834-03, Robin
-_0-
--0
ME
Truss Type Qty PI' RE
ROOFTRUSS2 ' 1
Job Reference foptional
6.200 s Feb 11 2005 MiTek Industries, Inc, Tue Nov 29 13:31:18 2005 Page 1
4
3x4 _
r,
-7-1
1,5X4 11
XB =
2-10-5
MIE
10-
Gaffe = 1-54.2
ow
Plate Offsets , ' :(2:0 -4 -11,0 -3 -01.M0 -5-o, Ed � :0- - -1 -8
�a t
14 -w -
•
14:--8,0-.4-0
LOADING (psf)
TALL
.O
SPACING-�-
(Roof r��,�o�
Plates Ir�er�a,��
� .�
T0.58
TSL
��
Lumber Increase
1 �1
� �.�
��.L
.�
Rep tri Inor
� ��
B L L
. 0
d f> P' I
(Matrix)
LUMBER
TOP CHORD
2 X 4
SPF 1650F 1.5E
ET CHORD
2 X 6
DF No.
WEBS
2 X 4
SPF Stud/Std *Exc pt -k
4 2
X 4 SPF 165OF 1.5E, W42
X 4 SPF
1650F 1.5E
4 2
X 4 SPF 165 F10. E, W6 2
X4SPF
1 OF1� E
REACTIONS (Ib/s e) =3745/0-5-8, 9=3844/Machanical
Max H e r =1 (10 ad case )
Max UpJift =- (load case ), =-4 (road case
Maxrav =4'983 load case 2), 4 8 load cap
DEFL
Vert(LL)
Vert TL).
Horz(TL
--1
N
2-10-5
in (Ioc) l/d fl Ud PLATES GRIP
_0.26 11-13 >999 240 1 T20 197/144
-0.39 11-13 >920 ISO
0.09 9 ref n/a
eight 326 Ib
BRACING
TJX HR D
E T H RD
Structural 'mood sheathing directly applied or 4-7-12 oc purlins,
except end verticals.
Rigid coiling directly applied or 10-0-0 oc bracing,
FORCES (Ib) - maximum Compression/Maximum Tension
TOPH R D 1-2=0/17112-3=-8097/80113-4=-8036/86714-5;---8346/9697
- = /171 x - =- 097/801, -4= -8036/86 7, 4- _-8346/965-6=-6862/80116-7=-68671803, 7-8;---2969/336, �+��1 {y9`y F f'4
-9=-450 61491
BOT H RD -1 5t:=-754/6782, 14-15=-754/6782, 13-14=-77/855, 1 -1 =- 71 /8342 1 -
-10--6, 311 ,� 1 -11=- 9 1,
WEBS 3-15=-3000194p 3-14---168/528, 4-14=7.-180,221 - -
9 �-� - 1 �'� 1 ,-7/1 -11==1 �9��1 � -11�=-9�.�1 ,
7-11 �L /5 18, -10=-2100/275, -18=-454�1� 1
NOTES
1 ) 2 -ply truss to be connected together wfth o.1 1 " " Nails as f o I fe' s -.
Top chords connected as follows: 2 X 4- 1 row at 0-9-0 cc.
Bottom
chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 roar at 0-9-0 oc.
) All loads are conrdered equally applied to all plies, except if noted as fret F ,
Ply connections have been provided to ditribu � � �r bee �� face �r� �� LOAD ��� section. �l t�
to only loads acted as F) or (B), unless otherwise indicated,
8 `' Ind: ASCE 7- ; 9r� ph h= 5ft; T [)L-_4, p f; B DL==4. p t, Category 11; E .
D L-1 � 8 pl ate g rip D OL -1.83. a enclosed; MW FR interior zone; Lumber
4) TOLL: ASCE 7-98; Pf�. 5l0 Pf (flat roof naw)+ E Fully p.
Unbalanced now loads have been �
considered'for rr tl�i � ; design.
This truss has been designed for greater of miry roof five load of 17.0f 2.88 times
non-concurr nt with o�th r I i s loads, p or eMat roof lead of psf on overhangs
Provide adequate drainage to prevent water ponding,
This truss has been designed for a 10, 0 p f bottom chord I ive load nonconcurren
t with any other dire loads.
Refer to girder(s) for truss to truss connections.
1 0) Provide mechanical connection (by others) of truss o bearing lafeF
joint a allf withstanding Ib uplift tri end Cb uplift at
1 ) This true is dePned in accordance with the 003 International ational Hesidenfial Code sections R502.11,1 and R802.10.2 and
referenced standard ANSITTIDI 1,
���RUL?d r i g -i n span r; s) : B-0-0from B-0-0 to . 0 -4-0
Job
Truss
Truss Tarp
Q6556 E15 ROOF TIS USS
.l ,
STOCK COMPONENTS -IF, Idaho Falls, 1 83403, Rcbib n
t I PlY REX./HIDDE LLEYL T1 /11= /EJ(][ )
2!Job Reference o t[gngl _
6.200 s Feb 11 2005 M Tek Industries, In c. Tue Nov 29 13,3 1:18 2005 Page
DOTES
1 ) Hanger(s) or offer connection device(s) Miall be provided sufficient to support concentrated load(s) 1546 1b down and 155 Ib up at
design/selection of such connection device(s) is the responsiblillty of others.
LOAD CASE(S) Slandard
1) Snow: Lumber Increase=1.1 , Plate Increase=1.1
Uniform Load (plf )
'pert; 1 -4= -8 6, 4-7= -, 7- 8--8 6, -14---1 61 -1 4=-1 (F=-147)
Concentrated Loads (lb)
Vert: 14=7-1 1(F
-0-0 on bottom chord. The
06556
Truss
�E
Truss Type
T1 � �T-� �, ����,� SII, ID SOC3403, Robin
ROOF TRUSS
Qty PI l E ./HIDDENV LLE 'L T15/11- r'FJ(ID)Irl l
1
1 1
Job Reference 4qLfionallL,
X6.200 s Feb 11 2005 'IiTe Industries, Inc. Tue Nov 13:31.1 ~ 0 - 0 Page 1
66-
3A
3x6=
1.5A11
1
2
3
4
3x4
E7
y4�
--14
5caie = 1:50.3'
i
--1
Plate Offsets ,` )-,
LOADING (psf)
in (Ioe)
I/d fl
L/d
Vert(LL)
TLL
.0
240
SPACING
- �-�
>999
F��f I�=. ��
Ho rz (T L)
Plates Increase
1.1,E
n/a
YDL
.�
Lumber Increase
1,15
ALL
y
Rep Stress Jr�cr
E
BL
8.0
Code fR 00 /TF1 00
LUMBER
TOP CHORD
2 X 4
SPF 1F 1,5E
BOT H RD
2 X 4
SPF 165OF 1.5E
EBS
2 X 4
SPF 1 5 F 1.5E *Except*
4 SPF Stud/Std, W3 2 X 4
SPF Stud/Std
4 SPF Stud/Std
REACTIONS (1b/ ize) 12=1532/Mechanical, -1532/0- -8
Max Upliftl =-1 (load case ), =-1 47(load case
1
TC 0.71
BC 0.38
E 0.75
(Mat ri ).
DEFL
in (Ioe)
I/d fl
L/d
Vert(LL)
-0,13 10
>999
240
'rt(TL)
-0.25 10-11
>999
180
Ho rz (T L)
0.04 7
n/a
n/a
BRAIN
TOPCHORD
BOT CHORD
WEBS
-4-0
PLATES
'lT.
Weight: 142 Id
GRIP
197144
7
4A 11
Structural wood sheathing directly applied or 4-3-4 oc purlins, except
end verticals,
Rigid coiling dfrectly applied or 10-0-0 oc bracing,
1 Row at midpt 1-12f -7
FORCES (1b) Maximum ompre sion/Ma imurn Tension
T P HOFSD 1-1 =-1 a{1771 1- =-1585.1 , - —20741 , -4=-2074/19 4-5=-2074/1 - ;--- - _-
1465/177
CHORD 11,1 ---6/621 10-11--152/158:5,9-10==;-152/1585,8-9;---15,211585,7-8=-6/62
WEBS 1-11=----184/1918, 2-11--1056/192, 2-10=-590'617, 4-10=-- /14 , 5'10 _-59/61 , -8,-1056/1 6- ;---184.1 18
NOTES
1) Wind, ASCE 7-98; 0m ph; h= ft; TCD L=4T p f a B D L=4+8p f a Category 11; Exp ; enclosed; MWFRS interior zone; Lumber
L=1,33 P I ate gri p D L= 1 .33.
T LL. ASCE7-98,Pf=35.0 psf (flat roof now); Exp Fully Exp.; L= 45-0-0
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord lire load nonconeurr nt with any other 11ve loads.
5) Refer to irdr(s) for trtis� to truss connections.
Provide mechanical connection (byothers) of truss to bearinglate capable of i '
p � withstanding � � I� uplift �t joint 1 and 14 l� �p11ff �t
joint 7.
This truss 1s designed in accordance with the 2003 International Residential Code sections R502.11 .1 and 8802.10. and f
standardANSI/TPI 1.referenced
���d
LOA[) CASE(S) Standard
Jot) I Truss.
Truss Type
STOCK COMPONENTS -IF, Idaho Falls, ID 83408, Robin
ARE
ROOFTRUSS
6-fl-3
11-10-10
3x4 =
17-9-1
3x4
6-0-3
5-10-7
3
5-10-7
5
Qty Ply f E .�'HIDDE I LLE 'L T15'11- ,-EJ(ID)H
1
1:
6.200 s Feb 11 200 M ITeIIndustrie , Inc.
6x =
4x4 =
3x4 =
1.5 4 11
3x4
1
2
3
4
5
'i 19
Tue Nov 29 1.3,31;20 2005 Page 1
--
f 'S
R�
Scale = 1;50,9
14 1d 12 11 10 9
3x4 11 6x6 = 4x8 r 45 _ 3x4 = 4x5
3A II
-0-3 5-10-7
1,.,OADI
=1 -
1.,OADI (psf)
TOLL 35.0
(hoof ro = . )
TCDD. 8.0
BOLL 0.0
BCDL 8.0
SPACING - -
Plates Increase 1.1
Lumber increase 1,1
Rep Stress I n r YES
Code I R G 0017 F 12002
1
TG 0.63
BC 0,34
WB 0.78
a.tri
LUMBER
in floc)
I/detl
L/d
TOP CHORD
2 X
4
OF 240OF 2,OE
BOT CHORD
2 X
4
SPF 165OF 1.5E
WEBS
2 X
4
SPF 1650F 1,5E *Except*
8
2
x 4 PFtud/Std} '8 2 X 4 SPF Sled/Std
W3
X 4 SPF Stud/Std, 4 P Stud/Std, Wks X 6 DF o.
S
2
A SPF Stud/Std
REACTIONS Ob/size) 14=1528/Mechanical, 8=1528/0-5-8
Hort 14=-1 090oad case )
Max U lift14=-1 (load case ), 8=- (lo d case )
lax Gray 14=1 88(iaad case ), 8=1 [bad case 1
-1-
DEFL
in floc)
I/detl
L/d
Vert(LL)
-0.11 12
>999
240
Vert(TL)
-0,1811-12
>999
180
H orz(T L)
0.05 a
n/a
n/a
BRAIN
TOPCHORD
BOTCHORD
WEBS
PLATES
MT20
Weight: 169 Ib
GRIP
197/144
Structural wood sheathilng directly applied or 5-7-12 oc purlins,
except end v rti als.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row a1 midpt 1-145 2-1315-1
FORCES Ih1 - Maximum Compressionl a irnmum Tension
TOP CHORD -1-14=-1774/17611-2=-1290/1101 - =-18'81 /166, -4;--=1881 /1 , 4- =-1881/1 6, - =-1865/17 , -7=-1488.1 a
7-=-1469/118
BOT CHORD 18-14=-Jf11 00 12-13=-40/129-0, 11-1 =-99./1 1, 10-11 =-59/11 T -1 0=-59/1195, 8-9=-25/190
WEBS B, 1-18=-167x'1944, 2-13=-1 396/1 , 2-12--86/915, , 4-1 =-628/11 , 5-12=-98/32P 6-11 �-720/107 6-11=-67/1051
6-9=470/851 7-9;---5411288
NOTE'S
1).Wind-. ASCE 7-98; 0r1 Lph; h= ft; T DL'4.8psf; B DL;--4.8psf Category [I; Exp enclosed;I "FFA interior Onaa L�urnl� r
�L=1.0 plate grid f��L=� 1 _,
T 'LL_ ASCE 7-9B; F'f=05.0 psf (flat reef snow); Exp ; Fully Exp.; L= 45-0-0
8) Unbalanced snow lends have been considered for this design,
4) Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10,0 psf bottom chord live load noncon urrent with any other live loads.
6 Refer to girder(s) for truss to true connections.
7) Provide mechanical connection (by others) of truss to hearing plate capable of ithstandin 158 [b upMl[ft at joint 14 and 83 lb uplift at
joint 8. p
8) This truss is designed in accordance with the 2003 International FR s [den t ial Cede sections R502A 1.1 and R802.10.2 and referenced
standard ANSVTPJ 1.
LOAD CASE(S) Standard
X)
4
Job
Truss I Trus
s Type
ROOF TRUSS 1
,NOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
--1 14-0-0
17-8-14
CD
--1
".061 A
6€10 -_
4
Ply .SEX./HIDDENV LLE L T1 5il1- /EJ(ID)H
1
Job Reference (op ton1)
6.200 s Feb 11 2F05 MiTek Industries, In . RTue Nov 29 13:31:21 2005 Page 1
-8.14
3 4 5
25-9-2 30-4-0 �
4--
W ; A
Scale _ 1,5D.6
7-2-13
- I' 1U `d
I.Sx4 IRYR0X'4 X0
Plate Offsets MY 1 ;0- -0, Ed . �, [ -0-5--l'
2a0-1-
TIL 35.0
(Root now= . )
T D L. 8.
BLt_ 0.0
BL 8.0
SPACING -0-0
Plales]ncrease 1.15
Lumber Increase 1.15
Rep Stress Ince YE
Code IRC2003rTPI2002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1,5E *Except*
T -i 2 X 4 SPF 21OF 1.8E
BOT CHORD 2X 4 SPF 1 5OF 1.5E
'REBS 2 X 4 SPF Stud? td
14-0-0
SPACING
4 -0 -
1
TC 0.99
FSC 0.85
B 0.64
(Matrix)
REACTIONS (lb/size) 1;7-1533/Mechanical, 8 =1533/0- -
Max Herz 1-211 (101 case )
Max Uplifti=- (load case , =- (load case )
ax G rav 1 =2 087 (Ic ad case , 8=1 1 ( load case )
EFL
Vert(LL)
Vert(TIL)
Fiorz(TL)
1n
-0.20
-0.,
0.10
8
3x8 _
0-4-0
8-10-5
L
10 -
LO
co
I/d fI
Ud
FOLATES
GR1P
>999
240
! MT20
197./144
>999 180
ni'a n/a
Weight: 143 1b
BRAIN
T P H R D Structural wood sheathing directly applied or 2-6-7 oc pu r l i res, except
and verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Raw at midpt -115 4-11, 4-9,q -
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3448/143, 2-3---2386/133, -4=-1854.153, 4-5;-_-1 329111 , - -_1110 1 6-7=-236/54,
B T CHORD 1-1 2=-211/2774111-12---211/27741 10-11 =-1 0511r01, -10=-1 05/1701, - =-30/1208
"WEBS EELS -1 =0/ 5F -11=-108-9/1583 -11-0/488' 4-1 1=-303/348P 4- �-878/147, 5-9=-5/463r 6-9=-64/5825 6-8=-1 84 / 8
NOTES
1) Wired: ASCE 7-!9!8; 0mph; h= ft; T DL = . p f: DL=4. p f, Category 11: Exp C'- enclosed: N4WFRS interior rle; Lumber
DOL=1.33 plate grip DOL; --1.33.
TOLL. ASCE 7-98, Pf=:35.0 p f (flat roof nova), Exp r Fully Exp.
0) Unbalanced snow loads have been considered for thfs cle I n,
4) Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p f bottom h argil live load n a nco ncu rre nt with any other live roads
The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection:
1.
Refer torrdnar( ) for truss to truss connoctions.
Provide mechanical corms tlon (by others) of truss to bearing plate capableof withstanding 6 Ib uplift at joint 1 and 59 Ib uplift at
joint 8.
0) This true is designed -in accordance with the 2883 International Residential Code sections R502.1 and R802, 10.2 and referenced
standard ANSI/TPI 1,
LOAD CASE(S) Standard
mo
06556
I Blas
;E
i u UU FU I f -I F, Idaho Falls, I D 83403, Robjr-
� 5-i-11
1
-7-11
Truss Type Qty
R00FTRU55 1
--
.1!
--
5X6
;--
Ply I REX.INID'DENVALLEYLQT15/11-231EJ([DjH
Job R—L— eferenceo Von -al)
6.200 s Feb. 11 2005 MiT .k Industries, Inc. Tue Nov 29 13:31 -.22 2005 Page 1
6x6
4 5
4-9-
--
--1 4
sale = 1:50,6
I
1
Pante offset. my),
.LOADING (pf)
TCL. 35.0
(Roof now .G)
TCL 8.
BOLL _g
DL 8.0
LUMBER
TOS' CHORD
BOT CHORD
VJ E B
4x4_ 4 B 3x4 _ 3x4 45 = 3x4 : f
--1
--1
1:g-1-14,Edq
SPACING 2-0-0
Plats Increase 1.1
Lumber Increase 1.1
ReP Stress I ncr YE
Code IRC2003/-FP12002
4 DIF 240OF 2,OE
4 SPF 165OF 1.5E
4 P F Stud/Std * Except*
9 2 X 4 SPF 165OF 1. E
REACTIONS (ib/size) 1=1 /1VIec Tani al, =1533/0-5-
Max Hort 1 -(load case
Max PIitt1=- (load cls ), 8=-70load case 8
Max Grav 1-201 (fond case ), =1 4 (load case
16-0-0
24-9-2
1
DEFL
in
(Ioc)
I/def l
Lid
T �4Vert(LL)
-0.1
1-13
>999
240
BG 0.65
Vert(TL)
-0*
1-13
>999
180
WB 0.78
H r TL)
0,08
8
n/a
n
(Matrix)
BRACING
TOPCHORD
BOT MOR D
WEEDS
Ci WAVi17
--14
PLATES
MT20
Weight: 160 Ib
GRIP
197/144
Structural wood sheathing directly applied or 3-11-5 oc purlins,
except end e reals.
Rigid celling directl pplied or 10-0-0 oc bracing.
1 Raw at rnid t 3-12, 5-12, -1 0
FORCES (ib) - Maximurri Compress[on/Maxi murn Tension
TOP H R D 1-2=+3322/171, - =-2904/17 t - =-1858/1 4, 4-5=-1 x-59/1 - =- -
ET HF�I� 1-13;---245127461 12-13=-147,120911 1 -10-11=-26/120019-10=-3311217a
a 14��'144, -�-�-1 ��, �-.�=r 1 1 �
1 1 - --26/1200, 10-11=T /1 00, -10 -33. 121 a 8-9=-1 1/94
WEBS 2-13=-623o/13713-13--31/6913 3 -12= -1013/15614 -12= -29/38015 -12= -156/714,5-10=-204/17716-10--z-150/3491
6-9=-572/7517-9=-35/1295
NOTES
1) Wind: ASCE 7-98; 90rnph; he ft; T DL=4. psf; BC L=4. p f; Category I1'; Exp" enclosed; M'WFRS ire a�r zone; LumberDOL=1.33 plate grip DL= 1..
tr�
T LL: ASCE 7-98, Pt=35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced .snow loads have been considered for this design.
4) Provide adequate drainage to prevent Fater pondIng.
This true has been designed for a 10.0 p f bottom chord Ii e Io d nonCo ncurrent with any other
I ive Peds.
Fete r to girder(s) for truss to truss conn ti ori
7) Prov 1d me h nical ccnne tion (by oth rs) of truss to b earif ng plate napable cifiths-tannin Ike u lift at
joInt
� E ��Gnt 1 and �� Ib u�li(l �f
.
This truss is designed in accordance with the 2093 International Residential Code sections R502.1 1,1 aind
R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
I
LO
I
Job Truss Truss Type oty-
06556 ! E6 FB F TRUSS 3
STOCK M P N E NTS- I F, int ho Falls, ID 33408, Hobin
11-11-12
--
46
5
Ply R EXr�'H I DUDE NV LLE 'L T15/11- /E,1(I D)H
'I
Job Referent (optional)
6.200 s Feb 11 2005 f iTek Industries Inc. Tue Nov 13.31 Page 1
23-10-11
30-4-0
Plate Offsets (Xa.
LOADING (psf)
TL.L .35.0
(Roof nowT3 .0)
TDL 8.0
BOLL 0.0
ECRL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
46 -_
7-1 -
1:0-1 -}Fd --rE � .Ed _0--
I SPACING 2-0-0
Plates Increase 1.18
Lumber Increase 1.1
Rep Stress Incr YES
Code IR02003/TP12002
1-8-14
9-10-9
6-2
10-
1
TG 0.85
BC 0.67
WB .
72
(Matrix)
X 4 DF 240OF 2,OE
SPF 165OF 1.5E
4 SPF Stud/Std *Except}
4 2 X 4 SPF 18 OF1.8E,W8 2 X 4 SPF1 OF 1,5E
REACTIONS (Ib/size) 1=1533/Mechanical, 8=1533/0- -
Max H o rz 1-- (load case )
Max UpCift1 - (Ic d case 7), =- 8(Icad case )
Max Grav 1=1 34(Ic d case ), 8;--1 road case
S
1
x4 4x5
[TEFL
in
(Ioc)
I/defi
Ud
Vert(LL)
-8-1
11-12
>999
248
Vert(TL)
-0.4511-12
810
188
Hor (TL)
0.08
8
n/a
n/a
BRACING
TOP HILA
E T HORD
WEFTS
-4-
--
PLATES
I IT 0
Weight: 1 lb
4A V
GRIP
197/144
Scale = 1 ;53:13
Structural wood sheathing directly applied or 3-10-7 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-8 oc bracing.
1 Row at mldpt 4-11,6-11
.FORCES (lb) - Maximum Compression/ imam Tension
TOP CHORD 1-2;---31!95/168,2-3=7-2849/186,3-4=-2499/211,-5=-1468/158P5-6--1422/17236-7=-1530/107,,7-8=-1568/105
POT CHORD 1-12=-249/2581 2581, 1 1-1 =r 151118 0, 10-11---47/116819-10
::=-47/1168,8-9=- '1
WEBS -1 =-688/1 , 4-12=;;-63/930, -11=-1153/1 S1, -11=-69/832} -11=-408/261, 6-9=-457/77,, 7-9==;-48/1200
NOTES
1 . Wind: d: ASCE 7-98, 0r'nph Ji- fit; T E)l-� T psf; BGDL .4. p f; Category ll; Exp ;enclosed; MWFRS interior zone; Lumber
E)0 = 1, 33 ;plate grip DOL=1.33.
TOLL: ASCE 7-98; Pf=35,0 psf (flat roof snow), EXP ; Fully Exp.
Unbalanced snow Ices have been considered for this design.
) TNS truss has been designed for a 10.0 P f. bottom Chord live load nonco Curr nt with any ether live loads,
8) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofithst ndin Ib uplift at `cult 1 and Ib
Joint 8. p uplift at
7) This Buss is designed in accordance with the 2083 International Residential Code sections 8802,11.1 and 8802.1 0,2 and
referenCSd
standard S[ TPI 1
LOAD E() Standard
Job Truss Truss Type Q
ty
Q6556 E7 ROOF TRUSS 2
�. t
STOCK PONENT -IF, Idaho Falls, IL) 812-403, Robfn
11-1-14
5-4-2
-4-
Ply I REX.INIDDENVALLEYLOT15f11-231EJ(ID)H
Job Refelpacec tignal)
6,200 s Feb 11 2005 M!T k Jndu trie , InG-.
Te Noir 29 13;3124 20015 Fuge 1
17-8-1 _ 23-9-3 30-4-0
1-2-14
3x4 11 6
*
062
-,1
-4-
--
Scale: = 1 :54.7
5X1 0
—,
15
I _U4 11
Plate Offsets (X,Y): [1:0-1-14 Ed .,�4T i
14 1
6x 1 _ 2x4 [
-4-'
'111:0-6-0,0-3-11], [1 :0- -0 Edge
LOADING (psi)
in
(Inc)
TCLL
35.Q
SPACING
2-0-0
(Roof
Snflw=35.Oj
Plates Increase
� .� 5
�-Gp�
$ �
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
YES
BCDL
8,0 i
bode IRG2003(TP12042
LUBlE
TOP CHORD
BOT CHORD
r
TC 0.77
BC 0.82
B 0.91
(Matrix)
X 4 SPF 165OF 1.5E
4 BPF 165OF 1.5E *Except*
B2 2 X 4 SP.F StudlStd
4 SPF tud/Std *Except*
4 SPF 18OF 1.IL, W7 2 X 4 SPF 1 .OF 1.5E
WEDGE
f -Ight: 2 X 4 SPF Stud/Std
REACTIONS(Ibrl i e) 1=;--1521 /Mchanical, 8-1735/0-5-8
[fax H orz 1 �23 7(load case )
Max Upliftl=- (load case 7), �-159 (load case
Max Gray 1=1 (load case ), 1 942(1'o ad case )
4--1
-0-1
[TEFL
in
(Inc)
I/def I
Ud
Vert(LL)
-0.46
10-11
>
240
Vert(TL)
-0.77
10-11
>468
180
Hor (TL)
0.63
8
n/a
n/a.
BRACING
TOP H R
BOT H 1
WEB
PLATES R I P
MT20 197/144
Weight: 140 Ib
Structural wood sheathing directly applied or 2-2-10 oc purlins,
Rigid ceiling directly applied or 10-0-0 oc bracing,
1 Row at imlpt 4-14
FORCES (Ike) - Maximum imum mpr s ion,'Maxi -r-um Tension
TOIL CHORD 1-2=-3239/170, 2-3=-2405/142F 3-4--2083/1661 4-5±:=-3441/24115-6=-3282/280,-7=- 7-8=-5069/20411 55
BOT CHORD 1-15;---236/26201 14-15=-236/26201 13-14=0/1 5112-13;:;;0/86* 5-12=-4221/2341 11-12=-63/25641 64, 1 -11=-155/43 9
-1 0m- 124/4414
WEBS 2-15-0/212t 2-14.=-834/118, 4-14�-1437/1 , 12-14=-20,0/27331 4-12=0/1 057, 6-12=1 81 /1 1 9p -11=-34/258
r
7-11 =-1 050/1 8, -10=0/246
DOTE
1) Wind: ABC. 7-98; 0m,ph; h- ft; T ESL=4. p f; L=4. p f; Category llt Epp ; enclos dt MWFRS interior zone, Lumber
DOL -1.33 plate Op DOL; --1.33. a
T LL: ASCE 7-98; P f=. 0 psf (flat roof snow), Exp Q Ful[y E
Unbalanced now loads have b �
��1 considered for t�iJ� design,
4) This truss has been designed for greater of rain roof live load of 1740 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
This truss: has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other Iii
e loads.
Refer to girder(s) for truss to truss connectlom
Bearl n g at joints) 8ns� tiers parallel to grain value usjng ANS 1,7P1 1 angle torale formol . BuIIdIn design
capacity of bearing surface.
� �r h�uld ��r�f
Provide mechanical connection (by others) of true to bearing plate capable of withstanding 99 Ib uplift at joint 1 and 159 IIS uplift at
joint 8, �'
Thrs truss is desfgned in accordance with the 2003 International J estdentlaf Code s ctlons R502.11 .1 and 9802.10,2 and referent
ed
standard ANSIITPI1.
LOAD! CASE(S) Standard
o.
6
W.
co
Job
Q6556
STOCK
Truss
W
COMPONENTS -IF, Idaho Falls, ID 83403, Robin
Truss Typo
ROOFTRUSS
Qty
1
Ply
FBF 1HIDDE I , LLE L T15'11-22/EJ ln)H
1 11
_J i,Job ional
6,200 s Feb 11 2005 MiTek Industries, Inc.
Tue Nov 29 13,31 -25 2005 Page 1
- -
6-3-4 12-0-1 17-8-14 19-8-0 t _24-8-13 0- - -4-�
Ld
--4 --1 R-1 1-11-2 5-0-1 -- --
Gale = 1:52.8
6$
5
5x12 �
9-1-10
Edged Edpe], [1 1.0-6-0,0--i 1
17-8-14 19-8-0 24-8-13 0-4-
LOADING
(pst)
I/defl
d
Vert(LL)
T LL
>605
SPACING
-0-0
CSI
_ .0
(Roof Snow. --.35.0)
Plates Increase
1.1
T 0.93
Tit,
8,0
Lumbo' Increase
1.15
BC 0,83
ALL
�.�
p tress Ir�r
E
'B 0.93
L L
.0
Godo I1� 00 ,fTP1 00
� tri
LUMBER
TOP CHORD 2 X 4
SPF 10:F 1.5E *Except*
T1 2
X 4 SPF 21 OOF 1.8E
BOT CHORE) 2 X 4
SPF 165OF 165O1,6E *Except'
E 1 2
X 4 SPF 2100F 1.8E
WEBS
2 X 4
SPF Stud/Std *Except*
W4 2
X 4 SPF 165OF 1.E, W6 2
X 4 SPF
1650F 1.5E
ECCE
Left; 2 X 4
SIF StudYStdi Right, 2 X 4 SPF 'Stud/Std
REACTIONS (Ib/size) 8.-z1729/0-5-6, 1=1516/0-5-8
Max
=1 1 /0 -5 -
Max Horz 1=2 O(lcad case )
Max Uplift= -1 8(load case 8), 1= -(load case 7)
Max Graf 8=19 load case )r 1=1921(load case
[TEFL
in (lac)
I/defl
d
Vert(LL)
-0.59 12-14
>605
40
Vert(TL)
-1,06 12-14
>339
186
Horz(TL)
0.87 8
n/a
n/a
BRACING
TOP H RD
BOT CHORD
WEBS
--
P LATE
MM2
MT2 H
Weight; 11 [b
Structural wood sheath[ng directly applied.
Rigld ceiling d1rectly applied or 10-0-0 cc bracing.
1 Row at m idpt 4-1
FORCES (fb) - I Ia -Imurr Compress '[on/Maxi m urn T ns[ n
TOP CHORD 1-2;---6342 495, 2-3'-5377/3511 3-4;---5179/377, 4-5=-3009/1935 5-6=-2812/214; 6-7=-4264/231 P 7-8--5033/211
-=/1 55
ESOT CHORD 1-14---549 */5534t 1 -1 T-321/41 7, 12-13.-z-307/4195, 11-12=-9713761 a 10-11=-138/4387, -1 ,-137/4380
WEBS 2-14=-765/202, 4-14---3419045 4-12---15691246; 5-12=-1 1712434P -6-12=-2486/69 t 6.1 1=-,56/2562i 7-11;---992/164,
7-10=0/108
NOTES
1) inn: ASCE 7-98; 0rnph; h= ; T DLA . p .f; E L;-_4. ps.f; Category I]; Exp ; enclosed; M FRS interior zone; Lumber
E)L-1,33 plata grip [ACL=1.33.
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ,- Pally Exp.
Unbalanced snow loads have been considered for this desIgn.
4) This true has been designed for greater of min roof We load of 17.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads,
This truss has been designed for a 10.0 psf bottom chord lire load nonconcurrerpt with any other live loads.
All plates are MT20 plates unless otherwise indicated.
7) Bear[ n g at joint(s)) 8, 1 considers parallel to grain value using ANSI/ -TPJ 1 angle to grain formula. Building designer should verIfy
capacity of bearIng surface.
Provide mechanical connection (by others) of truss to bearing plate capable of w1thstanding 158 lb uplift at joint 8 and 98 f d uplift at
joint 1.
This true is designed in accordance with the 2003 International Residential Gude sectlons R502.1 1.1 and R802.10.2 and referenced
standardANSI/TPI 1.
LOAD CASE(S) Standard
RIP
1971144
1481108
'+
C6
ti
C6
b Trust : True Te Oty
Plyl E. . HlDDENV LLE L T15111- /E,..I(ID)H
E9 ROOF TRUSS 1
1;
T � �fT�l �� I�d�h Falls, ! � Robin�� � �bin
F eference optional
.Feb 11 2005 MiTek Industries, Inc,Tue Nov 29 1 -.1; Pa1
--_0
--
--4
--4
5--1
5-8-13
N
jos
5-0-1
-7- -_
cap e _ .
u.F l t Offsets 1 , s0-4-0, Ed g:0-4-0,Ed e 1 :0- -O --11
LOADING (psf)
TOLL 35,0
Roof now= 5.g)
TCL 8.0
B L.L 0.0
BL 8,0
FTI -0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Ivor YES
Cede IRC2003 TP1 0g
1--14
--
GSI
TC 0.89
BC 0.97
B 0.93
(Matrix)
LUMBER
in
Io)
I defi
TOP CHORD
2 X
4
SPF 1650E 1.5E *Except*
>578
T1
2
X 4 SPF 21OOF 1.8E
POT CHORD
2 X
4
SPF 1 5OF 1.5E
WEBS
2 X
4
SPF Stud/Std *Except*
4
2
X 4 SPF 1 5O F 1.5E, W6 2 X 4 SPF 1650E 1-5E
'ECCE
Left; 2 X 4 BPF Stud/Std, dight: 2 X 4 SPF tud/S.td
REACTIONS (lb/size), 9=1 /0-5-85 =:;::l 722/0-5-8
Max Harz -- 57(load case
Max Uplift =- 15 8(load case ), --1 5(load case )
Max Gray 9=1 8(load case ), - 8(ioa case )
DEFL
in
Io)
I defi
Ud
Vert(LL)
-.0.621
-15
>578
240
Vert(TL)
-1-1013-15
>327
180
Har TL)
0.8
n/a.
n1a
BRACING
TOP CHORD
BOT H R D
WEBS
0-4-0
--
N
PLATES GRIP
MT20 197/144
m -r H 148/108
Weight: 120 lb
Structural Wood sheathing directly applied or 2-2-0 cc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
--0 oc bracing. -15.
1 Flow at m idpt -1
FORCES (1d) - Maxirnum Compression/Maximum Tension
T P H RD 1-2=01155, 2-3=-6152/428, 2/428, -4=-52301305,4-5=-5038/32715-6=-2976/18216-7=-2791/202t-8=-4231X21
,
8-9=-5003/1955 -1 0=0/155
BOT CHORD 2-15--480'5336,14-15=-29714097,13-14=-282/4126, 12-13=-81/3730, 11--1 = 1 4/4 0 -11=-123/4354
EBS -15=-705/17 P 5-15--2/81 C, 5-13=-1 530 `233,. -1 --108/241 , 7-13=-2483160, 7-112--44/25391 8-12=-992/164t
8-11 =011 99
NOTE
1) Find: ASCE 7-9-8; mph; h= 5ft; T DL=4,8psf ECRL=4, psft category 11; Exp ; enclosed; MWFRS interior zone; Lumber
DO L= 1 .33 plate grip DOL=1.33,
TCLL: ASCE 7-98; Pf - 5.0 psf flat roof now); Exp C, Fully Exp.
Unbalanced snow loads have been considered for this design,
4) This trials has been dal ned for greater of min roof live load of 17.0 p t or 2.00 times flat roof lead of 35.0 psf Ori overhang
non-ccncurrent with other live loads.
5) Th i s tru ss h as been d sig ned fay r a 10.0 psf tette m c Igo rd live load non co n u rrent w1th any other live loads.
All plates are MT20 plates unless otherwise indicated.
7) E3earing at joint(s) 9, 2 considers paraN ll to grain value using ANSI/TPI 1
angle to grain formula, Building designer sh� u Id verify
capacity of bearing surface,
Provide mechanical cone tion (by ethers) of truss to b aring plate capable of with tard[ng 15B Ilb uplift at joint 9 and 185 lb uplift at
joint 2.
g) This truss is designed in accordance with the 2003 International Re ideretial Code sections R502.1 1.1 and R802.10.2
and referenced
standard ANS IITE 11.
LLQ GASES) Standard
Co
i Job
Truss
Truss Type.
a
06556 F1
STOCK COMPONENTS -IF, ilda o Fall , l D 83403, Robin
Ln
t
-2.0-0 --
-0_
--
fF TFC DSS
-8-1
4
HE/HIDDEN LLE L T1 11- /EJ([D)H
Job Refe rent 0 tional)
6.200 s Feb 11 2005 MiTek industries, Inc- Tue Nov 29 13:31-27 2005 Page I
20-8-7
6-8
-
--1
-1 1-
-11-
-- --0
Scale= 1_51,0
7-2-9
-
7-2-9
7--
Pla
Fiat Offsets (, `): " :0--O,Edge
LOADING (psf)
TLL 35.3
Roof no- =85.0)
TDL 8.0
BOLL 0.0
BIL 8.0
LUMBER
TOPCHORD
POT CHORD
FB
13-11-8 0--
--1 --1
: 0-2-0 T Eda
SPACING -0-0
CS1
DEFL
In (loc)
l',/d fI
Ud
Folates Increase 1.1
T 0.93
Vert(LL)
0.1 8=8
9
240
Lumber Increase 1.15
BC 0.47
Vert(TL)
-0.21 -8
>999
180
Rep Stress I ncr YES
WB 0.49
Hort (TL)
0.09 6
n/a
n 1
Code [RC2003,1TP12002
(Matrix)
REACTIONS (Ib/size) 2;--1598/0-15-8p 6==1598/0-5-8
Max Horz 2=204(load case
Max Uplift =-17 (load case ), 8;;---1 . (.Ioad case 8)
Max Gray 2=1 7(loa 1 case ), 6=1 (load case )
BRACING
TOP HORDE
E T H RD
EE
FORCES frig) - Max1murn Compress !on/Maxi! mum Tension
TOP CHORD 1-2=0/1621 2-3=-2492/109P -4=-1528/.141, 4-5=-15281141, 5-6;---2492/11026-7-0/162
BOT H BD -11=-88/1 9351 1 a-1 1=-88/1 935, 9 -10=-7/1 935, 8- =-7/1 93 5, 6-&=-7/1935
WEBS -11=0/266, -10=-10 8/127, 4-10=-21/81 71 -10=-1 Oa 8/127, -8-0/266
-,11-
PLATES
I'T0
IVT 1 SH
Weight: 11 fb
GRIP
1 97144
1971144
Structural wood sh eathin g directly appi led or -1- 0 oc purlins,
Rigid ceiling directly applied or 10-0-0, o bracing.
1 Row at m idpt 3-10, -1
MOTES
1) Wind: ASCE 7-98; 0rnph; he ft; T I L=4. pSf; E3C L=4. p f; Category II; Exp i enclosed; MWFRS interior zone; Lumber
[SOL=1.3 plate Or1p IDOL=1..38.
2.) T LL. ASCE 7-98; Pf-05.0 p f (flat roof snow),, Exp , Fully Exp.
Unbalanced d snow loads have been considered for this design.
This truss has been designed for greater cif ruin roof live load of 17.0 p f or 2.00 times flat roof load of 35.0 p f on overh an S
non -concurrent with other live lads.
This truss has been designed for a 10.0 p f bottorn chord lire load noncancurr nt with any otter live to d .
0) All plates are MT20 plates unless otherwise indicated.
Provide res h art icaf connection (by others) of truss to bearing plate capable of withstanding 172 Iii uplift at joint 2 and 172 Ib uplift at
joint . p
8.) This truss rs designed in accordance with th ,2003 International Residential Code sections R502.1 1,1 and R802.10.2 and referenced
standard AN ITTP f 1.
LOAD CASE(S) Standard
X 4
SPF
1650E 1.5E
4
SPF
165OF 1.5E
SPF
Stud/Std
REACTIONS (Ib/size) 2;--1598/0-15-8p 6==1598/0-5-8
Max Horz 2=204(load case
Max Uplift =-17 (load case ), 8;;---1 . (.Ioad case 8)
Max Gray 2=1 7(loa 1 case ), 6=1 (load case )
BRACING
TOP HORDE
E T H RD
EE
FORCES frig) - Max1murn Compress !on/Maxi! mum Tension
TOP CHORD 1-2=0/1621 2-3=-2492/109P -4=-1528/.141, 4-5=-15281141, 5-6;---2492/11026-7-0/162
BOT H BD -11=-88/1 9351 1 a-1 1=-88/1 935, 9 -10=-7/1 935, 8- =-7/1 93 5, 6-&=-7/1935
WEBS -11=0/266, -10=-10 8/127, 4-10=-21/81 71 -10=-1 Oa 8/127, -8-0/266
-,11-
PLATES
I'T0
IVT 1 SH
Weight: 11 fb
GRIP
1 97144
1971144
Structural wood sh eathin g directly appi led or -1- 0 oc purlins,
Rigid ceiling directly applied or 10-0-0, o bracing.
1 Row at m idpt 3-10, -1
MOTES
1) Wind: ASCE 7-98; 0rnph; he ft; T I L=4. pSf; E3C L=4. p f; Category II; Exp i enclosed; MWFRS interior zone; Lumber
[SOL=1.3 plate Or1p IDOL=1..38.
2.) T LL. ASCE 7-98; Pf-05.0 p f (flat roof snow),, Exp , Fully Exp.
Unbalanced d snow loads have been considered for this design.
This truss has been designed for greater cif ruin roof live load of 17.0 p f or 2.00 times flat roof load of 35.0 p f on overh an S
non -concurrent with other live lads.
This truss has been designed for a 10.0 p f bottorn chord lire load noncancurr nt with any otter live to d .
0) All plates are MT20 plates unless otherwise indicated.
Provide res h art icaf connection (by others) of truss to bearing plate capable of withstanding 172 Iii uplift at joint 2 and 172 Ib uplift at
joint . p
8.) This truss rs designed in accordance with th ,2003 International Residential Code sections R502.1 1,1 and R802.10.2 and referenced
standard AN ITTP f 1.
LOAD CASE(S) Standard
Job Tru ss Truss Type Qty
86 F1 G, ROOF TRLJSS 1
STOCK 1P+ ENT -IF, Idaho Falls, ID 83403, Robin.
ti
Ply j R E ./I--1 ID ENV LLE L T1 /i 1- /EJ -(J D)W
1
I I Job R eferencue (o pti o ri. a 1)_
6.200 s Feb 11 2005 MiTek Industries,
Inc. Tuo Nov 29 1,3: 1:28 2005 Page 1
--0-0 13-11-8 27-11-0 29-11-0
-0-0 13-11-8 13-11-8 2 --
male ;. 1:51.0
4A
Z13 -
27-11-0 ----•'-i
27-11-0
Ln
Folate Offset, ( , ): [2:0-1 - ,Edge], [16:0-1- ,Edge], t 1 .0- - ,0- - ]s -
LOADING
(pf)
SPACING
2-0-01
DEFL
in
Ioc)
t/d fl
TOLL
35.0
Plates Increase
1.15
TC 0,72
'pert L
-0.12
17
n/r
(Roof Snow=35.0)
Lumber Increase
1.15
BC 0.3,E
Vert TL)
-0.14
17
n/r
TGDL
8.0
Rep Stress In r
NO
WB 0.28
Her (TL)
0.01
16
n/a
BELL
0t 0
Code IRC2003 TP1 0g
(Matrix)
BCDL
8,0
d PLATES GRIP
120 MT20 197/144
0
n/a
Weight: 136 Ifs
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1,5E TOS' H RD Structural wood sheathing directly applied or -0-0 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT H RD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPFStud/Std REBS 1 Row at rnidpt 9-24
REACTIONS (I b/ ize) =390/x°7-11- , 4=17 / 7-1 1-O P =203/27-11-O r =204127-11-0, 7=206/27-11-01 =1 61 7-11-0 , =236x12 7-11-0, 0=78?1 7-11-0,
23 -20,3/27-11 - , 22-2-05127-111-01 1=207127 -11 -01 20-195/27-11 -0, 19-236/27-11 -0, 1 -78127-11-0} 16-389127-11 -0
Ma
-389127-11-
a Harz =4(1oad case ).
Flax UplM2=87 (load ca e ), =- (load case 7), 4 (lo d case 7)y=-40(roadl case 7), 8=- 4(Ioad case 7), =-60(load case 7), 0=-1 load case ),
23=-29(l oad case ), =-4 (load case 8)r. 21=-40(load case 8), = 35(loaol case 8)a 1 9= 0(1oa,d case ), 1 =-1 99 (1 cad case ), 16;--- 10(load case
8)
Max Gray _ 8 (Ioad case ), 4=17 (load cage 1), 5- 0' (lead case ), = 8(load case ), 7= 00(Ioad case ), -. 8 (load case ), = 47(iead case
, 30=10(1 ad case ), =308 (laud case 3), _ (lead ease ), 1=302( lel case ), 0=284 (load case ), 1 =347 ([o ad case ), 1 8=1 0 ( load
case ) 1 =584(1"cad case )
FORCES (lb) - Maximum !compression/Maximum Tension
TOP CHORD 1-2--0/159P 2-3=-179/135, 3-4=-149i'1259 4-5-::;-1 1611 r 5-6=-901123, 6-7=-90/1215 7-8=-90)'1481 8-9=-95/1641
-10=- {1 58, 10-11=..=90/1 t 11-1 2--91183,j 12-13=-88/46$ 1 -14_-90147, 14-15--791551 15-16--1250156, 1 -17= /1 59
E T CHOPD 2-30=-1 711 , 29-30=-1 7/1 F 28-29=-17/1381 27-28=-1 7/1 , - 7�-1 7/138, 25-26;---1 7/1 , 24-25=-1 7/1 T
23-24=-1 711 , 22-23;---1 7/1 , 21-22=-1 7/1 81 20-21 =-1 8/1381 19-20=-1 /1 , 18-19---18/138. 1 -18==18/138
EES -9-24.---146110, 8-25---276/51, 7-26--265/613 6-27=-266/581 5-28=-260J561 4-29=-288/68, 3-30=-1 7 /8 , 10-23-:=-276/481
11-22;---265/63, 1 - 1=-268158F 13-20=-260/571 14-1 =-288/68, 15-18=-1 74 87
TE
1)Wind: ASCE 7-98; 0mph; h= ft T DL=4. p f; P DL=4. p f; Category 11 Exp c;, enclosed; MW,FRS interior zone; Lumber
DOL=1. 3 plate grip DOL --1.33.
Truss d sig n ed for wi nd loads in the plane of the truss only. Fo r studs exposed to Wnd (n a rmai to the face), see M iT k "Standard
Gable End Detael"
TOLL: ASCE 7-98; Pf=;35.0 p f (flat roof snow); Exp r Fuller Exp.
4) Unbalanced snow leads have been considered for this design.
This trine has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof lead of 35.0 p f on overhangs
non -concurrent with other lige loads.
This truss has been designed for a 10.0 p f bottom chord lire lead nonconcurrent with any other We leads.
7) All plates are 1,5x4 MT20 unless oth a l e indicated.
able req ui res continuous botto rn chord bearing.
9) Gable studs spaced at -0-0 oc.
1 ) P revide meth an i cal cc n nection (by ethers) of truss to bearin g p late capable of withstanding 87 lb u pl ift at joi nt 2, 32 1 b u p lift at jo int
55 42 lbs uplift at joint 26, 40 lb uplift at joint 27, 34 lb uplift at joint 28, 60 Ib uplift at joint 29, 199 Ib uplift at joint 0, 29 Ili uplift at
joint 23, 43 Ib uplift at joint , 40 Its uplift at joint 21, 35 Ib uplift at joint 20, 60 Ili uplift at joint 19, 199 lb uplift at joint 18 and 109 lb
up l lft at jo i nt 16.
Continued on page
Job TrussTru-Type
FIiROOF TRU
STOCKCOMPONENTS-11F, Idaho Falls, I D 83403, Robin
Qty
1
Job Reference donna)
6.200 s Feb 11 2005 MiTek Industries, Inc.
Tue Nov 29 13:31:29 20015 Pace
IN U 11--
1 1 ) ThIs tau.s is designed in accordance with the 00International Residential Code sections 0
21 1 .1 and R802.1 0.2 and referenced standard ANSI/TPI 1 .
LOAD CASE(S) Standard
Job Truss Truss Type
06556 F2
IROO1= TIS LASS
STOCK M PONE iT -IF, Idaho Fails. ICS 83403, Fob%n
a
--
DF
4--4
X
8
-1-
1950F 1,7E
>88
4
SPF 165OF 1.5E *Except*
1
2
X 4
T
Ply J R EX/H IDDENVALLEYLOT1 511-23/EJ (l D)H-
1 2 Job Reference (optional
6.200 s Feil 11 2005 MiTek Industries, Inc. Tue Nov 29 13:31:30 2005 Page 1
13-11-8 t� 19-9-823-5-12 -11
N 0
-1 V_U
8x10 NIT18e--1 ; e
6
4--
3X8 H 12x12 1 x l 4 MT 1 SH 'I 2x12 3x8 l E
4--4 -�
4-5-4 3-8-4
P I tea 0 ffsets ,Y : -0-5-11 10- - , :0-5-1 110-2-8],
L A DI f (psf
TOLL- 35.0
(Roof bio - .0)
T LCL 8.0
BOLL 0.0
BCDL 8.0
LUMBER
T P CHORD
BOT HO R
EES
SPACING 1-0-0
Plates Increase 1.1 5,
Lumber Increase 1.15
Rep Stress I n cr NO
Code 100,7 P 112002
1 0-0
_12:0-3- - -
CS
:0--
l
T+4. 0.88
BC 0.92
VV B 0.98
(Matrix)
REACTIONS (Ib/size) 8;-_10765/0-6-1 (Input: 0-5-8), 2"8525/0-5-8
a Ho rz =112 (load case 6)
MaxUplifts=-110 (load case ). =- 7 (load case
Max Grav 8-11400 (load case , 2 (l ad case )
DEFL
4
DF
2400 F Z OE
X
8
DF
1950F 1,7E
>88
4
SPF 165OF 1.5E *Except*
1
2
X 4
SEFtud,i
'Std, 4 SP tudl kd
Horz(TL)
0.1
4
SPF Stud/Std, td, 1 4 SPF tud/Std
1 0-0
_12:0-3- - -
CS
:0--
l
T+4. 0.88
BC 0.92
VV B 0.98
(Matrix)
REACTIONS (Ib/size) 8;-_10765/0-6-1 (Input: 0-5-8), 2"8525/0-5-8
a Ho rz =112 (load case 6)
MaxUplifts=-110 (load case ). =- 7 (load case
Max Grav 8-11400 (load case , 2 (l ad case )
DEFL
[n
([oc)
IldefI
Lid
Vert(LL)
-0-3711-12
>88
240
Vert(TL)
-0.59
11-12
>554
180
Horz(TL)
0.1
n/a
n/a
13RACING
TOP CHORD
BOT CHORD
WEBS
PLATES
GRIP
MT20
1971144
IVIT13H
1971144
Weight, 348 Ib
Y
Structural wood Sheathing direct[ ap,plled or 2-8-1 oc purlins.
Rigid ce]'rndirectly applied or 10-0-0 oc b rac1 rig.
1 Row at midpt 4-11
PONCES �Ib) - Maximum Compress ion/tela imam Tension
TOP CHORD 1-2-0/89) - =-18347/1542, 3 -4=-18860/1 , 4-5=-12355/11 2 5-6=- 1 , _ /
160 01 7-8=;-1 8975/1819
BOT CHORD 2-13;;w-1 347/15734, 1 -13=-1 47i'15734, 11 -1 = 1404/16263, 10-11 =-1329'14375, 9-10==;-1546/16308-9--1546,116306
WEBS 3-12=-1 14/7691 4-1 = 544/7454, 4-11--7204/571, -11=-1130/12089, -11=-47821526-1_0--495/4839
7-10--23251262, 7-9;---235/2291
NOTES
1) ply truss to be connected together with 0.131 "x3" mails as follows
Top chorda connected as follows.- 2 X 4 - 1 row at 0-9-0 0c.
Bottom chords connected as folio : 2 X 8 _ 3 rows at 0-4-0 oc.
Webs onne t d as follows.- 2 X 4 1 row t 0-9-0 oc, Except member 4-1.2 2 X 4 - 2 rows at 0-5-o 0c.
AIJ loads are considered equally applied to all plies, except if noted a front (F) or back E) face in the LOAD CASE
ply connections have been provided to distribute onlyRoads meted. a F CASE(S) section. PIS to
Wind.- E -m� � �r ��, unless otherwise indicated.
ph; h-�2 ff, T DLa4. p f, B L L=4. p f, Category Ila Exp , enclosed; MWFRS interior one' Lumber
DOL=1,33 pJate grip DL=1..
4) T LLy ASCE 7-98; Pf_35.0 p f flat root snow); Exp , FSIley Exp.
LJnbalanccd snow loads have been considered for this design.
rs truss has bee rs designed for greater of rain roof Iia load of 17. 0 psf or 2.00 times flat roof load Of 35.0 f on overhangs
non -concurrent with other lire loads.
�
7) This truss has been designed for a 10.0 p f bottom chord live load nonc recurrent with any other live loads.
All plates are MT20 plates runless otherwise indicated,
The following joint(s) require plate inspection per the Tooth Court Method when this truss is choseninspection--
for �LI�,�Et' ���r�r1�� Irl.�t�on`
11,2and 8-
1 ) WARNING: Required bearing size at joint(s) 8 greater than input bearing size.
11) Provide rnechanIcal connection (by others) of truss to bearing plate capable cf withstanding 1102 Ib uplift at `Dint and 879 1b lift
at joint . uplift
1 ) This truss is desigrned in accordance with the 2003 International Residential Gude sections R502.1 1 +1 and f3802.10.2 and
referenced standard ANSJITPI 1,
do�R*j Sp r l -in spans : 30-4-0 frorn a-1-8 to -11-0
ie =; 1:48,9
Ln
I
CS
W
JvU I I'U55
Q6556
Truss
�2
UUK UOMPOINIENTS-IF, Idaho Fails, ID 83403, Robin
Tru ss Tpa -
OF TIS USS 1
Ply I FSE X /HIDDEN VA LLEYCo- T -1 --
--1-E—J, (.I.D- i
,
.2 Job Reference
6.200 s Feb 11 2005 !Tek Industries, Inc.
MOTES
14 Hanger(s) or other connection device(s) hall be provided sufficient to support concentrated s Io d
() 5664 Ib don and 373 Ib upat
design/selection of such connection device(s) Is the responsibility of others,
LOAD CAS E() Stand2rd
1) Snovw. Lumber Increase =1.1 , Plate .Increase= 1.1
Uniform Load (Icif )
'pert, 1-=-431 5-8=-431 2-12=-8, 8-12=-719(F=-71 1
Concentrated Loads (ib)
Vert; 12=-3886(F)
M
Tue Nov 29 13:31-.30 2005 Page
8-1-8 on bottom chord. The
J True
d
00556 HF -D1
Truss Type aty Ply
U EEI FT 1
I OCK COMPONENTS -[F, Idaho Falls, ILS 83403, Robin
LOAM N p f)
TOLL 35.0
(Roof now 35.0)
T[L 8.0
BC -LL 0.0
BCL 8,.0
LUMBER
TOP HID
BOT HFC
THEFT
4x4
0
RE ./HIDDE 1 LLE L T1 /11- 3 EJ(ID)H
I -_ i Job Reference. (optional)
6.200 s Feb 11 2008 MiTek Industries, Inc.
18 -U -Q
S
PACT -0-8
Elates Increase 1.15
Lumber Increase 1.1
Rep Stress Incr YES
Code IRC2003/TP12002
17 14 13 12:3x,4
GSI
TG .0,0
130 0.03
B 0,34
(Matrix)
18-0-0
LOADI
-0-
1--0
DEEL in (Io) I/defl
Vert(LL) n/a n/a
Vert(TL) n/a i n/a
Hort TL 0.00 11 n/a
13RACING
TOP CHORD
BOT CHORD
WEBS
Ud
999
999
n/a
11
W,
Tue Nov 29 18:31:1 2005 Page 1
PLATES GIT'
T,20 197/144
Weight: 99 lb
Structural wood sheathing directly applied or -0-0 oc purlins.
Frigid ceiling cfirectly applied or 10-0-0 oc bracing.
1 Row at rnidpt -1
REACTIONS (lb/size) 1 X40/1 -0-0, 1 1-40/1 8-0-0p 18=126/18-0-01 17=200/18-0-0, 18=204118 -0 -Op 119=210/18-0-0, 20 1 71/18-0-0, 15=200/18-0-0, 14=204/1 8-0-01
13=210/18-0-0, 12-1-71/18-0-0
Ma
=1 1/18 -0 -
Ma Horz 1=- (load case
Max Upliftl =- (load ca ), 11=- 0(load case ), 17=-88(foad case } 1 =-1 O load case 7), 1 ;--- (load case 7), 0=-8 (load case 7), 1 — 4(load case 8),
14=-10(Ioad case r 1= -(load case ), 1 =-lad case 8)
Max Gray 1 ;-- 4 (load case ), 11= 14(Ioad case 8), 16=1 (load case 8), 1 = 06(load case ), 1 = load case ), 1 = 0 (l ad case ), � 40(1oad case
), 1 = 0 (load case ), 14 - load case ), 1 - O (load case ), 1 - 4 (Ioad case )
FORCE, (Ib) l aximurn Compression/ a amum Tension
TOP CHORD 1-2=-320/1 321 2-3-7---2611130, 3-4;:---1 75/1 0, 4-5=-1481114, 5-6=-1 54/1 0 -7^-154/115, 7-8=-1 48/63, 8-9=- 149/701
0-10=.211 x'80, 10-11 =278/83
BOT l• OR 1-20=-52/184P 19-20;---52/184t 1 -1 =-fir /1 4, 17-1 --52/184, 16-17=-52/184, 1 -18=-52'104, 14-15;---52/184N
13-14;---521184, 1.2-1 =-52/1 4, 11-12::---52/184
EBS 8-18=-1 37JOP 5-17;---274/1051 4-18=-284/1 1, 8-1 =-2731119, -20=-224/92, 7-15,---274/103 P 8-14---264/121
9-13=-273/1191 10-12;---224/92
NOTES
1) Wind- ASCE 7-98; 90mph; h=2 ft; TCD L=4. .p f; B DL 4.8psf; 02tegory 11Exp i enclosed; MW FRS lnterror zone; Lumber
DCL=1.33 plate grip DOL; --1,33 ' L=1T88.
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see ITe "Standard
Gable End Detail"
TELL ASCE 7-98; f-35.0 psf (flat roof snow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
This truss has; been designed for a 10.0 p f bottom chord I k load nonconcurrent with any other lire loads,.
All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 ac.
Provide mechani al cc n nection (by others) of true to bearing plate capable of withstandIng 98 lb uplift at joint 1, 60 lb uplift ,at joint 11
, 80 Ib uplift at joint 17, 102 Ib uplift at joint 18, 99 Ib uplift at joint. 19, 82 Ib uplift at joint 20, 84 Ib uplift at joint 15, 102 Ib uplift at jo rit
145 99 lb uplift at joint 18 and 82 lb upl'Ift at joint 12.
10) This truss is designed in accordance with the 2008 Int rr -tion l Roside -7tia1 Code sections R502.1 1.1 and R802,10.2 and
referenced standard ANS IfT P 11,
LOAD CASE(S) Standard
4
SPF
1650E 1.5E
X
4
SPF
1650F 1.5E
4
SPF
Stud/Std
17 14 13 12:3x,4
GSI
TG .0,0
130 0.03
B 0,34
(Matrix)
18-0-0
LOADI
-0-
1--0
DEEL in (Io) I/defl
Vert(LL) n/a n/a
Vert(TL) n/a i n/a
Hort TL 0.00 11 n/a
13RACING
TOP CHORD
BOT CHORD
WEBS
Ud
999
999
n/a
11
W,
Tue Nov 29 18:31:1 2005 Page 1
PLATES GIT'
T,20 197/144
Weight: 99 lb
Structural wood sheathing directly applied or -0-0 oc purlins.
Frigid ceiling cfirectly applied or 10-0-0 oc bracing.
1 Row at rnidpt -1
REACTIONS (lb/size) 1 X40/1 -0-0, 1 1-40/1 8-0-0p 18=126/18-0-01 17=200/18-0-0, 18=204118 -0 -Op 119=210/18-0-0, 20 1 71/18-0-0, 15=200/18-0-0, 14=204/1 8-0-01
13=210/18-0-0, 12-1-71/18-0-0
Ma
=1 1/18 -0 -
Ma Horz 1=- (load case
Max Upliftl =- (load ca ), 11=- 0(load case ), 17=-88(foad case } 1 =-1 O load case 7), 1 ;--- (load case 7), 0=-8 (load case 7), 1 — 4(load case 8),
14=-10(Ioad case r 1= -(load case ), 1 =-lad case 8)
Max Gray 1 ;-- 4 (load case ), 11= 14(Ioad case 8), 16=1 (load case 8), 1 = 06(load case ), 1 = load case ), 1 = 0 (l ad case ), � 40(1oad case
), 1 = 0 (load case ), 14 - load case ), 1 - O (load case ), 1 - 4 (Ioad case )
FORCE, (Ib) l aximurn Compression/ a amum Tension
TOP CHORD 1-2=-320/1 321 2-3-7---2611130, 3-4;:---1 75/1 0, 4-5=-1481114, 5-6=-1 54/1 0 -7^-154/115, 7-8=-1 48/63, 8-9=- 149/701
0-10=.211 x'80, 10-11 =278/83
BOT l• OR 1-20=-52/184P 19-20;---52/184t 1 -1 =-fir /1 4, 17-1 --52/184, 16-17=-52/184, 1 -18=-52'104, 14-15;---52/184N
13-14;---521184, 1.2-1 =-52/1 4, 11-12::---52/184
EBS 8-18=-1 37JOP 5-17;---274/1051 4-18=-284/1 1, 8-1 =-2731119, -20=-224/92, 7-15,---274/103 P 8-14---264/121
9-13=-273/1191 10-12;---224/92
NOTES
1) Wind- ASCE 7-98; 90mph; h=2 ft; TCD L=4. .p f; B DL 4.8psf; 02tegory 11Exp i enclosed; MW FRS lnterror zone; Lumber
DCL=1.33 plate grip DOL; --1,33 ' L=1T88.
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see ITe "Standard
Gable End Detail"
TELL ASCE 7-98; f-35.0 psf (flat roof snow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
This truss has; been designed for a 10.0 p f bottom chord I k load nonconcurrent with any other lire loads,.
All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 ac.
Provide mechani al cc n nection (by others) of true to bearing plate capable of withstandIng 98 lb uplift at joint 1, 60 lb uplift ,at joint 11
, 80 Ib uplift at joint 17, 102 Ib uplift at joint 18, 99 Ib uplift at joint. 19, 82 Ib uplift at joint 20, 84 Ib uplift at joint 15, 102 Ib uplift at jo rit
145 99 lb uplift at joint 18 and 82 lb upl'Ift at joint 12.
10) This truss is designed in accordance with the 2008 Int rr -tion l Roside -7tia1 Code sections R502.1 1.1 and R802,10.2 and
referenced standard ANS IfT P 11,
LOAD CASE(S) Standard
Job
runs
True Type
HF -D -I0
FINK
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
�- 11---0
-4-0 _0_o
4A
2
Qty I Ply REX.IHIi7DE,h1VALLEYLQT15111-231EJ(Ip)H
1 1
Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Nov 29 13:31-32 2005 Page 1
-4-0
12-0-0
3x6 I f
Plate Offsets 1 4: Ed e,0 - -Pj, 1 : Ed,0-
LOADING DI (psf) q - - ,
w
TC LL 35.0 SPACING -0-
(Roof Snow.0) Plates Increase 1.1
TDL 8.0 Lumber Increase 1.15
BOLL 0.0 Rep Stress Incr YES
B D L 8.0 Code 1R 00 /T P 12002
LIMBER
in (lac) C/d tl
Ind
PLATES
ert(LL)
TOP CHORD
2
X 4
SPF
1650F 1,5E
BOT CHORD
2X
4
SPF
165OF 1.5E
WEBS
),
4
SPF
1650E 1.5E *Except*
),
8= 4(load
4 SPF Stud/Std
OTHERS
2
X 4
SPF
Stud/Std
CSI
TG 0.77
BG 0.33
B O.34
(Matrix)
ej 21 20 19 18 7 1s
A =
-4-
-4-
4x4 11
DEFL
in (lac) C/d tl
Ind
PLATES
ert(LL)
n/a ri/a
999
MT20
Vert(TL)
n/a - n1a
999
case , ;--- (load case , -7=-358 load case 24=-81(load
H o rz (T L)
-o. 0 o 15 n1a
n/a
1--47(load case
BRACING
TOP HFC
BOT CHORD
WEBS
Weight: 137 ab
RIP
1971144
Scale - 1:51.5
Structural wood sh ofhing directly applied or 6-0-0 0c purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 4-25
TION (Ib/size) 1540/22-4-0, =104/
-4- } =1
/ -4-0, =19 '/23,4-0, =233/23-4-0, 4=204/23-4-O e 0 / -4-
22=209/23-4-01 1=202/23-4-0,
0 205/23-4-01 18=202/23-4-0, 17=215/2a-4-0, 1 = 134/23-4-0
MaH r =1 4(Ioad case
Max Upliftl =-3 �Ioad case ),
28;---265 (lad
case , ;--- (load case , -7=-358 load case 24=-81(load
- 7(load case
)T
22--61 (load case ), 21=- 4(load case ), 0�- (load case ), 18 =- (Toad case
1--47(load case
),
1 =- (load
,
case 5
Maxrav 1 i 85 (load Case
),
8= 4(load
case 6), = 0 (load case 8), (load case ), 27-34- load case
24;;--31 0(load case
),
23296 load
�
case 22=302(load ),
� 7 � gad a� �, 1- Toad a� �T � _� I�I�a�' a� �,
1 --.(Toad case
),
1 r =,1 (load
case ), 1 ^1 4(load case
FORCES 0b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-231/218, 2-3---1 14/144, -4=-117/1 , 4-5=-1 1 /17 , 5-6;---1 0-3/1 -7=,-z-54/94 7-8a_
-10=-510'58, 10-11 =-51/58p 11-1 2=-51/581,12-13--51/58P 13-14=-51/585 14-1 =-127/1 , 1-28;---1 /1
79
BOT CHORD 27-28=-58/51,26-27---58/511 - 58/511 24-25=-58/51,23-24--58/51,22-23=-58/51, 1- =-58/51 0- 1=-58/51
_a
WEBS
_- i8y/513 18-1 �-58/51, 17-18=-58/61,
=-58/ 1, 16-17=-58/51,
-17-- / 1, 1 -1 =-58/51
■ Y� EBS - 5 -- t//0,.3-26=-269/7812-27=-300/226, 5-24=-2781 , 6-23=--264/106P
`-264/1Ll - 8---rr81, - 263/43, 10-20;---26610'50
11-18=- j O k 12-17=-2781501 1 -1 =-202 `14
NOTES
1) Wind. ASCE 7_98; 0mph: h= ft, T DL= -4. p f, E3 DL�4_ p f9 Category Ila Exp , enclosed; MWFRS interior zone; Lumber
COOL -1,33 plate grip DOL=1.33.
Truss designed for wind loads in the plane of the truss only. For studs exposed to windnormal to the face), �� , � �T� "Standard
d�rd
Gable End Detail"
TOLL-. ASCE- ; Pf=35,0 p t (flat roof snow); Exp , Fully Exp.
4) Unbalanced snout loads have been considered for th[s design.
Provide adequate drainage to prevent water ponding_
This true has been designed for a 10.0 p f bottom chord lies load nonconcurrent with any other live loads.
All Plates are 1.5x4 MT20 unless otherwise indicated.
Gable requires continuous bottom chord bearing.
Truss to be filly sheathed from one face or securely braced against lateral movement (i.e- diagonal web).
10) able studs paced at -0-0 oc. �
1 1) Provide mechanical connection (by other.) of truss to Dearing plate capable of withstanding 327 1b uplift at joint 15, 265 lb uplift at
joint , lb uplift at joint , 358 Ib uplift at joint 7, 1 lb uplift at joint 4, lb uplift at joint ., 1 Ib uplift at joint p
� p � A 4 Ib upfift
int EIt 1 p121uplift at joint 20, 26 lb upcift at joint 183 47 lig uplift at joint 17 and 300 lb uplift at joint 16.
except
5no ;
06556
STOCK
Truss
Truss Tpe
a
HF -D10 � FINK
COMPONENTS -IF, Idaho Falls, I D 83403, Robin
City I Ply
1
RE ./HIDDEC J LLE' L T15/11- /EJ(CD)H
7 IJob Reference (optional)
B. 200 s Feb 11 2005 M iT k Industries, Inc.
Teas Nov 29 13:31:33 2005 Page
MOTES
1 ) This truss is designed in accordance with the 2003 International Residential Code .sections R502,11 1,1 .arid R802.1 0.2 and referenced standard ANSIeTPI 1,
LOAD CASE(S) Standard
.Job
I
Q6556
Tr.. rt
u,Do
HF -El
Idaho Falls, ID 33403, Robin
i ru s I ype
UEEPT
5-11-7
9-8-13
5-11-7
3-9-6
4x4
7
1 1
fob Reference o tiong
6.200 s Feb 11 2005 [Tek Industries, Inc. Tue Nov 29 13,31:34 2005 Page i
1--
3-11-
a
w
Yr,
r+
i
r�
I
0
CD
.
Ir -
C6i
Scale = 1:55-7
ij
14
4x4
3X8 I+
19-5-11
Plate Offsets , : 5:0.3-0 Edge , 1 Q:o- -a Edqel
T LL 3.E =-{ CS1FL in lay f�etl Lid
Plates In real 1.1 T �. � PLATES GRIP
(Roof navy= . 0. 0 Fart(LL) n/ - n/�, 999 MT20
197/144
TSL. .0 9
99
BCL 0.0 1 Stress I n r 8 0.25 1 Ho r (TL) 0,()o 14 n/a n/
Code IR00PI00
�E�L �.� (flatri
'lit* 132 fb
LUMBER
TOP l�RC� 4 FBF 1�65OF 1.5E BRACING
TOPCHORD Structural �d sheathing directly a�Plad r -�-�SOTCHORD,P 1650E 1,5E �� ��rt��l�, � purlins, exceptt
E� 4 P� Stud/Std �Ept�
BOTCHORD Rigid c0ing directly applied or 10-0-0 oc bracing.
4 SPF 165OF 1_5E WEBS 1 Row at rn idt
OTHERSX PF Stud/Std *Except* o 1-24, 7-1936-201 3-1
T3 2 X 4 SIF 1 5OF 1.5E
REACTIONS (lb/size) 24=70/19-5-11, 14=67/119-5-11, 19=202/19-5-11, 3=202/13- -11 1=
23;-_1 91/19-5-11, 18=20311 9-5-11 o 17-203/19-5-11, 1 = 1. /1 - -11,1 =193/19-5-11
Max Harz 4=-1 (load ease
MaxUplift 4s-191(load case 5), 14=--31 (load case, 0;-33 load case . -
� � � � 1 - io ail case 7), =- (laa.d case
=-1 6 ( load case ), 13=- (load case 8), 1 --10 (load case ), 16=_1 load ca 1 =-
fl �.. ray 4=1 ( I o ad ase ), 14 -428Iced - � �, �� food case 5)
), 1 - 3 Goad case 1), ,0=306(Io a, case2),21Ioa
-302 d! case
22=301 (load c. ), =glad as , 1 -� I�ad � 02(
��
� ase �� 1 �=4�laa�l a�.,se �, 1 �3�lad gas )
1 -3 (load case )
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-24=--87/1021 1-2=-26/36, `3=-26/365 3-4=-26/367 4-5=-26/36, 5-6=-801969
-1 0=-165 1381 10-11=-1 31/927 1 1 -1 =-131/92, 12-13=-1 31/92P 13-14=-200/161
BOT CHORD 23-24=-92/1315 22-23=-92/131 P 21-22=-92/1317 20-21=-92/1 1 19-20=-92/13113
16-1 7=-92/131, 1 -16=-92/1 1, 14-15=-92/131 1 :1 � , 17-18--92[131
;
WEBS 7-1 =-170// p 6-20=-274/102, 4-21=-270/75, 3-22=-268/65, - 3=-253/94 8-18=-276/1075
11-16=- 751137, 12-15--252/262
",9-17=-262/11 1,
NOTES
1 Wind, ASCE -93; 90rnph; h=:25ft. T DL=4.3p f; B DL=; -_4. p f; Category [I; E ; enclosed;
D L1.3 plate grip DOL -1.33. I 1Fly Interior zone; Lumber
Truss designed for wind loads in the plane of the truss and y. For to
Gable End Detail" ds � p�s�d to v��r�d �r��rrnai to the face), e� f liT l "Standard
3) T LL: ASCE 7-98; Pf=3 .D pst (flat roof snow); Exp; Fully E
Unbalanced snow loads have been considered for this de l'n.
Provide adequate drainage to prevent water ponding.
This truss has been designed far a 10.0 psf bottorn chord live load noncon urrent with any O
All plates are 1.5x4 f' T unless otherwise indicated. th�r Ire loads.
3) Gable requires continuous bottom chard bearing,
Truss to be fully sheathed from one face or secLrreiy brad agaFnst lateral movementi.a. dia ori _ l
1 a) Gable studs spaced at -0- oc_ a.
11 Provide rrra hanlaal connection (by others) of truss to bearing Jate capable � � of withstanding 191 Ifs uplift at joint 24, 310 lb uplift at
joint 14 f 83 fb uplift t joint 20, 56 Ib uplift at joint 21, 69 lb uplift at joint 22. 156 Ib uplift ,at of rpt 23, 85 Id
ConA' t u lift t -int 1 and 508 Pb uplift at joint 1 uplift at joint 13, 1 f uplift
Job
d
Truss
HF -El
eUUK U FUME T -I F, Idaho Fabs' ID 403, Robin
Truss Type
QUEENPOST
Ply
I
R E ./H I DDEPj V LLE L T1 M - /EJ -(1 D)H'
i
fob Reference (optional
6.200 s Feb 11 2005 MITek Industri s, Inc.
I
Tue Nov 29 13-31.-34 2005 Page 2 j
rquTE
1 ) This truss is designed in accordance with the 2003 Int mat on l Resideritial Code sections R502.1
1.1 and R802.10,2 and referenced standardANSI/TPI 1.
LOAD CASE(S) Standard
I I -
w. IRi1
06556
Truss F11MN
Type
SF -F1
1
Z-1
4x4 =
D
Pik ll PE.1I--iIDDFN�,LLEY LT1/11-/E J �(Ib -)-H-
Ii
i I
6.200 s Feb 11 200 gJTe lndustries, Inc,
.V , f ,tD 1-t) 14 13.
�.�..��1--11
LOADING (psf)
in (Io) I/detl
L /d
Vert(LL)
n1a - n1a
TELL
35.E
Pf
--[
Ho rz(TL)
CSI
(Roof
no=.0)
Plates Increase
1.15
TC 0.07
T DL
8.0
Lumber Increase
1,15
BC 0.03
BOLL
0.0
Rep Stress In r
YES
WB 0.22
D L
8.0
Code rR0 /TP 1200
(Matrix)
LUMBER
TOP HORD
BOT CHORD
OTHERS
XPF 1650E 1.5E
4 SPF 1650 1 �5 E
4 SPF Stud/Std "Except-
ST5 2 X "Except -4 SPF 165O 1� E
19-5-11
-T--
Tue
.
12
D FL
in (Io) I/detl
L /d
Vert(LL)
n1a - n1a
999
' rl(TL)
n/a - n/a
999
Ho rz(TL)
0.01 11 n/a
n/a
BRACING
TOPCHORD
BOT FORD
EB
3A
6
PLATES
PITO
Nov1331:35 2005 Juga 1;�
Weight: 112 lb
RIP
197/144
Structural wood sheathing directly applied or -o-c 0c purlins,
Ri idcealin directly applied or 10-0-0 oc bracing.
I Row at midpt 6-16, 5-17, -1
ca = 1:54.0
REACTIONS (1blize)
1 11,11, ,1 1 -11, 15,m=1 99/19-5-11, 14-206/19-5-11
13;--206/19-5-11, 1 � 1 � �,a 1 --11
Max Harz 1 8 (load case
MaxUpliftl=-98(aoad case 5). 11 =-(1`oac1 y 1 7 -(Id case 7), 1 --1 � F�o��l � � _
� � � �, 1 -�I�ad ��} �--9Ioad ae7)a 1 -- iod
14A-10 (Joad case 8), 1 =- (load case ), 1 =- (load case 8) ,
Max r1=4(Ioad aem ), 11 =202(Iod case 5), 16=1 load case , 1 7-04Load 1 � _
), 1:5=304(l o�af c , i 4=io�id � �a ��I�a J ase , 1 �.�1 �P�:d �. �} �-��I�ad case
e ), 1 3_30 1 (load case ) t 1 -284 ( Iod case 3)
FORCES (lb) - Maximum Cornpression/Maxii.murn Tension
TOP CHORD 1-2---32,9/149, - =- 56/14 , -4=-1 71/133t 4-5---143/128 5-6=-1 48/ 6-7;---1 /
9-10=-197/84, 10-11---270/90
SOTCHORD 1-20=-57/195,19-20=-57/195, 1 -1 9---Q-57/195, 17-1 8=-57J1 95, 1 -1 =-57'/1 1 -1 =-
95
13-14=-5711953 1-1`-57115, 11-12=-57/195'1 , 1-15=-1
EB 6-16=-168/0i 5-17=-272/104P 4-1 _-265/1 1, -1 =- 7O/11 a - 0=-242,110 , -15=-272
9-13==;-270/1,16, 10-1 =-242110 1 , -1 _- 1 ,
NOTES
1) [ n d. ASCE 7-98; 90m ph, h=25 to T 1)L�4.8pSf, BC D L= .8p t, Category I I; Exp , enclos ed, MW FR S J nteriu r
zo DL=1.33 plate grip DOL -1.33®n, Lurr
True designed for w1nd loads in the plane of the truss only, For studs exposed to wiyd (normalr��l �� the face), IiT "Standard
Gable End etailir
TOLL: ASCE 7-08; Ff=35.0 p f (flat roof tow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
This true has been designed for a 10.0 psf bottom chord live 1 -cad n onto n urr nt with any other Jive Joads..
All plates are 1.5x4 MT20 unless otherwise indicated.
Gable requires con inuous bottom chord bearing..
Gable studs spaced at --0 o,
Provide mechanical c nrection (by others) of truss to bearing plate capable of withstanding 98 � I' i
85 lb uplift at joint 17, 102 Cb LrpJift at jor�t 18, Ib uplift at joint 1 I� �, �' � uplift t joint 1, lb uplift �t joint 1 1
14, Ib uplrft at Joint 1 and Iia lift at oi'nf f 1 u0ft �t 1c�r�t �, � e� uplift t 10 -int 1 , 1 � l� uplift �t d int
p 1
10) This truss is designed in accordance with the 2003 International Residential Code Rections 8502,1
referenced standard f I/TP�I 1, .1 �d 1 .1 and
LOAD E( Standard
Job
Truss
v
STOCK COMPONENTS -IF,
J1
Truss Type
Llano 6-ws, ID 834035 Robin
I
ROOFTRUSS
WA
0
6.200 s Feb 11 2005 MiTak [ndustries, Jnc, Tue Nov 29 13,3�,I36
-2-0-0 1 1-11-11
-0-0 1-11-11
1-11-11
LOADING (psf)
TOLL 35,0
(Roof row= _ )
TDL 8.0
BOLL 0.0
BCDL 8.0
SPACING -o-0
Elates Increase 1.15
Lug b r Increase 1.1
Rep Stress I ncr YE
Code IR0/TPI88
CSI
TC 0.64
BC 0.03
B 9.09
(Matrix)
[TEFL
in (Ioc)
I/defl
Lei
ELATE
e rt(LL�
-0,00 2
>999
240
I T 0
Vert(TL)
-0,09 -4
>999
180
H orz(T L)
-0,00 8
m ? a
na
LUMBER 13RACING
TOP CHORD 2 X 4 SIFF 1 b5OE 1,5E TOPCHORD
BOT CHORD 2 X 4 BPF 1 5OF 1-5E BOT GHORD
REACTIONS (IIS/size) 2-378/0-3-8,4=16/Mechanical, 3=-18/Mechanical
MaxH orz 2 87(l o d case
Max Uplift =-1 (10 d case ), ;---1 (load ^Jaye
MaxGray 2;--575 (load case , 4=load case 4), � (load ease 7)
FORCES Ob) - Maximum Compression/Maximum Tension
TOP CHORD 1-2;--0/15912-3=-147/14
BOT CHORD -40/9
Weight: 8 Ike
RIP
19701144
scale = 1 ]10-0
Structural wood sheathing directly applied or 1-11-11 cc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wired. ASCE 7-98; 0mph; h=. ft; T I L-4.8psf, B DL=4. p f,. Category 11, Exp , enclosed; MWFRS interior zone; Lumber
DML=1.33 plate grip DOL=1.33,
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof: snow); Exp ; Fully Exp,
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of miry roof live load of 17.0 psf or ..00 times flat roof load of 35.0 psf on overhangs
non- -en urrent with other live loads.
This truss has been designed for a 10.0 psf bottom chord five load noncoricurrent with any other live loans,
Refer to girder(s) for truss to truss connections.
Provide mechanical connnction (bar others) of truss to bearing plate capabte of withstanding 133 Ike uplift at joint 2 and 166 Ib uplift at
joint 3.
8) This truss is designed in accordance with the 2003 Int rnatlonal Residential Code sections R502.1 1.1 rid R802.10.2 and referenced
standard A N IITP 11-
LOAD CASEA Standard
%V_
J❑Q i Truss
106556 I
Z) I UL k_,,IVU tN i -l� p Idaho Falls, ID 83413, Robin
LOADING p f)
TOLL 35.0
Roof new= . o)
TDL B.o
BELL 0.0
-B D L- 8.0
LUMBER
TOFF CHORD
BOT CHORD
Truss Type
ROO TRUSS
EM
t Ply _ FLEX./H I D-9E—NVALLEYLOT1 5il 1-231 EJ(l D) H
�.
__L_______L
JQh Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Nov 29 13:31;3- 2005 Page 1
q
I
SPACING z -o -a
Plates Increase 1.15
Lumber increase 1.15
Rep Stress Incr YES
Code 1RG2003/TP12002
TC 0.71
E3C 0.11
WB 0.00
(matrix)
REACTIONS (lb/ i e) 3=96/Mechanical, 2=43510-3-8, 4=30/Mechanical
Max H orz 2=11 load ease )
M ax Uplift =-7 (load case ),=-110(load case
Max Gr v 3= 148 (load case ), = 4(load case )a 4= (load case 4)
FORCES (lb) - Maximum ornpre icon/l is imu m Tension
TOP CHORD 1-2=0/1 611 2-3=-1 73/5
BOT CHORD -4=0/0
DEAL
X 4
SPF
1.OF
1.5F
'rt(LL)
4
SPF
1650E
1.5E
TC 0.71
E3C 0.11
WB 0.00
(matrix)
REACTIONS (lb/ i e) 3=96/Mechanical, 2=43510-3-8, 4=30/Mechanical
Max H orz 2=11 load ease )
M ax Uplift =-7 (load case ),=-110(load case
Max Gr v 3= 148 (load case ), = 4(load case )a 4= (load case 4)
FORCES (lb) - Maximum ornpre icon/l is imu m Tension
TOP CHORD 1-2=0/1 611 2-3=-1 73/5
BOT CHORD -4=0/0
DEAL
in
f loe)
I/defI
LJd
'rt(LL)
-0.01
2-4
>999
240
e rt(TL)
-0.03
_4
>999
180
Horz(TL)
-O.00
3
n/a.
n/
BRACING
TOS' H RD
BOT H FA D
PLATES
MT20
Weight: 13 lb
RIP
197/144
Scale = 1-14.4
tructural wood sheathing directly applied or -11-11 oc purlins.
Rigid ceiling directly applied or 10-0-0 oe bracing.
NOTES
1) Wind: ASCE - 8; omph� h= 5ft; T DL 4. p f; BCDL=4. psf; Category Ila Exp ; enclosed; MWFRS r
DO terF r oe; Lumber L�1. plate grip DOS=1.33,
TOLL: ASCE 7-98; Pf=35,0 p .f (flat root snow); Exp ; Fully Exp..
IJnbalan ed snow loads have been considered for this design.
This truss has been designed for greater of min reef Jive load of 17.0 p f or 2.00 tires flat roof load of
non -concurrent with Other= live leads. .� p f o� overhangs
This truss has been desIgned for a 10.0 psf bottom chord live load norioaricurrent with art'' other Il ecad .
Refer to girder(for fry., to trussconnections.
�
Provide mechanical connection (by tithe rs:a of truss to bea0n late capable of i
joint
� � P� withstanding ilb�� uplift t joint �n� 1 1 � Pb uplift int ��
.
This truss s i de s l ned in accordance with tea e 2003 International R e I denti ai Code sections R502,11 .
standard ANSI/TPI 1.1 and F� 0 . �l 0,and referenced
LOAD CASE(S) Standard
I Job Truss
f
06556 J
I UUK GUM ONENT -IF, Idaho Fails, ID 83403, Robin
Truss Type
ROOFTRUSS
19
Ply ' REX.//IDID ENVALLE `L T15i'l 1- rrEJ(ID)FI
Ink Q f
r n tE J IC1
6.200 s Feb 11 2005 l !Tek Industries, Inc.
Tue Nov 29 13:31,38 2005 Page 1
r � f
Plate Offsets Y): [2.0-2-4,0_1_8
LOADING -f
TC��
'
�5•�
SPACING
2-0-0
(Ravi
Snow -35.U)
Plates Increase
1.15
TCDL
&0
Lumber
Lumber Increase
1.15
BCL
d•p
Stress Incr
YES
BGDL
8.0
Code 1RC2003ITPI2002
LUMBER
TOP CHORD
BOT H RD
REACTIONS
CSi
TC 0.71
BC 0.26
WB 0.00
(Matrix)
(l / i a) 3=203/Mechanical., 2=516/0-3-8, 4=46/Mechanical
Max Hort =15 (load case
Max UpIlift ;--- (load case 7), 8(load case ).
Max Gray 3==;313 load case ), 2=771 (load case ), 4=104 (load case
FORCES alb) _ Maximum Compression/Maximum Tension
TOP CHOFiD 1-20/1 611 2-3=-22:3/124
BOT CHORD -4-0/
DEFL
4
SPF
1 5OF
1.5E
Vert(ILL)
-0.0
PF150F1.aE
>999
240
CSi
TC 0.71
BC 0.26
WB 0.00
(Matrix)
(l / i a) 3=203/Mechanical., 2=516/0-3-8, 4=46/Mechanical
Max Hort =15 (load case
Max UpIlift ;--- (load case 7), 8(load case ).
Max Gray 3==;313 load case ), 2=771 (load case ), 4=104 (load case
FORCES alb) _ Maximum Compression/Maximum Tension
TOP CHOFiD 1-20/1 611 2-3=-22:3/124
BOT CHORD -4-0/
DEFL
in
(f oc)
I/defl
L/d
Vert(ILL)
-0.0
-4
>999
240
Vert(TL)
-0.1
-4
>500
18.
Ho (TL)
-0.00
3
n/a.
n/a
BRACING
T P CHORD
BOT H RD
PATES
MT2D
Weight: 18 lb
RIP
19711144
Scale o -is. s
tructural wood s heatL Ing directly ap Gi d or 5-11-11 oc purlins.
Rigid ceillng &ectly applied or 10-0-0 oc bracing.
NOTES
1) 'inn ASCE 7-9.8; 90mph, h= ft; T DL; --4.8p i; ECRL=4.8pf Category Iia Exp - enclosed; MWFRS interior zone; Lumber
COOL -1.,33 plate grip DCL=1.33.
T L.L: ASCE 7-98; Ef=3 .O psf (flat roof snow); Exp ; Fu[ly Exp.
p
Unbalanced snow loads. have .been considered for this design.
4) This truss has be en designed for greater of min roof Jive load of 17.0 psif or 2,00 times flit roof load of 35.0 f on overhangs
non -concurrent with other fire loads, �
This truss has been designed for a 10.0 p f bottom chord live load n on co n urr nt with any other live loans,
Defer to girder(s) for tress to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding lg uplift fat joint and Ib uplift atlint
This truss Is designed in accordance with the 2003 International Res[dential Code sections
R50.11.1 and R802.10.2 and referenced
standard ANSJ,7P1 1.
LOAD CASE(S) Standard
1W
R09
Q5 p
STOCK COMPONENTS -IF,
Truss
daho Falls, iD 8-3403x Robin
-0- 0
Truce Type)
qty PPS R �`,/I--I1 DD EJ,LLE'LOT1 5,f1 i -�rE_J{ I D
MONO T 1 1
dob R efe rence rg ti _n aI)
6.200 s Palo 11 2005 MiTek Industries, Inc. Tue Nov 29 13:31'.39 2005 iia _ 1
4-1-
4-1-1
-10-1
1
1.0'x4 I
4
Plate Offsets X,): [+0-1-,0-0-1
LOADING (psf)
TOLL 35.O
(Roof no =35.!x)
TCDL 8,0
ROLL 0.0
PDL 8,0
LUMBER
TOS' HR D
E T HORD
WEBS
SPACING IN -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code JRC20031TP12002
REACTIONS (Cb/size), 2=617/0-5-8, 5= /Mechanical
MaxHorz 2=1 87�load case 70
Max LJplaft =- (load case )., 5=-61 (load case 7)
KA ax G rav 2=91 (load case ), :5=521 (load case )
FORCES (i - Maximum Compression/Maximum Tension
T F ICORD 1-2 0/1 ., - =- o/ 1, -4=-150/86* 4-5=-222/51
BOT CHORD 2-5=-78/397
WEBS B 3-5=-463/91
CSI
X 4
SPF
165OF 1.5E
Ld FOLATES GRIP,
X 4
SPF
1 5OF 1.5E
2
X 4
SPF
Stud/td
REACTIONS (Cb/size), 2=617/0-5-8, 5= /Mechanical
MaxHorz 2=1 87�load case 70
Max LJplaft =- (load case )., 5=-61 (load case 7)
KA ax G rav 2=91 (load case ), :5=521 (load case )
FORCES (i - Maximum Compression/Maximum Tension
T F ICORD 1-2 0/1 ., - =- o/ 1, -4=-150/86* 4-5=-222/51
BOT CHORD 2-5=-78/397
WEBS B 3-5=-463/91
CSI
DEFL
in (loc)
I/def l
Ld FOLATES GRIP,
TC 0.77Vert(LL)
-0.19 2-5
>484
240 MT20 197/144
BG 0.46
rt(TL)
-0.42 2-5
>220
180
W13 0.21
Hor (T L)
0,00 5
n/a
n/a
(Matrix)
i Weight: 32 lb
caae = 1:25.7
BRACING
TOIL CHORD Structural wood sh athing directly applied or 6-0-0 oc purlins, except
end verficals.
BOT I- ORD Rigid ceiling directly applied or 6-0-0 oc bracing_
OTE
1) iced: ASCE 7-98-, 0mp ; h= ft; T 1)L_ , psf; R 1 L=4t p f; Category fl; Exp ; ocPo d; MWFRS int rF
r , Lumber
IDOL=1.33 plate grip D L=1.
TOLL; ASCE 7-98; Pf=35,0 psf (fiat roof snow); Exp C, Fully Exp,
Unbalanced now loads have beenconsidered for thrs �lesIgr�p
.
This truss has been designed for greater of rain roof Jive load of 17.0 psf or 2.00 tires flat roof load of
non -concurrent ith other lire loads..� psf �� overhangs
This truss has been desigried for a 10.0 psf bottom chord live load nonce y urrent with an '
Refer to girder(s) for truss to truss connections.
� other Ji loads,
7) ProvIde mechanical connection (by others) of truss to bearing .plate capable ofithst ndin Ib � l'if
joint . t t jentn 1 Jb uplift at
This truss is designed in accordance with the 2003 International Residential Code sections 8502}1 1.1 and R
standard NSI TPI 1. .1 a�� referenced
LOAF] CASE(S) Standard
Job Truss
nccen r
i ares i ype
M2 ROOFTRUSS
STOCK COMPONENTSdF, Idaho Falls, ID 83403, Robin
Plate Offsets KYLL2-�O_
LOADING (psf)
TC LL X5.0
�Incof Snow; --35,O)
T DL 8.0
BOLL 0.0
BG DL 8.0
LUMBER
TF' CHOIR D
BOTCHORD
BBB
-2- -0
3-9-10
3-9-10
oty Ply REX H 1 D DEN VA LLE YLOT15/11- /'L,.I(I D)H
i
J Job Reference aI)
6,200 s Feb 11 2005 l liTek Industr , -Inc.
--1
5x5 _
4 5
_
1
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress ln+cr YES
Cede IIS 0 /—FP 12002
REACTIONS (lb/size) - /Mechanical, 2=61710-5-S
Max Hort 2=1 760o2d case 7)
Max UpIlf# ==47(load case ), =-1 (load case 7)
Max Gray 6"441 (load case ), = 14(load case
CSI
TC 0.77
BG 0.31
B 0.31
(Matrix)
FORCES (Ib) - Maximurn Compression/Maxim-urn Tens -ion
T im HO R D 1- -0/ 1 , - =-652/8, ` =- /O F - =;-10 /O t - = - 04/
BOT CHORD 2-7=-59/41416-7;-_0/0
FBS -7--380/104, 4-7=-152/53, 5-7=0/51 0
7-1-1
-1-10
DEFL
in (Ioc)
J/defl
SPF
OF 1.5117
-0.0 2-7
>999
4
SPF
1650F 1,5E
>7
X
4
SPFStud/Std
n/a
REACTIONS (lb/size) - /Mechanical, 2=61710-5-S
Max Hort 2=1 760o2d case 7)
Max UpIlf# ==47(load case ), =-1 (load case 7)
Max Gray 6"441 (load case ), = 14(load case
CSI
TC 0.77
BG 0.31
B 0.31
(Matrix)
FORCES (Ib) - Maximurn Compression/Maxim-urn Tens -ion
T im HO R D 1- -0/ 1 , - =-652/8, ` =- /O F - =;-10 /O t - = - 04/
BOT CHORD 2-7=-59/41416-7;-_0/0
FBS -7--380/104, 4-7=-152/53, 5-7=0/51 0
7-1-1
-1-10
DEFL
in (Ioc)
J/defl
Ud,
Vert(LL)
-0.0 2-7
>999
240
Vert(TL)
-0.14 2-7
>7
180
Hor (TL)
0.00 6
n/a
n/a
BRACING
TOPCHORD
BOT CHORD
0-10-6
Scal
1 --
Tue Nov 29 13-.31:39 2005 Page 1
PLATES
MT20
� i
1 &
197/144
Scale - 1 ,24,4
Structure[ good sheath'Ing directly applied or B-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTE
1) Wind F 7-98; 0mph; h= ft; T [ L= . p f; B L--4. p f; Category ll Exp ; enclosed; MWFRS interiorcry ; Lomb
DOL=1, plate grip DOL=1.33 � 5 r
T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp,
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of resin roof live Coad of 20,0 psf or 2.00 times flat reef lead of 35.0 psf on overhangs
non-conc rrr nt ith ether Ir loads.
� �
Provide adequate drainage to prev rpt eater ponding,
Is truss has been design d for a 10. 0 psf bottom chord li e foa f non cc nu, urr nt with any other We loads.
Ref r to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of tress to bearing p l ate. able of rith t n dii n 4 Ifs uplift at 4oi nt and 1
joint Ib uplift at
This truss is designed in accordance with the 2003 International Residential Code sections 850..11.1 and B802.10.2 and referenced
standard ANSIrTPJ 1.
LOAD F() Standard
'Jou Truss
Q655B M3
STOCK COMPONENTS -IF, Idaho Falls, IC_8 40 a Robin
I.,
Truss Type
MONO TRUSS
4--1
4--1
t
Ply
REX./H I DD EN V LLE 'L T15/11- /EJ(I0)H
2 Job Reference (cptl�rral�
x.200 s Feb 11 2005 MiTek Industries,
N Me
1.5x4 I'
3
3x4
4--1
2x4 % I
4--1 3.9.4
s
T+LL
35.0
Root
row= . )
TDL.
8.0
BOLL
0.0
B D L
8.
LUMBER
TPHRD
IST CHORD
WEBS
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress lncr NO
Cade IR 0 ITPI 0
4 SPI~ 1I= 1.F
DF No
4 SPF Stud{Std
REACTIONS (Jhlsize) 1 a1207/9-5- , 4-1 07/Mechan icaI
Max Horz 1-1 (load case 7)
Max Uplift1--8 load ca 7), 4n=-1 4(load case )
M ax G ray 1;--- 1(load case ), =1 8 (load case
FORCES 0b - Maximum Compression/Maximum Tension
TOR CHORD 1-2=:;;-1 596/73, 2-3---152/66, -4=-1 79139
BOT CHORD 1-5=-156/1295i 4-.S=-156/1295
WEBS 2-5=-62/10384 558/188
TE
CS]
TC 0.23
BC 0.29
WB 0.31
(Matrix)
DEFL ire Io) i/dfl
e rt(L-) 0..01 1-5 >999
Vert(TIL) -9,92 1-5 >999
Hcrz(TL 0.01 4 n/a
4x4 _
L
nc, Tue Nov 29 1 . 1,40 2005 Fags 1
Lel d PLATES
40 MT20
180
n/a
Weight: 79 ]b
RIP
197,144
Scale, 112 -mi I
BRACING
T P HOFS L Structural wood s Death i rig directly applied or -0-0 oc purlins, except
end verticals.
BOT H RD Rigild ceiling directly appli' d or 10-0-0 cc bracing.
1) 2 -ply truss to be connected together with 0.131', ," ails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
'Fabs connected as follows: 2 x 4 - I row at 0-9-0 oc.
SII loads are ons[dcr d equally applied to all pliest except if noted as front (F) or back (B) face in the LOAD CASE
ply connections have been provided to distribute -only I� CASE(S) section.
p ��I noted � �F� �r ���, u�� �t��l� indicated.
Wind: ASCE 7-98; 0mph- h= ft; T DL_=4.8psfr B DL�4_8p f; Category II; Exp; ncla ed; MWFB. interior zone; Lumb r
DCL=1.33 plate g r-lp [ L.= 1.33 .
4) TOLL: ASCE 7-98, Pf-35.0 p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow load's have been considered for this design.
This truss has been designed for a 1 O.O psf bottom chord lave load nonconcurrent with any ether live loads.
Refer to girder(s) for truss to true connections.
8) Provide rn chanical connprflnn th Mthcrs� r%f t t k
Ply to
joint rUss %J C%21 n PI�t� apcible o i withstands rig do Ib up I ift at joint I and 164 lb uplift at
This true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1
and R80.1 G.2 and referenced
standard AIS I J P 1 1.
10) Girder carries tie -ire span(s): 10-8-0 from 0-0-o to -o-o
LOAD CASE(S) Standard
1) S now: Lurnb r icer a s=1.1.1 Plate Increase= 1.1
Uniform Loads (plf)
Vert: 1-4=-231(F=-215), 1-3=-86
AccuTerm
2000
Screen
Print
Carolina
X
Holdings, Inc T---L,-end Applit'
4:20:27 PM 29 Nov
7 7 7
I �� 10
PO BOA
I Py9.u1.2000.UU00 ACCOOfJTS PAYABLE TRRDE
2 0802.01.6445,0000
TRUCK TAXES &LICENSES
3 0803-01.6445.0000
TRUCK TAXES &LICENSES
34 10/27'05 501521
IfJ TC102705
OQG
Name; TETON COUNTY Reference: 805.PLATE RENEWAL
1 8999,01.2000.0000 ACCOUNTS PAYABLE TRADE
f) A rl rl r- ft I F" A A r A OnL
108.50
284.30
392-80
392.80
W i I .
WM
2