HomeMy WebLinkAboutTRUSS SPECS - 05-00467 - Tyler Fillmore-SFRTruss
U
cuss Type
- - -
ROOF TRUSS
NTS4F, kdaho Fabs, ID 83403, Eric
.
5 1 1
6.20E s Feb 112005
REX.,diIDDE N VALLE LT17111 EJ 1 )H
j Jake Reference (ol
iTek {ndustries, inc.
ional
n Nov 14 '10;57:31 2405 Page A
- �1 3. 1 - 1
-1 &10-3 6-3-1
Scale = 1 -W54.
1.5x4 11
5x8 =
.5x4 141
&�3 6-10.3 &10-3 6-3-13
Plate_MY): [?:04-14 End [6:0-1-14,Edgel,, [9:0-4-050-3
LOADING (psQ
TCLL 35.E
(Roof mow=35.€1;
TCflL 8.(1
BCLL 0.0
gCDL 8.4
SPACING
P"es Increase 1.15
Lumber Increase 1.1
Rep Stress Inr YES
Code II0
LUMBER
TOIL CHORD 2 X 4 SPF 1F 1E
SOT CHORD 2 X 4 SPF 166OF 1.6E
BS 2 X 4 SPF Studd
CS]
DEFL
in (loc)
Eideft
I.ld
TC 0.79
Vert(LL)
-0.08 S
>999
240
BC 8.37
Vert(TL)
-0-15 8-9
X893
180
VM 0,89
Hoa(TL)
4,07 G
n!a
Na
(Matrix)
REACTIONS (Iblsize) 2--1417/0-3-8, 6=1417/0-3-8
Max Horz
=1417/0- -
i-Iorz -177(7 d case )
MaxU pli ='-1 I ad case 7), =-1 (load case 8)
MaxGray2=1743(load case ),6=1743(load case )
PLATES
MT20
Weight: 96 }b
In
M
C)
GPJP
1971144
Structural wcod sheathing dirty applied or 4-1-3
urf in .
rigid ceiling directly appliedor 110 bracing.
FORCES (lb) -1' Maximum mp s i r Maimam Tension
TOP CHORD 1-2=011-61, =- 1 V -13U/121 q 4-6=43W121, Ab --2168/9096-7=0/161
BOT CHORD 2-10=-69/1681, 104911681, =-2116819 =-2J"1681
WEBS 10012323 3-9=-M/1053 4-9=11V7179 5-9=498/110% 6-8=0/232
NOTES
1 Wird: ASCE a 90mph; hl 1f; T DL . sf; BGDL=4.8psP, Category 11; Exp ; enclosed; MWFRS interior
zone; Lumber €301-=1.33 plate grip 1=1..
2) TOLL: ASCE ; Pf=36.0 psf (fiat roof snow); Exp Co, Fully Exp.
3) Unbalanced no loads have been considered for this design.
4) This truss has been designed for grater of twin roof live load of 17.0 psf or 2.00 tn*s flat roof load of 35--.0 psf
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bou rn chord live load n n on urr nt with any oar live loads.
6) Provide mechanical connecUon (by others) of truss to ging plate capable of withstanding 159 Ib uplift at
joint 2 and 159 lb uplift at joint 6.
7 This truss -is design in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSMI 1.
LEAD CASES) Standard
Job
X25
i_
STOCK
I
COMPONENT
ONENT
Ln
_0�
Truss i runs Type
~d
AlG ROOF TRUSS
4F,Idaho Falls, ID 83403, Eric -
oty Ply Rrx.,".aDENVALlEYL71711't41EJ91DjN
.lab Reference (optional)
6.200 s Feb 112005 AAiTek Industries, Inc. Mon Nov 1410:57:33 2005 Page'!
- 12-2-0
1-
`i = 1:54.5
U4
H
.26 Z5 24 ZJ zz z 1
5X5 =
24-4-0
24-A-0
Plate Omits (X,,Y): J : 4 , Edge] , [14:0-1 ,Edge] [21:0 - - 5 -
u 1w 1b If 1
t
LOADING (ps#]
SPACING
2-0-0
CSS
C}EFL
in
Qoc)
Udefl
Ud
PLATES
TGLL 35.0
Plates Increase
1.75
TC 0.72
Vert(LL)
-0-13
15
nIr
120
MT24
(Root Snovn►=35,0)
Lurr�ber Increase
1.15
BC 0.32
Vert(TL)
-0.14
15
Nr
90
TCQL 8.0
Rep Stress Incr
NO
W6 0.21
HorzL
0.00
14
nfa
ala
L s Code I C20 " I (Matrix) Weight 11 lb
e
- --- -_ --- a -
ph
4 SPS' 1F 1.51E
4 SPF 1F 1E
4 ,SPF to Std
GIMP
°197/114
Structural cK)d sheathing directly applied or
purlins.
Rigid i ceiling directly applied or 1 bracing.
E TI N (IbIsize) 2= 9 4-4 , 21=178124-4-0,22=203/24-4-0.23=206/24-4-0924=197f24-4-09 25=233124-4-01
=103124-45 =203124,19=061244-0, 1=197124-09 1733/2449 1=103124-4-09
14--399/244-0
Nbx Hor
4=399 4-
1 -Ir =-177(Ia case )
Max U plift2=40 (load case 7 g 2 2= (load case ), =-43Qoad case ), 24= (load case 7)
= 1 Poad czase 7), -1 713(load case ), 20=- 1 fload case , 1 9=44(l se 8),
IS =-33 (load case ), 17= 1 Poad case 8),16=-'17 (load case , 14=-1'1 (load ca se 8)
Max Grav 2=583 (load case ), 2 1 = 1780oad case 1), 22--308 load case ), I case ),
24=2860oad case ), 25=3430oad case , 26-1 38(load case , 308(load case ),
1 9299 (kod case ,1 = (load case ), 1 7=343 (Ia case ,1 = 1 (load case 3),
1 4=9(lod case 3)
FORCES (lb) - Maximum Compression./Iftximum Tension
TOP CHORD 1-2=01169,2-3=-152J119, 3-4=-1201109,4-5---921110, 5-8=-89/108,6-7=-99/126,7-9=461146,
8-9=-951140,940=-891105, ■ ! 11 0_1 11 x 49164, 1 -1 ' 4 9 11 i -P1 1 � 13-14=-1301619 1 -15=0 159
BOT 1�F I i � =-1411 1 1. l 241 = 1 411 23-24=-141124,22-23=-14/124,21-22=-W124,
0-21= 14/"124, 1 - 0--141124, '1 4 r-141"1245, 17-1 -141124,1 1 441124, 14-16=441124
WEBS 8-21=44610, 276/537
26616145-24---2611565 4-26=48V689 .. 4 97/78519-20=-2761509
10-19=-266/62, -111-261/56}1i"8, 13-16=-197178
NOTES
1) Wind: ASCE 7M; 0mph; h= 1t; T [ =4. p f; DL=4.0psf; Category IN Exp ; enclosed; QRS interior
zone; Lumber DOL=1.33 plate grip DOL=1
2) Truss designed for wind loads in the purrs of the truss only. For studs exposed to end (normal to the Vie),
see MiTek "Standard Gable End Detail"
3) T LL: ASCE 7 ; Pt --36.0 p (flat root snow); Exp Fully Exp.
4) Unbalanced snow loads I considered for this design.
orytinued on page
.lab Truss
,
05625 Al G
M
fruss _gip --
w_ 201 a tt
STOCK COMPONENTS4F, Idaho s', ID 8UO3, Eric
.2
I 1 1
F E .CHIDDEN L..LE LT17111 EJ91D)H
r ! Job Deference (optionai
112005 I iTek Industries, Inc. Mori
14 10:57:33 2005 Page
5) This toss has been designed for greater of mien roof live load of d.0 p f or 2.00 tip Ut roof load of 36..0 p f on overhangs non -concurrent
with other live loads.
6)'Tbis mss has been designed for a 10.0 f bottom fiord live load nonco Curr nt with anyother lave load
7) AM plates are 1.5x4 AMO unless others indicated.
8) Gable req ui res continuous boffom chord bearing.
9) Gable studs spaced at -0 oc.
1. ) Provide nwhanical connection others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint , 33 1b uplift. at joint 22, 43 Ib
uplift at joint 23,33 lb uplift at joird , 1 ]b uplift at joint 25, 178 lb uplift t j i nt 26, 31 lb uplift at 0 -Int 20,44 lb uplift at joint 1, 33 lb upliftat
joint 18, 61 Ib a plift at joi nt 17, 178 lb a p1 ift at joint 16 a nd 113 lb u p111t at joint 14.
11 This ,ss is damned in accordance with the 2003 Intemational Residential Code dons F602.11.1 and R302.10.2 and r f r nced standard
ANSA ! , i I,
LOAD CASE(S) Standard
Job
Tress
f
1 uss Type
FF TRUSS
STOCK COPONENT —IF Idaho Falls, ID 834,03, Eric
1
LO
1
I
Ply
03
REX.. u .0JDENVALLEYLT17111 41E J9 I D)H
J t � Job
Reference (optional)
8.200 s Feb 112005 MiTek Industries, Inc. Mori Nov 1
K
0:57:
Page 1
Scale = 1:50.7
5x8
3x8 11
7
8x8 —
i
Plate Offsets.#
[1-.0-3-1550-
?Ao [
(lac)
Udefl
704450 _.._... _..
VentE.Lj
LOADING (psQ
9-8
P
240
1
TOLL 35..0
1-8
Plates Increase
1.1
TC 0.67
(Root n: r=35.0)
5
Lumber Increase
1.15
BC 1.00
TCDL 8.0Rep
Strom Inr
NO
'B."
ALL .
Code I C2 002
(Matrix)
:CDL 8.0
_
LUMBER
Top H I2 X 4 SPF 165OF d,
BOT CHORD 2 X 6 DF 180OF 1.6E
WEBS 2 X 4 SPFStud/Std *Excepts
4 SPF 165OF 1.5E
REACTREACT10NS Oblsize) d= M 9 5 2910
Max Horz d=d case )
Max li#tl= 17(l d case ), =41 load case )
Max Gray 1= 9 (ld case ), 5 39(load case )
561
3x8 II
17-1
❑EFL
in
(lac)
Udefl
Ud
VentE.Lj
-0.19
9-8
>999
240
Vert(TL)
-0.32
1-8
X995
180
Horz(TL)
0.08
5
nla
rola
'a
Mo7offWa =@-L
01
0 C I I to]
FORCES 1b) - Mamnum Cornpression./MaximumTension
TOR' CHORD 1-2=-75831694,2-3=-4710[486,34=-4707/486,4-6=-72021649
T CHORD 1-9---6091641558-9=-60916415,,7-8=-609/6416,6-7=-4M6036,SVO
BS 2-8=-183123169
2-7=-30841357,3-7=-391/4146,4-7=-2632/310,4-6�-137/1884
PLATES
MT20
Weight: 229 I
W
r
GPJP
1971144
Structural, wood shaming dirty applied or 4 oc
purlins.
Rigid ceiling directly applied or 10 oc bracing.
NOTES
1) 2 -ply trus s to be coned tog ether with 0.131 "" Nails as Mows:
Top chords connected as follows= 2 X 4 - I row at .
Bottom chords connected as Ilow- 2 rows at 0- .
Webs connected as fbilows:4 -1 row at 0 .
2) All Toads are considered equally applied to all. plies, except if noted as front F) or back ) face in the LOAD
CASE(S) section. Ply to ply connections have been provided to di tri bate only loads noted a (F) or ),
unless otherwise indicated.
3) Wind: ASCE ; ph; h= ft; T DLA, sf, l3C_DL=4.8psf, Category ll; Exp ; enclosed; MMRS interior
zone; Lumber DOL --1.33 plate -grip DOL --l.33.
4) TELL, ASCE ; P#36.0 p f (flat roof snow); Exp ; Fully Exp
5) Unbalanced snow loads have considered for this design.
6) This truss has been des i ned for a 10.0 p f bottom chord sive load nonconcurrent with any other live loads.
Provide mechanical connection others) of tnuss to bearing plate capable of withstanding 617 lb uplift at
joint 1 and 415 Ib uplift at joint 5.
8) This truce is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
C0WaeV&p*Letgrenced standard ANSVWI1.
Job
T
TruI s russ Type.
A2 A00FTRUSS
4F, Idaho Falls, ID 83403, Eric
-T
Qty Ply 1kEX,-,,-i1DDENVALLEYLT1 7111-4/EJ91D)H
2 Job RefemnSe o
6.200 s Feb 112005 l iT k Industries, Inc
NOTES
9) G ird er carries fie4 n s pan ): 24from t -1 12-6-8 from 3 -1 to 244-0
LOAD CASE(S) Standard
1 Snow; Lumber 1 crease=l.1, Piste I ncrease= 1. 16
Unite Loads p1
Vert: 1 = ,- = , 1 = 1 =- =-275(F---269)
: 2005 Page
Froro
sr..
Truss
a
1'russ Type
ROOF TRUSS
STOCK MPONEW-I F, Idaho Falls, ID 83403, Eris
1
L0
M
I
MITI,
EM
I
6.200 s F
4x5 MMMEW
IQ
Ply
I
i ,E .tHIDDENV LLRE 'LT1711'1 EJ [[ )H
--j 1 Job Reference (ovfional)__
11
2005 MTek Industries, lnc� Mon Nov 14
10:57:35 2005 ... mage 'I
Scat = 1:25.4
"-
5
Plate Offer il_[Z.-0-1 - ,E ], J4-.0-1-7,EdgpJL______...
LAIN ps
TELL 36.0
(Roof n .)
TDL 8.0
SCLL 0.0
BCDL 8.0
SPACING
Plates increase 1..1
Lumber Increase 1.1
Rep Strom Inr YES
Code I1 C2 0 [200
CSI
TC 0.77
BC [1.33
VIfB 0.10
(Matrix).
TEFL
in (Joc)
Ildefl
L!d
PLATES
Vert(l1)
0.04 4-6
X999
240
MT20
Vert(TL)
0.03 "
>sss
180,
Horz(TL)
0.01 4
rUa
nfa
LUMBER BRACING
TOIL CHORD 2 X 4 SIF 1650F 1 E TOPCHKM
FOOT CHORD 2 X 4 SPF 165OF 1 ZE
WEBS 2 X 4 SPF Sid BOT CHS
REACTIONS (lb/size) 2=685ffl-5-814=G85lU-5$
Max Horz 2= 72(Ioad case 5)
Max Uplifl'Z=-'l24(laad case 7), 4=-124(ioad case 8)
Max Grav 2=908(Ioad case 2), 4=908(load case 3)
FEES (Ib}) - Maximum mpr -lo ximum Tension
TOP CHOIR 1-2--011629 2-3=676/68134=47615%4-6=01162
BOTCHORD 2-6=-55/370,4-6---551370
WEBS3-4=431188
GFUP
197x`144
Strixftural wood sheathing directly applied r -0
purlins,
Rigid ceiling directly applied or c bracing.
NOTES
1 ) Wind: ASCE 7 mph h =; TCDD . pf, 13DL. psfCategory II ; Exp enclosed; MWIFRS i rr
zone; Lumber COOL=11* plate grip DOL --1.33.
] TOLL ASCE ; Pf--35.0 pest (flat roof snow); Exp Q Fully Exp.
UnbalancW snow Toads have been considered for this deskn.
4) This truss has been designed for greater of min roof live load of 17.0 f or 2.00 tires flat roof load of 36.0 psf
on overhangs non -concurrent with other five load&
] This truss has been designed for a.10.0 p f bottom chord live load nonconcurrcnt wig any other five loads.
6) Provide mechanical connection off) of truss to ging Mate capable of wtthstanding 124 lb upfift at
joint 2 and 124 Ib uplift at joint 4.
7) This truss is designed in accocclance with the 2003 Intestional Residential Code scions R502.1 and
8802.1.2 and referenced standard ANSMI1.
LOAD CASE(S) Standard
LO
1
1
s
Job ' Truss
B1
STOCK C1 IP NE1 T 4F, Idaho Falls, I
1
i russ Type
ROOF TRUSS
103, Eri «
Qty Ply E .s iDDENV LLEYLT 171i 141F.J i )H
z Job Reference (optional)
6.200 s Feb 112005 iTek Indust, Inc. Mon Nov 14 10:57:37 2005 Page 1
a
Scale = 1:25.4
illm
Plate Offsets (X,)(): 12�Q-1_4,,Ed 10.0 -1 , Edcij - - _ _.-•- �-
LOADING (psf)
TCLL 35_El
(Raaf Snav►r-35.0)
TCDL 8.4
BCLL 0.0
BCOL 8.0
LUMBER
TOP Hl
BOTCHORD
OTHERS
SPACING
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress In er NO
Code IRC2003ITP12002
SPF 15F 1.5E
X 4 SPF 1F 1E
4 SPFStud/Std
GSi
TG 0.72
BC 0.31
VM a.a7
(Matrix)
DEFL.
in
(Ioc)
Udefif
11d
Vert(LL)
-0.74
7
nIr
720
Vert(TL)
-0.16
7
Nr
80
Harz(TL)
0.00
fi
nfa
Na
RAC, l
TOP CHORD
V*
PLATES
MT20
Weig ht 37 lb
PJP
197/144
Ln
Li
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
Rigid ceiling directly applied r 10-0-0 bracing.
I EATl 1' (Iblsize) 2=396/10-", 6=396110-0-0,9--193110-0-0, 10=196/10 , 8196110
MaxH or =-711 case 6)
MaxIdplif =_1l load case 7),, =-1 7(1 d case ), 1 =4 (1 case , =-1 1 d case 9)
Max Gray 2=591 Poad case 2), 6=59 1 Poad case , =194(1 oa d case )., 10=291 (load a .
8=291 (load case 3)
FORCES lh Maximum ssi r Maxhmm Tension
TOP CHORD 1- 115 9 -=-1d 1, -4=-9417"1, 4 =- , =-144/61, -7=011
BOT CHORD 2-10=0 , 9 4 0170, -9!0170, 0170
BS 4-9---141105o 1-3041659 5-8=-304154
NOTES
1) Wind: ASCE 7 90mph; = ft; T . P f; BCDL7-4.8pA Catwpry It Exp C; enclosed; QRS interior
zone: Lumber DOL=1_33 plate grip [ L=1. .
2) Truss designed for wind meads in the plane of the toss only. For studs exposed to wird (normal to the face),
see l4 iT k ""Standard Gable Erol Detail"
3) TOLL: ASCE 7-98-- P1=35.0 pf (flat roof snow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of rain roof live load of 17.0 p f or 2.00 times flat roof load of 35.0 P f
n overhangs non -concurrent Vrth other live loads.
6) This truss has been designed for a 10.0 psf morn chord live load n nc ncurrent with any other live loads.
7) Gable requires continuous bottom chord tearing.
8) .Gable studs spaced at .
9) Provide nwchanic al connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at
joint 2,137 lb uplift at joint 6,128 Ib uplift at joint 10 and 1 lb uplift at joint B.
10 This truss is design in accordance with the 2003 International residential Code scions R602.11.1 ars
R802.10.2 and referenced to ndar ANSVMI 1.
� 01.1.1 1XIfIS1, 50JEF, F1741
Truss
i'iruss Type
ROOF TRUSS
STOCKP NENT 4F# Idaho Falls, ID 8=3,Eric.
�7
O
a
I -
E ,iHI EI LL LT171 1 J 1D) " t..-��
1 I Job Reference (off
6.204 s Feb 112005 Mitek industries. inc.
4-&14 3-114 1
4x4
ivnal}
Mon Nov14 10:57:38 2005 Page 1
3x6 11 4x6 ` 3x1 2 11
Plate Offsets (a■ [1h.0-4-0,0-1-111,[8:0-6-0,0-6
LOADING (psi
TOLL. 35.0
(Roof Snovr--35.0)
TOIL 8.0
BCLL 0.0
DL 8.0
LUMBER
P i
BOTCHORD
;PIIS
Plates Increase 1.1
Lump Increase II
Rep Stress Ir NO
Code IRC200317PI2002
SPF 1F 1.6E
X 8 DF 196OF 1.:E
4 SPF ltd *Except
CS!
TC 0.37
BG d.5$
VIfB 0.92
(Matrix)
TEFL
in (Ioc)
1/d eft
Ud
i * iWPM*
-0.08 6-7
X959
240
Plate Offsets (a■ [1h.0-4-0,0-1-111,[8:0-6-0,0-6
LOADING (psi
TOLL. 35.0
(Roof Snovr--35.0)
TOIL 8.0
BCLL 0.0
DL 8.0
LUMBER
P i
BOTCHORD
;PIIS
Plates Increase 1.1
Lump Increase II
Rep Stress Ir NO
Code IRC200317PI2002
SPF 1F 1.6E
X 8 DF 196OF 1.:E
4 SPF ltd *Except
CS!
TC 0.37
BG d.5$
VIfB 0.92
(Matrix)
TEFL
in (Ioc)
1/d eft
Ud
Vert(LL)
-0.08 6-7
X959
240
Vert(TL)
-0.13 S -T
X999
180
Harz(TL)
0.02 6
nla.
Na
6 i 8j
REACTIONS Ob/size) 1=9310-6-81 6=49414-6-8, 9=B551f0-6-8
Nkax Harz 1=147(load case B)
Max Upiift1--78a(load case 3), 6= -6D6(load case 8), 9=-656(1oad case T)
Max Grav 9-Z85(load case 2), "175(Ivad case 3), 9--655'!(load case 7)
PLATES
MT20
Scale ; 1:46.5
Weight: 2371b
GIMP
1971144
Structural wed sheathing directly applied or6-8-14 oc
purlins.
Rigid id cei directly applied or bracing.
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=4161692, 2-3=-79/6385 -4=-8261160, 4-6---104611339 =-6160159 !
BOT CHORD 1-1"0-751222, -1-67529 =47/141, -=46V519 _-46216173
''SBS -10=-2991759 2-9=-33111957 3-9=-4482146413-8=-387139979 =-10716269 =-521416841
5-7=-451i4754
NOTES
1) 2 -ply truss to be nnected t ear with 0.131 Y* " NaiIs as fol lows:
Top chords conm0ed as follows; - I roar at .
Bottom chords connected as follows: 2 X 8 - 2 rows at 0-
ebs connected as l[o s: 2 X 4 -1 row at G
2) All leads are considered equally applied o all plies, except if rimed as front (F) or back (13) face in the LOAD
CAS8 section. P ly to Ply c nnecb ons have lin Provided to distribute only loads noted as F) ),
unless otherwise indicated.
3) Wind: ASCE ; 0mph; h= ft T DL . Pst; L- . sf-, Gategor 11 Expo ; enclosed; MVVFRS i ri r
zine; Lumber DOL --1.33 plate grip DOL=1.33.
4) TCL ,: ASCE 7'M; Pf--36.0 psf (fat roof snow); Exp C; Fully F„p.
S Unbalanced snow toads have been considered for this design.
6) This truss la s been d s q rn d for a 10.0 Psf bottom chord live load nonconcu rrent with a ny other I l e loads.
1) Provicle mechanical c nne iothers) of truss to bearing plate capable of withs irrq 180 lb uplift at
joint 1, 506 lb uplift at Joint 6 and 656 1b uplift at joint 9.
Conti n u d on page 2
Job
Truss
1
i cuss Type
IX'6 ;
Idaho Falls, ID 83403, , Eri
CCxtty Ply FtEh.t .AC7flEMfAL.LEYLT171'! 1 AlE.f91D)-I
L� Jab Reference {oE
6.200 s Feb 112005 MTek Industries. lnc.
n Nov 14 10:57 38 2005 Fuge
NOTES
8) This .i designed in accordance wig the 2003 International Residential Code moons R602.1 1.1 and R302.10.2 and referenced stanand
NSI 1.
9) G it d er camas tieAn s pa n �: 34from 8 -11 to 20-6-0; 3-6 -8 from 0 -0 t -11
LOAD CASE(S) Standard
1) Snow: Lumber I nr x=1.11 , Ptate l e r ase=1.1
U nikm Lis (pl�
Veit: -436, 4-6=-869 1-9=-41(F=-2,5), 6-9=-820(F=-804)
MIT
Truss
1
i mss Type
RAF TRUSS
STOCK COMP NET 4F, Idaho Falls, IIS 83403, Eric
4-10-11
Qty Ply 1 RE X.1 .—liDDENVALLEYLT Ill l J 1D)H
e
_ I Job Reference (optional)
6.200 s Feet 112006 MT k Indust, Inc. Mori Nov14 10:57:40 2005
4x8 =
4-1 CA1
Scale = 1:46.x'
e—T, M16JV Sam 1 E i1%.F -W %J
5x8 Ommodw
-10-11
4-10-'x.1
PWe Offsets (XY):
X2.0 ., Edge],
L611-1- ,Ed � 1
L ADRJG
TALL 35.0DE�
SPACING
CSI
y �n(loc)�d�
d
PL P'
(Roof noI
PWes
PIncrease 1.1
T
' (LL)
0.06
4
240
MT '19711
TSL
Lumber 1.15
SC 0.39
Vert
0.04
2-14
>999
180
BOLL 0.0
Rep Strom In r NO
Wa 0.6 1
H rz(TL)
0.01
13
n1a
BCDL 8.0
Code IRC2ITP120
(Matrix)
'weight. 99 Ib
LUMBER
TOP CHOIR 2 X 4 SPF 166OF 1.6E
BOT CHORD 2 X 4 SPF 165OF 1.5E
"BS 2 X 4 SPF Stud
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/size) =66810, 13=9231124DAt
=2011 ", =5611
Max H rz =-149(1 d case )
f
T I li
f u r l wood sheathing direcfiy applied or
purlins.
Rigid ceiling directly applied or 64-0 oc bracing,
Except:
104-0 oc bracing: 2-14,13-14.
10=316/12-0-0,6=426112-"g 1 111 311=35112-0-0,
Max Upfi==427poad case 7), 1 =-64(1 d case 7),1 - (load case ), 6=468(load case ),
=41 case 9)
R4ax Gray 2=979(load case ),1 =10 (I d case , 1 = 96(load case ), = 1 case ,
12=39 Poad case )a 11 =7 30oad case , 9=93 (load case 9),13=90 Ooad case .
FORCES (lb) Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/162, =-7201569 34---32/3189 4-6=-16612079 5-6=-2891935 6-7=01,169
BOT CHORD -14= / 1., 1 -1 -691461, 1 -1 =-63 , 11 1 , 10 - "1= , -'1 =-63195, _ PM,
---453195
WE13S 3 -140/196,3-13=-724174,j 4-13=-633 43 6-13=-130 , 5 -1 0=-587176
NOTES
1 %M rid. ASCE ; 90mh; h= ft; TC DL . Pst, CI L=4. P f a + . fir 11; Expo ; enclosed; MWF FSS h9eri r
zone; Lir DOL --1.33 pate grip~ COOL=1,33.
2) Truss designed for Wind toads in the p4ane of the truss only. For studs exposed to inn (nonnal to the f*m,
see 1 Tek "Standard Gable End tail"
3) T+LL: ASCE 7-98; Pf. .P' (flat roof .snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for th design.
5) This truss Inas been desigred for greater of min roof live load of 17.0 p f or 2.00 fig flat roof load of 36.0 psf
on oas non -concurrent with mer I ive ids.
6) This fuss has been design for a 10.0 psf bottom chord live ked n noncrr of mfflh any mer live loads.
7) All pies are UM VU0 unless othemise indicated.
9) Gable studs qmced at .
Job
Q5625
CK C
Truss
CIG
ROOF TRUSS
TSF, Idaho Falls, ID � a
Ply
1 1 1
6.200 s F
RE7C.rH1DDENVALLEYLT17!11WfJ9#QjH �
Jab Reference
1 2005 MiTek Industries, Inc. Mtn Nov 141Q:57:44 2005 Page 2
NOTES
9) Provide mechanica Fconn n (by oars) of truss to bearing plate ca pablef withskand ing 127 Ili uplift at joint 2, 64 lb u pfift at joint 13, 75 lb
uplift at joint 10, 158 lb uplift at joint 6 and 127 lb upfift at j6int .
1 This truss is designed in accordance With the 2003 Itl Residential Gode sections 8502.1 1.1 and FW2.10.2 and referenced standard
ANSVIPI1' .
LOAD CASE(S) Standard
jobs . Truss i runs Type
X25 CRI FF TFUJSS
STOCK COMPONENTS -IF, Idaho Falls, ID , Ed
I
3
io
Ply REX., niDDENVALLEYLT17111 41EJ91DjH
1,
Joh Reference (optional)
6.200 s Feb112005 MiTek Industries, Inc. Mon Nov 14 10:57-.40 2006
-2-15 11-3-0
215
Page 1
5x6 .Scale= 1:29.9
01
Asia Offsets (XY): [ [4:0-3-4,Edgel
1.5x4 11
TOLL
3�.D
SPACING
1-0-0I
CSI
DEF�.
{Roof Sno►+��S.Q)
Plates incase
1,15
TC 0.78
Vert(LL)
TCDL
�•�
Lumber Increase
1.15
BC 0.x#0
Vert(TL)
BCLI.
�.�
Rip Stress fnGr
NO
WB OA9
Hc�rz(TL)
BCDL
8.4
Code IRC2003li'Pk2002
Matrix)
LUMBER 13111ACING
TOP CHOIR 2 X 4 SPF 166OF 1-5E TOPCHORD
130T CHORD 2 X 4 SPF 165OF 1.5E
'EBS 2 X 4 SPF StudlStd *Exch BOT CHORD
W3 2 X 4 SPF 165OF 1.5E
REACTIONS (Iblsize) =776/Ichar 1, =40010-4-1
Max Hou 2=159(load case 7
MaxpI K=. 141(fid case 7). lel c 7)
Max Gray 6=8970oad case , = (Wd case )
FORCES (l b) - drum Compression/Maximum Tension
TOP I -I I 1 =0,83, =-809.0, A= , 4 =-19/0, 4 =ASV14
BOA` CHORD 2-7=-831719, =-83,71
VVE13S 3-7=01137,3-6=-698f74
7
in (I I/d fl L/d PLATES
0.06 -7 >999 240 MT20
0.07 -7 >999 180
0.01 6 n1a
Weight: 44 Ib
GFUP
197/144
Structural wood sheathing directly applied or -0
purlins, except end verficals.
Rid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wmd: ASCE ph; h=261'x; TL= .8Psf, l3CDL--4.8psf, Category 11; Exp Imo; MWFRS interior
for
zone; Leer DOL=1.33 plate grip L=1. .
2) T LL; ASCE 7-98; 131P--35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered f r this design.
4) This truss has been designed for greater of rain roof live load of 19.1 psf or 2.00 tikTm�s flat roof load of 35.0 p f
n overhangs non -concurrent wfth other live loads.
5) This truss has been designed for a 10.0 psf b ttorn chord livek)ad noncon urrent with any other five loads.
6) Refer to girder(s) for truss to, truss connections.
7) Provide mechanical connection gars) oftruss to bearing plate capable of withstanding 141 Ib uplift at
joint 6 and 4 I b uplift at joint 2.
8) This truss is deigned in accordance with the 2003 International Residential Code dons R502.1 1.1 and
8802.10.2 artd referenced standard ANSI 1.
9) In the LOAD FO section, loads applied to the face of the truss are noted as front F) or back (13).
LAAO CASE(S) Standard
Continued on page 2
Job
T
NT
_
Tru � T� y _ PI - - 1 REX.) w-nD ENVLL LTI M 14EAMH I
.
CRI ROOFTRUSS
Job Reference (optional Y
F, Ma' -ho Falls, ID 83
31 Enic
LOAD CASE(S) Standard
1) Scow: Luh In r se=1.1, Plate In r se=1.1
6.200 s Feb 112005 M iTekI rid ust6 , I roc. M on Nov 14 1 U : IAU ZUUOage 2.
Uniform Loads QW)
'rt: 1-2---43
Trapezoidal Lads _
Vert: 2=39(F=41, B=41) -to -4=4 - 4 F - , B� 76)5 __ - # =-7 - =-199(F-:- , B= -78)52=8(F=8, B4) -to -6=-37(F=45, =4
Job ..._ _ CTruss -. -- i mss Type...
Q5625 CR2 i ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, l 34-0 , Eric
Qty
_ I .. Ply
6.200 s Feb 11 206f
I
RE,i 1 NLLE LT171"11 E, 1D)
I Job Reference pti
iTek in d u stfies, Inc. Mon
-215 3-64D 6-10-1 11-M
1 3-5-0 -1 6-4-15
2AM
ILI
Platef` set Y.1,-
Y,.
w
LOADING p d
TOLL 36.0
(Roof no.)
T[L 8.0
13CLL 0.0
BILL 8.0
IS
�.
slog
5X5 4.95 1
3�a-0 �1t�1 11-30
l
:0-1-1 1,Ed o _ .
SPACING 1-0-0 SSI
Plates increase 1.15 TC 0.84
Lumber Increase 1.15 FSC 0.59
Rep Stress Incr NO 11M 0.96
Code IRG2003flFI20-02 (Matrix)
4 SPF 166OF 1.5E
4 SPF 16O11.51E
4 SPF td
WS 2 X 4 SPF 1.66OF 1.6E
REACTIONS Ihl ,ze) 7=1055/Mechanical, -- 7 - -'I
Max Horz 2=236(load case 7)
Max pli# =4 i d case 7 7 .= (I d case 7)
MaxGray i 11 (I d case ), 2=888(load case 2)
UEFL
Vert(LL)
Vert(TL)
Horz(TL)
in.
A06
-0.11
0.04
.:
I "hiff0i 101
1e:"IkBI
1
t
f 1
age
Scale = 1 :30.1
'weight: 46 lb
r C?
1P
1971144
Structural wood sheathing d i ray applied or 4-6-7 oc
purlins, except end verticals.
Reid ceiling directly applied or 1 bracing.
FORCES (1b) - WArnum Compression/Maximum Tension
TOPFI 1-1 ® "' , -10=-0183, =-114110, - =-1861 , - 6/71, - 10, -7=-6761176
BOT CHORD 2-9--4471966, "=-14911010,7-8=-N611688
WE3-9----411/68,3-8=-142180614-8=01342F 4-7=-16211266
NOTES
'I Wind ASCE 7-98; 90mpha h=it; TDL, 13ML. per, Category II ; Exp enc Id; MWFRS interior
zone; Lumber DOL --1.33 plate grip DOL=1. .
2) TOLL: ASCE 7 -98-a Pf=35.0 psf (flat root snow); Fp ; Fully Exp.
3) Unbalanced snow loads have been consictered for this design!
4 This tnass has been destgned for greater of min roof live load of 19.1 psi or 2.00 finies flat roof load of 36.0 Fsf
n. overhangs non -concurrent with, other live loads.
6) This truss has been designed for a 10.0 psi tofforn chord live load nonconcurrent with any mer live loads.
6) Refer togirder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lh UpLfift at
joint 7 and 64 lb uplift t joint 2.
8) This truss is desig ned i n ac cerda nce with the 20031 nternational Residentia I Code sections R502.1 and
R802.102 and referenced standard ANSA l 1..
9) In the LOAD F( ) dons lords applied to the face ofthe truss are noted as, front (1=) or back (B ) -
LAAO CASES) Standard
Continued on page 2
Mr.•
TOCK COM
Truss .._—�TrussType _...
ROOT~ TRUSS
Idaho Falls, ID 83403, Eric
LOAD CASE(S) Standard
1 Ste: Luh Increase ---1.16, Plate Increase=1AS
Ply
I
REX.iniODENVALLEYLT1711141EJ9[D)H
I Job Reference (optional) - --
6.200 s Feb 112005 leek Industries, Inc. n Nov 14 10:x:42 200
gage
Unikmm Loads
Vert: 1-1 -4
Trapezoidal Loads pi _ _
Vert: 1 1,, 1 - 7(F� -9 q B= -97)5
_7),6=-237(F=-97, � -t ---2420 - , 8=-99)5 2= -1(F=3518=3) -to -9=-14(F=-37 ),
9--44(F=-3,B---3)-to-8---24(F=-8, = ), 8---24(F=-8, B---8)4o-7=45(F=-18,B=-18)
LO
D1
-E-runs Type
ROOFTRUSS
Idaho Falls., ID 83403., Eric
�Lo
F . ril D 1 LL LTi 17111 EJ 1 D)H
2 fob Reference (optional).
6.200 s Feb 112005 MTek industries, Inc. Mari Nov 14
2005 Fuge
6x6
5X8
'.5x4 11
a
44
7
6x$ _
0
19 18 17 MI6 15 14 13 12 DAD
2x4 3x4 4A 4x4 U6 2x4
US I
Plate Offsets (X,)g:
_0- , .4-91, P:0-" 0_27UJ1 .0 -X15100- - ]
LOADING
TCLL
(psp
35.0
SPACING
2-0-0
�
CS!
UEFL
in (lac)
Udefl
L1d
PLATES GRfP
(Roof Snorer
-35.Q)
Plates Increase
9.15
�
TC 0.44
Vert(LL)
-0.11 1314
X999
244
MT'20 19Tf144
TCL
8.0
Lumber Increase
9.15
BC 0 �47
Vert(TL)
-0.'I$ 13-74
?939
184
BCCI
p.p
Rep Stress lncr
NO
WB 0.64
Harz[71)
0.02 10
Na
n!a
BCDL
8.0
Code IRC2003fTPl2i1��--y-
(Matrix)
Weight. 370 Ib
-.-
1
_.....
__._.
LUMBER
BRAG�NG
TOP CHORD 2 X 4 SPF 16OF 1,6E
BOT CHORD 2 X 6 DF ISI
1EBS 2 X 4 SPF ud/tid"Fp'
4 SIF 1F 1.5E
-]W, ■ 1c
REACT)ONS1 bl i e) 2=49/0-54, 17=679510-5-8 10--=8/0.43.8
Max Horz 2=1 10d case 6)
! x U pl _ -677(load case ),1 =4 144(load ca se 6),1 =450(1 se )
Max Gray 2=342(load case ) 1 (load case ).1 = (l h case )
tract r f wcod sheathing directly applied i r oc
purlins.
Rigid ceiling directly applied or - bracing!
FORCES 0b) - Maximum Compression/Maximum Tenn
TOP GHCM 1-2--0117192-3=-31611499,j - =-251/17099 4-6=-312/21145 - =-1618 95 6-7=4668/36%
74l 29.j = 179 -1047261752,10-11=0t170
BOT H ORD 2-19=4242/3987
1 =4242/987 1849=-1242/399,17-18=-1497/346,16-17=-2114/426, 1 s /3738,
14-15=499A7389 13-14---0613731.j 1 1/3928x 10-12=W-685IM13
WEBS 3-19=-241193, 1 -- W5j 4-18=-1 8 { ■ -174`-2066135495-17=-362-016869 5-16=-86914939,
-1 = M� 746---26751466,17-W-291/11965 14- 212a43=a2J1 4.j 9-13=477/1989
9-12=-182/107
NOTES
1) mss to be connected together with 0.131"x3" Nails as follows:
Topp chords conned a s follows, 2 X 4 -1 raw ..
Bottom chords connected as oIlow: 2 X 6 - 2 row -9 oc.
Webs connected as fbilows: 2 X 4 -1 row at 0 +.
All loads are considered equally applied to all plies except if noted as front F) or bac(B) face in the LOAD
CAS E satin. Ply to plyconnections have been provided to dim bye on ly loads noted a r ).
unless otherwise -indicated.
3) Wind: ASCE 7.98' h; h- ft, T L^4. f m BCDL--4.8psf-,- Category 11; Exp C; enclosed; MVWRS 'Interior
zone; Lumber DOL --1.33 plate grip DOL7-1
4) TOLL: ASCE 7-98; P 35.0 W (flat roof snow); Exp; Fully Exp,
5) nbaIanwdsnow ids have been considered for this design.
Confinued on page
it
Job Truss !'t russ Type
CM125 D1 ROOF TFUJSS
c.
STOCK COMPONENTS4F, Idaho Falls, ID 8W3, Eric
QtY PlyFREX-1W-110DENVALLEYLT 1711 ��� 1 �1�
1
.200 s Feb 11
Job Reference (optionalj__
i MiTek Industries, Inc. 'I Nov 14 10-.57:43 2005 Page
NOTES
6) This truss has been designed for greater of min roof live load of 17.0 t or 2.00 Mmes flat roof load of 35.0 p f on overhangs non -concurrent
with other live loads.
7) Provide adequate drainage to prevent water ponding.
) This mss has beendesig ned for a 10.0 psf bottom chord live load noncurrent with any other IIS loads.
9) Provide mechanical connection (by others) of m ss to bearingplate capable of withstandirmg 677 lb uplift at joint 2,11 lb uplift at Joint 17 and
450 lb uplift at joint d.
101 This t ss is desi ned in accordai awiU the 2003 International Residential Code bion 2.11i1 and R802.10.2 and referenced standard
ANSVW11
11 rider caries h ip end withend ick.
12) Hanger(s) or ether connection device(s) shah be provided sufficient to support concentrated load(s) 884 Ib down and 234 Its up at 2641)-0, and
884 Eh down and 230 Ih up at 8-0-0 on bottom chord. The designlselectian of such connection device{s} is the responsibility of others.
LOAD CASE(S) Standard
1 Ste: Lumber I ncrase= 1 1 , Plate In r '1.1
Unite Loads
Vert: 14= , 4- V�Fes), 8-11=-86,2-18=46,
Concentrated Loads (1b)
Vert: 18---884(F) 13----M(F)
1348=-200(F=484)9 10-1 =-1
Job Truss Truss Type __T*
Q5625 D10 ROOFTRUSS I
STOCK COMFON ENTS4F, Idaho Falls
, ID 83403, Eric 6.200 s Feb
I
I
5-5-14
7.00 12
5X8 mmmi"
Piy RE�_PHI�C3ENJVALLEY�T17i'#'i �I�J9tlDjH -
1
Job ReferenSe (qp!!qna1)
ek Industries, Inc. Mon Nov 141
Ulk 1.4 -.001W
4.00 F1 T
10 5A =
6x8 MT18H=
8-" 7-&13 8-3-4 644 3-&8
:4.3 20% Page 1
Scale = 1:75.0
Plate Offsets MY): [2:0-2-2,Ed 0-�E�JIO:0-54D30-2 .044D.JID-3-11
LJDAEYING (psf)
SPACANG 2-0-40 CS] DEFIL in (loc) Ud en Ud PLATES GPJP
TCLL 35.0 Plates Increase 1.16 TC 0.82 Vert(LL) -OAS 12-13 >765 240 MT20 197/144
(Roof Snovr--36.0) Lumber Increase 1.16 BC 0.89 Vert(TL) -0.78 12-13 >466 180 MT18H 1971144
TCDL 8.0, Rep Stress In YES VM 0.61 Horz(TL) 0.63 10 rVa n/a
BCLL 0.0 Code
BOLL .0.
1RC2003fTP12002 (Matrix) W61-ght: 132 lb
8
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1 5O 1.6E *Excepr TOP CHORD
T3 2 X 4 SPF 210OF 1AE
BOT CHORD 2 X 4; SPF 166OF 1.51E 130T CHORD
WEBS 2 X 4 SPF Stud/Std *Excepir WEBS
W4 2 X 4 SPF 166OF ISE, W7 2 X 4 SPF 165OF 14E
MDGE
Leftm. 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 9--.1119134-8., 2.'-1604/0-6-81 10=316813."
Max Horz 2--270(kmd case -6)
Max Uplift9=4247(bad case 2),!, =4 id case 7),1 -1260
case 7)
Max Grav 9=70(load case 7)., 2--"2069l case 2)!, 10=3168(1oad case 1)
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
Rigid ceiling directly applied or 4-64 oc bracing,
I Raw at mid pt 7-12
FORCES (1b) - Maximum G=PreSSkw0AaxkTwm Tension
TOP CHORD 11-2=01166� 2-3.0-Z48M4305 34---4759126614Z=-4580/271, "=-2814/1412F 6-7=-218711381
7-8=4111161111 -13OP2446
BOTCHORD 2-13---W4728,1243=-177t3693,1142-4117479 1041=433311U, 9-10---20711118
WYEBS 3-13---M/149.5-13=4jD/893,5-12=-1232/M, 6-12=-471197117-'12=-210/970,7-11=4399/103,
84 1 =-87r34519 8 4 C# -24W146
NOTES
1) Wind: ASCE 7498; 90rnph; h= ft; TCDL=4.8psf,' SWLam. pst, Category 11; Exp C; enctosed; MWFRS interior
zone; Lmtw DOL=1.33 ptAe grip DOL=1.33.
2)
TOLL: ASCE 7-4W; PV -35.0 p (flat root snow); Exp C; Fully Exp,
3) Unbalanced snow loads have been cocLsidered for this design.
4) This truss has b deskjned -for greater of in roof live load of 17.0 or 2.00 tis flat roof load of 36.0 psf
on overhangs non-concuffent with other live loads.
5) This tiruss ttas been designed for a 10.0 psf bottom chord lim ked noncormuffent with any other I ive kmd&
6) All Plates are 0 plates unless o#wrwise indicated -
7) Bean'ng arit(s) 2 considers parallel to grain value using ANSVTPI I angle to grain fa. Building
designers hoWd verify capacity of bearing surface,
Continued on page 2
Truss
bio
Idaho Falls,
Truss Type
ROOF TRUSS
03, Eric
Qty Ply REX.IHIDDENVALLEYLT1711141EJ91D)H
s Feb 11
11
Job Reference (0pLttonal
._L
�5 MiTek Industries., Inc. Mon Nov 14 10-.67:" 2005 Page 2
NOTES
8) Provicle mechanical conrwetion tby others) of tru ss to bearing plate capable of wfthsUnding 12471 UPI ift at pnt 9 9 1781 uplift at P nt 2 and
125 1b ujAift at joint 10.
9) This truss is designed in accordance wfth the 2003 Irdenwafional Real Ca& swfims R502.11J and .10,E and referenced standard
ANSVTPI I.
10) Uplift for first LC exceeds limits
LOAD CME(S) Standard
Job
Tess
1 truss
Type
056215
DI I
ROOF
TRUSS
T
I
E T4 F, Idaho Falls
Pate 91-se�ts�XL3�-
LOADMG (Pso TCLL 35.0
(Roof Sn--35.0)
TCC]L 8.0
BCLL 0.4
BCDL 8.0
l
P
Qty_Ply
Joh Reference (optional)
REX.miDDENVALLEYLT17111- ECJ 1D)H
io _ 6.200 s Feb 112005 I i7Ind ustries., Inc. Mon Nov 14 10:57:" 2006 Page I
7.00 72
3x6
55.14
6x8 MT1
D]
U6 IIIIII
5X$
,� O .1111
j
,F t
:0-4-0,Edgel, [12h.0-6410-341
SPACING 2-0-4
Plates Increase 1.16
LunAber Increase 1. 16
Stress Incr YES
*y W,124TATO dl
CS1
TC 0.193
BC 0.97
WB 0.64
(Matrix)
Lill
TOP CHORD 2 X 4 SPF 160F 1.6E
BOT HORD 2 X 4 SPF 16 F E
WEBS 2 X 4 SPF Stud/Std *Except*
4 2 X 4 SPF 1660F 1.6E2 W7 2 LX 4 SPF 1660F 1.5E
'EDGE
DTII(lb/size) =173110, 1=191 1
Max F!orz 2--2case ).
Max U pl i =-186(1oad case 7), -11 case )
Max Gray 2=2211 (load case ), 1 0=2254(ld case )
DEAL
in
(loc)
Udefl
Lid
Vert(LL)
-0.5512-13
>664
244
Vert(TL)
-0.89
'12-13
X448
180
Hora(TL)
0.66
10
Na
n!a
w
;AON �"1
PLATES
MT20
T1 H
Scat = 1:783
Weight: 132 lb
GPdP
1971144
1971144
Structural wood sheathing directly -applied.
Fid ceiling directly applied or oc. bracing.
Row at MW -1
FORCES (lb) - Maxknum CompresskwdMaxkrvLwn Tension
Tod it l 1-2--01165,2-3=-60431362,3-4---6336/28854-6=-5167/303,-WO/176,6-7=-2575/162,
7-8=-2127111238-9=-121372
BOT ORD 2-13=-374/6227, 12-13=-20814143,11-12---24/23059 1 41=4W479 94 OA -P-167/22
WEBS 3-13=-6331148, 6-13=-=07, 5-12=-1221119% 6-1 =;x'9/2527, 742---5171438, 74 1=-611183,
-11= 0/2486,8-10---2047f159
TF
1) Wfnd: ASCE ; 0rriph; h= ; T DL =4.8p f, DL= . psf* Category II; Exp ; enclosed,,- NWRS intenor
zone; Lumber DOL=1.33 ate grip Dol=1 ..
2) T LL* ASCE 7-98; P . p f (flat roof sem); Exp ; Fully Exp*
3) Unbalanced snow loads have been considered for this design.
4) This bvw has been designed for gamer of min goof live Ind of 17.0 psf or 2.00 tinies A# roof Id of 35.0 psf
on overhangs non-concuffent with other live loads.
S-) This mss has been diad for a 10.0 t atom dhord live load nonconcuent wig any other live loads.
6) All plates are MT20 plates unless odierwise indicted.
7) Wiring at joint(S) r2 co n iders paralld to grain value using AN SVM 1 I ang le to grai n hu la. Bu ildirr
dn
i r should very �� mocaf rin surface.
8) Provide
mechanical onion Viers) of truss to bearing plate capable of withstanding 186 lb uplift at
Coh*d"W ��pfift at joint 1.
job T
--Fruss Type
Q
Ply
REr r-�i NVALLE LT11 E I
X25 Di I
F
FP TRUSS
4
1
I Job Reference
1
(opfinal
STOCK COMPONENTS4F, Waho Falls, ID 83403, Eric
.200 s Feb 11.00 iT Industries, Inc. Mon Nov 14 10:57:44 2M Page
NOTES
9) his truss is designedin accordartce wrfth the 2003 Intemational Resideryfial. Code moons R602-11.1 and FM02-102 and rf r nmd standard
lel 1.
LOAD CASE(S) Standard
Truss
D1
r Tp
1 O's r
NT 4 F, Idaho Fal l ,, D , Eri
-24-0 1141
7.00 fTF
A
14 10;7. 0M
.1
1
4x4 =
11
5X8
iul
4x4
Scale = 1:72.2
5x12 zzz
M-1
Plate Offsets 12:0
gA
j LS; --11o _
LLQ p
TALL . SPACING �DEFIL �� (Ioc) Plate dei Lid PLATES GFUP
(Roof Snow --35.0). Vert(LL) -4.21 9-10 >999 240 MT20 197,1144
TSL 8.0 Rep Stress lncr YEs e -A2 9-10 >971Igo
BCLL 0.0 Code
VVB 0.74 Hmz(TL) 0.13 9 nja ri/a
L .(Matrix) Weight: 142 lb
LUIMER BRACING
TOPCHORD 2 X 4 SPF 166OF 1.6E TOPCHORD Structural wood sheathing directl a ied or 2-9-7 oc
SPF 1F 1E 4
YVE13S 2 X 4 SPF Studmin :.
BOT ORD old ceiling directly applied or 1 bracing.
IWEBS 1 Rcw of rnidpt 5-1197-11
REACTIONS (1b/size) =1 0 11VIechica1x 2=192110-64a
Max Horz =7(k)ad case 6)
Max M--+1load case j --1910 case 7)
MaxGray 20 1 l case)., = 23(I case 2)
FORCES (1b) - Maximum psSiNWTension
TOS" CHS 1 R2=*11 629 2-3---32t8/161!1 _27�44=.2410/1699 =-181
8/187!1 6-7=-1817/1809
BOT CFS ORD 2-12=.1.174/26773 11-12=-91/1968.9 10-11=-24/20117 94 0=-1
WEBS 342---N11126!0 -1 -91636, 541=-1 /166P 641=2911228, 1=4114/167, 7-10=-361734,
8-10---660/146
NOTES
1 Wind: ASCE ; goha ft; TCDL=4.gPSf:!'F I3C1DL=4-8PSP, Catfl kmed- mwFRS interiorzone; Luh DOL=1.33 plate glip DOL =1.33,
2) T LL_: ASCE 7.98; pfm3fi.1D psf (flat roof.EXP ; Fully EXP.
3) Unbalanced Snow 10ads have been wird for this signr
4) This ss has been designed for regi f rr n roof live f 1 . �ff r . t"�
fat f le�f 35.0 ��on overhangsn-�urrt i
other live lam&
This truss has been signed fbr a 10.0 psf boff0m ChOrd Ihm l
oad nonconcurrent with any other live loads,,,
The following joint(s) rewire plate inspection per the Tooth CountMethod
wihen this u is chosen for
quality assurarce inspection: 2 and 9..
7) Rekr to girder(s) fOr trUss tO trUSS connection&
8) Provide mechanical bion j i nt 2. of � .,
to ung pie capable of withstanding 104 lb uplift (by others
joint n tb uplift at01
9) Rlis trusS is designed in accoMance with the 2003 Intemational Residential Code sectons R602.1 1.1 and
R802-10.2 and referenced stated ANVrpt 1.
LEAD CASE(S) Standard
Job TrussQ%26 D1 � D13
Truss Type
STOCK CO PONENT 4, Idaho Falls, lb -8-3403, Eric
I
LO
t
91
5
5-7-11
10-9-14
■ i. rffo
■
17
200 s F
5-7-11 5-2-2 5-2-2 5-2-2
7.00 FIT 4 5
F4Y
1
Otis M
r E .irlibOEN1 LLE LT /11 EJ`_§
Job RefereRp ��_)
ek Industries, Inc.. Mon Nov 14 10:51:612005 Page I
5-2-
5-7-1 12-0-0
15 1413,12
4x4 = 4x4
8-2-13
-- 1640
8-2-1
Plate Offsets jX2pnJIDO-1-145�d �,34:q-&-O,Ec 19 [PE0344yEdgqj_
LUADING (pSf)
TOLL 35.0
(Roof S .
'" CDL 8.0
ALL 0.0
:BCDL 8.10
SPACING
Plates Increase 1.15
Lr Increase 1.15
Rep Stress Ince YES
Code 1C2]2002
LUMBI
TOP CHORD 2 X 4 SPF 166OF I -SE
BOT CHORD 2 X 4 SPF 1F 1.5E
WEBS 2 X 4 SPF Studt td
Right:VVEDGE
1.
CSI
TC 0.77
BC 0.69
WB 00
(Maul)
STI (Ili/size) 1=109ffiiechnIl, =192110
Nkx Hr 1`-263(1 case 5)
MaxU liftl= 100(1 as 7), =4 7( d case 8)
Max Gray 1=20(load case , 9=230(ked case 3)
I#I
11
8-2-1
DEFL
in
Qoc)
t1defi
Ud
Vert(LL)
-0-18
1-15
>999
240
vertM;
-0.35
1 -as
>999
iso
Horz('TL)
x.13
9
Na
n{a
a&M
PLATES
MT20
Scale = 1:91.3
Weight: 1 1 lb
IIP
1971144
Structural wood sheathing dimly applied r .11
purfins.
Rigid ceiling directly appfied or 1 bracing.
1 Row at ntdpt 3-149 6-14v 642
RMES I) - LUximm Tension
TOR" CHS 1-2=-3478/186,12-3---30-1411919 3-4=-196911699 =-165611 =#
BOTCHORD 1-15=-186/2836, 14-15=-87121879 1344=011&Mg12-13=0/154% 11-12--7/2133, -11=
-3312688
WEBS 2-15=-61411369346=-31/6899 -1 4 1 /1 �4-14---66/7167 - -My5-127---7018259
642---97211439 4 1l 1SN} 4 1=-528/117
SITE
1) Wind: ASCEE ,h- , T L- . ,13 I)L-4 per, Cafes 11; Exp -h ncIo�, NW interior
zone; Luh DOL=1 . Pie P � = "1.33.
2) T LL: ASCE 7 P =35. Psf tiaf roof snow); ; Fully E
3) Unbalanced snow loads have been considered for this sign.
4) This buss has been designed for greater of resin roof five load of 17.0 psf or 2.00 tirrms flat roof Nod of 35.0 psf
on overhangs non-ccocurrent with other lim Inds.
5) Probe acuate drainage to prevent water ponding.
6) This truss has been des ig ned dor a 10.0 sf bottom chord I ive load nonconcurrent with a ny other live
7) The following require pie inspection per the Tooth Win# Mefixd when this mss is chosen for
q assurance inion; 1.
8) Refer to gid for truss to truss connectiom
9) Provide mechanical nection other f truss to bewingWithstanding
C0jg#*MVM 06L*pfift at joi .
Jots J Truss . , fruss
Q5625 I D13 ! FBF TRUSS
T
Eric
p
1 ! 1
NOTES
10) This truss is designed in accordance with the 2003 International Presidential Code sections 8502,11.1 and FW2.10.2 and referenced standard
ANSVTPI 1.
LOAD CASE(S) Standard
Job
e
Truss .._ � muss Hype _��.. _�70�
D14 � RAF TRUSS I i
STOCK COMPONENTS4F, Idaho
Falls, ID 8W3,, Eric -
1
7i -1
7-`1
6.200 S F
I
�A.rH1DQENVALLEYLT17l11-01EJ9lD)H
112005ek
1
JobReference 0tional)
Induce, Inc.- Mon Nov
7-243
10:57:
Scale = :74.7
7-I
i
12 11 10 9 8 ox I
1.5x4 11
{
7-2-13
Pfate Offsets (X,)): 11-6,0-3-11,Edqe1,, [3:0 -44,o4 -11i. w
LOADiNG (psi'
TOLL 35,0
(Roof ow --37)
TCDL 8.0
13CU_. 0.0
BCDL 11.0
SPACING
Plate Increase 1.16
Lurnber Incise 1.15
Rep Stress Iner YES
COde IC2
LUMBER
CHORDTOP F 240OF ...E
BOT CHORD 2 X 4 SPF 1F 1
MBS 2 X 4 SPFStud/Std
WEDGE
,eft: 2 X 6 DF.,Right 2 X 6 DF
4x4
GSI
TC 0.69
BC 0.84
INB L1.41
(Matrix)
REACTIONS (Ib/size) 1=170"-6-8, 61915
Max Horz 1=d case 6)
Max U pliff1=10 case , 6=47Ioad case .
NWx Grav1= 1 (fid case , =2479 case 3)
3x8 =
1.5x4 11
DEFL
in (loc)
#ldeft
Lfd
Vert(LL)
-0,20 742
>999
240
Vert(TL)
-0.32 7-12
>999
180
Harz(TL)
4_13 B
nla
nFa
PLATES
1 H
Weight: 163 lb
t
RACANGTOPCHORD Struckiral wood sheathing directly appl6d or 3-1-7
pudins.
130TCHORD Rigid ceffing directly applied or 10-" oc bracing.
VVEBS I Row at rnk" 241,13-9154 1
FORCES 13 - MaXimm
W k Tension
TOP �I 1-2=-3563/152,j -25'144 3-4=49731156 .7
7-.01162
BO
T �I � 1-1 =-141 15 -� '441/2861,1 �-11�.60/1 , -1 40'1 - = 7
WEBS -i 41=4027/165 -11=--1W-p 3-9=4659625 4-9=.8/550, -M/lam 1
NOTES
1) Wird: ASCE ; h= ; TCDL-4..psf!-F ' L _ atego II Exp enclosed; ~FZS i r
zone- Lumbei, . ..
2) TLL ASCE 7; Pte. psf (flat roof mow); Exp C;Fully Exp.
3) Unbalanced snow 10ads havebeen consideted for this
4) This truss has been design for greater ofrffln roof live load of 17.o psf or 2.00 is fiat mof load of 36.0 psf
on overhangs non -concurrent ,with other lid
5) Provide swats drainage to prevent water ponding.
6) This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent
7) AH motes are NM0 plates unless otherwise indicated.
8) Probe mil CorrnecUm (by others) of truss to beafing plate capabfe of
joint land 178 lb uplift at jmnt 6. pi at
9) This buss is designed its acoDrdance with the 2003 1e
rrrtnW Residential Code sections R602-1 1 .1 and
RZ02,102 and referenced standardNSMI 1.
LDPIU CASE(S) Sw1lu#aid
Q
fn,ss Type _ _ qty Ply
RWF TRUSS i 1
STOCK COMPONENTS-IFIdaho Falls, ID 83403, Eric
Feb 112005 I
E
r
F E .iHIDDE V LLE `LT 7111 E 1D ._.
Job Referepc optional
ek inaustnes, Inc. Mon Ir v 14 10: :08 20 Fags 1
.2-CW1
6-2-1 5-9-3 6-" nX4I
-
6x10 MT18H=
U5 qhmft�
7.00 fT � 5 s 7
Scab = 1 :86.1
ip
-1 1-"
k.ate
--- ".__
-----------------------------
f :- 1.9E t -t -11 1 9 :0 -6 -
LOADING iDstl
I T
6 716
4 -[10I. -M -OW -3-11,
TOLL
35.0
SPAGING
2-0-0
C$1
(RoofSnow=35.0)Plates
Increase
1.15
TC 0.87
DL
>699
LumberT
Increase
1.16
B .
BCLL
0.0
Rep Strom Irr
YES
WB 0.92
BCL
z
Code I C2 0. 02
11 )
1-8-15
1
8x14 MT20H=
5x8
9JLI,?.LO-4-_4;9-1-12]JL16:0-4-410-1-121
DEFt.
in (10C)
11/deft
Vd
Vert(LL)
-0.34 73-74
>999
240
Vert(TL)
-0-58 13-14
>699
180
Hvrz(TL)
4.29 10
Na
nia
LUMBER ACING
TOP CHORD 2 X 4 DF 240OF .0E TOPCHORD
T CHORD 2 X 4 SPF 165OF 1
VVEBS 2 X 4 SPF Stmt *Except* BST GHORD
W12 2 X 4 SPF 10F 1.E
'WDGE
Left: 2 X 6 DF No.2,, Right: F No.2 No.'EBS
REACTIONS (lb/sim) 2=1909/0-4-8, 10=19og/04-8
Nlax Hort 2=473(rQad case 6)
nJlax uptift2=467(11oaa caste 7). 10=-167(laad case E)
Max Gran 2=2567(load case 2), 70=2567(load case 3)
PLATES
MT20
MT20H
It
Weight-. 177 Ib
N
'I
1971144
14SI108
197/144
Structural ood sheathing directly applied or -
purtir.
Rigid ceffing direly applied or bracing,
2-2-0 oc bracing: 13-14.
1 Row at nidpt 5-1698-14
FEES Pb)- Maximum Compression/Maximum Tension
TOPCHORD -2=01162 24--.3688/106,34---2907/129, "=-2627/132-p 6-9--27511111916-7=473611117
7-9---3486/1115 8-9=-69891120y 9-10=.3519/81!p 1041--0/1,82
BOTCHORD - • 4 /2966 17-18---186t29667 1 -1 =-.1 7 355s 15,.16=41012777,1446=.812798
13`1-015150■ 12-13=450139 10-12=.16/2765
WEBS 3-18=0t212, 34 7=-719/100.p. 4-17=01486!t 44 6=-146/764, 6-10=4704/1417 5-15=0/824P 6,15=,961521 �
745=-197/6975 -1 f - O59 8-14=-2385/1329 4_3=0 1 l ■ -1 IM5 9-12---1526/0
0
NOTES
1) Wind: ASCE 7-98; 90ph; h= ; T L . f DL sf; Cates 11; Exp C; enclosed; MWFRS irk rlor
zone; Luer DOL=1.33 pfate dip DOL= 1 ..
2) TT LL: ASCE ; P 6.0 { f Plat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this tri.
4 This mss has been designed for greater of min roof live load of 17,0 Psf or 2.00 tirnes flat roof load of 35.E psf
n overhangs non -concurrent Wdh other live Inds.
5) Proms adequate drainage to prevent water ponding.
6) This true has been Mgrs# for a 10.0 psf bottom chord live load nonconcurrent with any other live Ids.
7) All plates are RMO plates unless oftmrwise
indicated-
flowifjint( require piste -inspection, per the Tooth Court Method when this truss is chosen for
CSR 1 incion 1 and .
Truss 1 I russ Type
Qfs625 I D15 ROOF TRUSS f 1 1
I 1 1 1 Job Reference
-lF, Idaho Falls, ID 83 03, Eric 6.200 s Feb 112005 MiTek Fn fu�triAQ I
1
NOTES
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2 and 167 Ib uplift at joint 10.
10) This truss is designed in accordance with the 2003 International. Residential Code sections 8502.11.1 and IZ802.10.2 and referenced standard
ANSV PI 1.
LOAD CASE(S) Standard
Job _-_ r russ Type
D1 6 ROOF TRUSS
STOCK PONE F, Idaho Falls, 834031 Eni
I
5-2-1
24-0 5-2-1
L}*LMor
3xfi f
64
1
Job Ref.
�. n(optional)
1120 05 ISI i7ek Ind uses, I n' . —nNov It .. ; 2005 Page
3x4 -
7.5x4 II 6x8 =
5 __ 6 7
X9-1
5-315
4x10 -
0
5x8 0
8x1-0.0 ffY
Scale = 1:83, 4
rpm%
-14 I
1
6x10
5x8
10-0-0 14-3-4 1".8 R:!jZf-" 29-9-16 il:m M-cw
Mate Offsets mry -01-3-1149 fg:0-5-12LO4-819 [11:0-3-1 —
J: 12 4§ 119 [17. 1
LOADM (psQ TALL �. �'+t11G 1 Ein(Ioc)`� � i�T�
GRIP
Increase1,15 T `� - X17
(If nom.- -0-31 1 1 �1
TCOL Increase � Vert) - 0 1 4 180
BLL 0.0 Rep Strom Ince YES WB 1.00 or 0.27 11 n1a
13CDL 8.0 Code 1F0M (Matrix)
: 168 I
LUMBER
ERACING
TOP CHORD 2 X 4 SPF 166OF 1 TOPCHORD StnxWral wood sheathiNT CHORD 2 X 4 SPF 166OF 1.5E purlins,
'` BOT CHORD Rigid ceiling directly I r 10-" oc bracing.
VVEBS I Row at fret -1
Left: 2 X 6 IAF No.2, Right: 2 X 6 DF No.2
REACTIONS(Ib/size) =1909102 11=1W
Max iorz 1 "(load case )
Max UI- (fes case 7), 1 1-1 55(load case a)
Milx Grav2--2266(1 case ), 11(ld case 3)
FORCES (lb) M"�n=Cmnpressior�xjmum Tion
TOP CHORD 1-2=0/1629 /1817 10/206.j,445=-2696/219-,6-6=-269112175 6-7
7-8=-281912111 =-34/21243-10-26=, 10-11=-31671156 11-121162
BOT CHORD 2-20=-230126935 1 -23012693, 1849---18712319!5 17-1 ' 78f2 1 � =a
15-16=-180131763 14-1 -1 /446 5 1 4fi27 P 11-13=-s212618
WEBS 3-20=011773 349=4401703 i 03 4-1 -13 !j 4 =4 W �5.18=.6331119!1 -j8=- 7 '0 647=4407/124
6-16=-40113239
1 ~+11 239 1 1486� 1 -M1j 0� ' 45= 113419-15=46761107.j 9-14--01953!P
10-14---79/2226 10-13=4393152
NOTE
1) Mind: ASCE 7-499; 90MPh- 1f; Tt EKML . P f; Category 11 Exp ; enclosed; MWFRS inte6or
zone; Lumber DOL=1.33 Plate 9Hp 13 L=1..336.
2) T LL . ASCE i pf (flat roof snow) ; Exp ; stlettered
3) Unbalanced snow ids have been considered for this design.
4This true has been
designed for greater of min roof We load of 17.0 Rf or 2.00 firnes
on flat roof kmd of 36.0 psf
overn nom -concurrent wfth mer live
Vis.
6) Provide adequate drainage to prevent water ponding.
6) ThiS mss has been designed for a 10.0 psr bottOm chordlive load nonconcurrent with
7) The following joint(s) uIre pI inspection per the Tooth Count Method when this truss is chosen for
..71W12 rn mon:1 7.
Job.
Truss
D1
TSI II[ I NT 4F,
russ Type
ROOF TRUSS
aho Falls, ID 8UN# Epic
ETES
8) Provide mechanical connection Eby others) of truss to bearing plate capably
9) This truss is designed in accordance with the 2003 Intemabonal Residential
AIIfSUTPI 1.
LOAD CASES) Standard
Qt]I I Ply I REA-tADNENVALLEY-L .171114/EJ91D)H
1 1
Job Reference fo real
Feb 1-12006 iTekridgy, tr ' Inc. Mon Nov14 10:68: 1 1
Of withstaDding 156 Ib Uplift at joint 2 a nd 15 6 Ib uplift at `pint 11.
Code moons -11-1 and FM2.10,2 and reference standard
Lam.
C5
Truss
m
1
5goZAINErm
e�
runs Type
ROOF TRUSS
13-34
5~3-4
1
S
ME
REA ,
21 Job Reference
112005 MiTek Industries, !
5-8-15 3-9-16
1
Scale = 1:78.9
6x6 = 1.5x4 11 WO MT18H
7.001 T 1.5x4 j $x8 =
0i YR 4 5 9 7 2 4x5
2x4 11 6x6
Now
18 17
5x10 8x10
8x' 12
Plate i]flsets (, 2:0-11,0-3-0], [8k0-0-0,0-1 2j 11:4-13 Ed
LC]ADIt11C (psf)
T'CLL 35.0 SPACING 2-0-0 CSI
(Roof Snow --35.0) Plates Increase 1.16 TC 0.68
TCDL 8.0 Lumber Increase 1.15 BC 0.93
BCL L 0.0 Rep Stress Incr No WB 0.94
BCDL 8.0 Cade IRC20031TPt2002 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 6 DF 1800F 1.6E *F..xcepr
B12X6DFNo.2,E.42X6DFNo.2
WEBS 2 X 4 SPF Stud/Std *Excepr
W7 2 X 4 SPF 165OF 14E, W9 2 X 4 SPF 165OF 1.5E
W13 2 X 4 SPF 1650F 1.5E
REAC11ONS (lb/size) 2=409110-0-0, 11=409110-0-0
Max Horz 2=199(load case 6)
Max Uplift2= T24(load case 6), 11=.727(load case 5)
Max Grav 2=48860vad case 2), 11=4M(lnad case 3)
ME,
ox�s ►�
6x8 = 13
10x12 MT20H=
Gx6
3-9-15 1$9 2-"
DEFL
in
Qoc)
Ildefl
Lid
Vert(LL)
-OAS
15.16
3891
2411
Vert(TL)
-0.711546
>564
1$0
Horz(TL)
0.26
11
n1a
n1a
MIC01;
PLATES GRIP
MT20 1971144
MT20H 1481108
MT18H 1971144
Weight: 369 Ib
Structural wood sheathing directly applied or 3-74 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (Ib) - Maxirrxun Compression/Maximum Tension
TOP CHORD 1-2=0/17112-3---807011309, 3-4=-799511406,4-6=-8932116925 5-6=-5929115929 6-7=4 137612002,
T-8=4137712003, 8�-10328!1793, 940=4292112097,10-11=-#;02$11295, 11-12=011T1
BOT CHORD 2-20=-1256167'65,19-2Q=-125916765, 18-19= -129816817,17-`i#1=-171019369,1E 17=49431143165
1546=4429/8828,14 -15-4717110917,13-14=-1099/7037,1143=4048/6683
WEBS 3-20=-3111127,349=-2041426, 4-19=-35211644, 4-"18=-57713105, 5-18=475149, 6-18= 7891155,
647=-35701614,6-16---730/42780 7-16--379/30, 846= 13408, 8-15=-057129239 9-15=-213&288,
9-14=-2541'1975,10-14=-760148660, 10-13=-32111504
NOTES
1) 2 -ply truss to be connecters together with 0.131"x3" Nails as follows;
Top chards: connected as follows: 2 X 4 -1 row at 0-0-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 ac.
Webs COmected as fbilows: 2 X 4 -1 row at 0-0-0 oc.
2) All toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been provided to distribute only Ioads noted as (F) or (B),
unless otherwise indicated.
3) Wind: ASCE 7-08; 90rnph; h=25ft; TC 13L=4.8psf; BCDL=4.8W, Category 11; Exp C; enc )sed; MWFRS illtel'i[1f
Torre; Lumber DOL --133 plane grip DOL=1.33.
,.� Pf--35.0 psf (flat roof snow); Exp C; Fully Exp.
Job
T
Truss
D1
dies Type
eo
Idaho Falls, D &UM, 1:'rI
_..._ QtY Ply
.200 s Feb 112006
k �x I r i fo- r) E N V A L L E Y L fl -7 —fl 17 � 0 -E -J9 f b -)-H—
Job Reference real _
tris# Inc. MOn NOV 14 10:58:152005
Page 2
NOTES
5) Unbalanced srKyw bads have been considered fbr this design.
6) This truss has been sigre for gamer of min roof live load of 17.0 psf or 2.00 times flat roof d f 35.
with other live d E � nnon-concurrent
7] Provide adequate drainage to preverit water, ponding.
8) Thais truss has been designed for a 10.0 psf bottom chOrd live load noncanwrEent with any oder live load.
9) All plates are M720 plates unless otherwise indicated.
'fU) Provide mwchanlCal Connection Eby others) Of bun to bearing pate capable of withs#ading 724 ib uplift at joint 2 and T27 Ib uplift at Mrt 11.
71) This truss is Wined in accordance rte the 2003 Intemafiunal Residential Code sections Ft�t12.11.�! and RS�I�.�o.� and re%ret�c
ANSed standard
ICIPI 7.
12) Girder carries hip end with 8-0-4 end setback.
13) Hanger(s) or other cvntectivn device(s). shall be provitiec# sufficient to support ed koacf(s)884 !b down and 230 ib tip at 26-0-0, and
884 Ib dawn and 230 !b upat 8-0-0 on bottom chord. The d+esigrVselectiotf of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1 Snow Lumber Irr1,1, Plate Inr1.11
nikM Lis i
Vert: 14---K, 4-8---43(F=43)5 8-12=46-j 2-19=461
11-13=46
17-19=-200(F=-184), 16,17= -4 4 ,16-16=-200(F=484)9 14`15=4 =_
161
Truss
�o
,
-2-" -, &2-13
2-0-0 &2-13
-i r.w r w.
I russ Type
ROOF TRUSS
1=1
5x10 =
F1
S
W ! Ply �RE)u"i
1 1 1
Job Reference
7111
141
7-0-0 4-9.3 5-2-13 1 2-0-0 1
Scale = 1;69.6
1.5x4 11 5x10 =
Plate Offsets
LOADING (psf)
TCLL 3s.0
(Roof Snow --35A)
TCDL 8.0
BCLL 0.0
BCDL 8.0
.-r I%R iz 11 10 *JA0
1.5x4 11 3x8 =
5x12
3x8
1.5x4 11
5-213 9-0-4 Igg
174)-0
1
24-0
284-3
&2-13 4-&7 0-2-12
7-0-0
7-0-0
4-0,3
I-1 ,Edge1, i4:Q-S-0,[i51-2 ,
6:0-6-%0-1-2l,
SPACING 2-0-0
CSI
DEF-
in (loc)
I/defl Lld
Plates Increase 1.15
TC
0.55
Vert(LL)
-0.08 11
>999 240
Lumber Increase 1.15
BC
0.37
Vert(TL)
-0.17 11-12
,939 190
Rep Stress Incr YES
41IB
0.61
Horz(TL)
0.04 8
nfa nla
Code IRC2003/TPM002
(Matte)
2x4 DF240OF2.0E
2 X 4 SPF 165OF 1,5E
2 x 4 SPF Stud/Std *Except
W4 2 X 4 SPF 166OF 1.5E9 W4 2 X 4 SPF 165OF 1.5E
11:41 U41 lat 141V ol
•
REACTIONS (lb/size) 2=464%0-0-0, 13=2031/0-5-8,8=1324/0-3-8
Max Harz 2=144(load case 6)
Max UPlift#*=-136(ioad case 7),13=439(load case 6), 8=465(load case 8)
Max Grav 2=675(ked case 2)113-`-2233{load case 2), 8=16900oad case 3)
LO
1
34-0-0
6-2=13
PLATES GMP
MT20 1971144
Weight: 153 Ib
S#uctural wood sheathing directly applied or 6-240 oc
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Raw at mkipt 4-1356-12
FORCES (lb) - Maxwnurn Cornpr7essionlM wffl rn Tension
TOP CHOIM 12=01162, 2-3=-3081338, 3-4=-101633, 4-0=-1137/223, 5.6=-11371223, 0; 7---1736,1211, 7-0= 2268/189,
801161
BOT CHORD 2-14=-27.7/'180,13-'14=-2771'180, 12-13=-32111f18, 1142=--011"1399,10-1'1=-0211805, 8-10=,9211805
WEBS 3-14--0/163,343=-634/74,4-13=-184211659 4-12=-16711872,642---861119216-12---346120, 6-11=01369
17-11=-477176,740=01165
NOTES
1) wind: ASCE 7-98; 90rnph; h=25ti; TCDL=4.8psf; BC0L=4 Zpsf; Category II; Exp C;enclosed; MVIIERS interior
Lurnber DOL --1.33 plate grip DOL=1.33.
2) TOLL: ASCE 7-08; PF35.0 psf (flat roof snow), Exp C; Sheltered
3) Unbalanced snow mads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 17-0 psf or 2.00 times flat roof load of 35.0 psf
on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) The following joirrt(s) require plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection; 4 and 6.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at
joint 2, 1391b uplift at joint 13 and 165 Ib uplift at joint 8.
9) This truss is accordance in accordarwith the 2003 International Residential Code sections R502. 11.1 and
�
C[ ferenced standard ANSUTPI 1.
Job
TOCK CO-M—PONE
Truss
rues Type
.r2 � ROOF TRUSS
4F, Idaho FafI , lD 8=3, Eric
LOAD CASE(S) Standard
Qty f 1 I y ..r r r 1L L EEL 711 . H
Job f rnceo t nral
6.200 s Fe-bFe—bl 12005 iT� Ind u es, I n ion Nov 14 1: :32
w
STOOK— _C0
Truss
jD3
NEN TS4F,
6-1-
1 runs Type
ROOF TRUSS
Falls, 10 830, Eric
5x5
10X10
6.2DO s F
P I Y __7VE X. i ri I 6—DE N VA _LL EY CT 171-11 4VE-J-9 rD--)R
1 71
Job Reference (ophone
rT Irdrri, Inc. Mon Dov 1 :58:3.2005ffiai� IJ
5x8
6-2-1
Scale = 1 :72.3
_113 74 13 12 11 DAIL
4x U8- 3x8 � 1.5A
I�
10X10
224
2-2-12" 1
Plate_Cffi�saft (Xy): J?:0-24D9Kd L9 -0-2-0, Edge]
LOADING (psf)
SPACING I GFUP
T 1L DER_ in (loc) fl d
PLATES
(Roof r 1.15 TC 0.77 LL -0: 12-14 >999 240 MT20 197/144
TCDL 8.0'LumbL 12-14 >560 180
BCL. 0.0 Rep Stress Inr YES VE 0.97 H 0.06 9 r
(Matrix)
L
TOP CHOIR 2 X 4 SPF 1F 1.5E
BOT CHOIR 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF StUCUStd
ig : 162 1b
ERACWG
TOP CHS Structural wood sheathing directly applied or 3.7.5 oc
purlins.
BOTCHORD Rigid 0eiling directly applied or bracing.
WEBS 1 Raw at n1W 4-15-3644
4 1I lb/ 2--51410-5-8., 16=19 /0 - ,X1351/4.8
Max Horz 2=473(load case )
Max U plies 4 1(lam case ), 15=450oad case)., =4 load case a)
Max Grav 2WW*8N(Ioad case , 1 =235kmd case , =200k)ad case 3)
FORCES (lb) - Maxinxxn Ctnnpressionfl&Ximum Tension
TOP CHS 1^2=0/16292.3=4361303, -28/4 X105-6=431/98,64=142911719
=-1843/1665
8 =x/166# 940=01161
BOT CHS 2-15---230f31811445=-330/152s 1344=46110 1243- J1 1142=-66/21009..
WEBS 3-16=-636/110-y 4-15=1920186o 4_-1 J 1615■ +R —14-30614 6-14=44PW/142
6-12=-13/5699
7-12=0/2179 84V -803/114y 8-11--0/17
NOTES
1 Wind: ASCE M; 90rnp ; f f ; fir . . p f; COL. •. pst, Cates 11,, Exp C; enclosed; ~RS interior
zone; Luer DOL=1.33 plate gdp DOL --1.33.
2) T L'L: ASCE 7-98; Pf--36.0 psf (flat roof snow); E ; Fully
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live ked of 17.0 or 2.00 fi
rnes flat roof load of 35.0 psf
on overhangs non -concurrent with other live Inds.
5) Proms adequate drainage to prewnt water ponding.
6) This mss has been signed . � chord live load nonconcurrent
7) with .r� -other 1iId*
Provide r�l�n1 a others of o bean late
joint � fel �hndi �1 1 Ib uIi1� af
joint , lb upl t 1 and 167 I UpUft at
joint .
8) This truss is designed in accordance wfth the 2003 1t1onl Reseal Code sections R502.1 1.1 and
R'802.10.2 and referenced standard ANSVMI1.
LOAD CASE(S) Staridrd
Job Truss
Q5625 aD4
L
STOCK CO NENTS4F ldifi-o-
. Falls, ID
-2-0-01 5-1-7
6-1-7
russ Type CKYply,
REx.jr 111DOENVALLEYL, ----
17111 J91D)H
ROOF TRUSS
JJobReLu,ce o Wnal
03, Eric _1 F ) .-----------------
6.200 s Feb 112005 MiTek Indust Inc. Mon NO d^ -�
ries, v 14 10:58:44 2006 Pa'g�el
4-7-13
4-2-12
6x10 =
5;
6x10 MT18H=
7-2-13
Plate Offsets
LOADING (Int)
TOLL 35.0
(Roof Snow --36.0)
TCDL 8.0
BCLL 0.0
BGDL 8.0
am -
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.1s
Rep Stress 1= YES
Gode IRC2003/TP12002
2 X 4 SPF 19 -60F 1.6E
2 X 4 SPF 166OF1 E
2 X 4 SPF Stud Std
3x8
4-2-12
12
6X8 =
& 0
O -S. -OR -4-2
11
U4
- ----------
WC
4X4 �
X
CS1
t DEFL
in
(loc)
I/del"
TC 0.94
Vert(LL)
-0-20
8-9
>999
BC 0.81
Vert(TL)
-0.37
243
>311
WB OS4
Hca(TL)
0.os
8
rya
(Matrix)
was W 4
REACTIO NS 0 b/size) 8= 116 110-3-89 =51310 -6 -s 3 13= 19MO-5-8
Max Horz 2--224(kmd case 6.)
Max PIlf 4R3(kied case 8). =-11 case 7). 13= -9 1 (kk-ld case 7)
Max Grav 8=1660(ked case 3), -"'92(ked case 2), 13=2182(load case 2)
7-2-13
Lid
240
180
n/a
5X12 Z::r
PLATES
MT20
MT18H
Weight: 148 lb
G Pi P
197/144
197/144
StruCtural WCK)d sheathing directly applied.
Pigid ceiling directly applied or 6 4D -0 oc bracing.
1 Row at mkipt 4-139 6-12p 740
FORCES (1b) - Maximurn Compmssion/Maximurn Tension
TOP
CHS 1-2=011 62, 2 -3-497/317 9 34411426, 4-6=-6131118,5 5 -6=461/1069 6-7---155 2/12 97 7 -8= -2616/138
130TCHORD 2-13=-2421370,12-13---M/133,11-12=011132s 10-11=01113Z9-lOr".v441205318-9=4AU2063
VVEBS 3-13--.63011079 4-13=4724111% 442 don --3111393 9 5 4 2--493/1105 6-12=411 "3 9 6-10-- 4 716761
740=4082/15717-9=W69
NOTES
1) Winda ASCE 7-98; 90ffph; hNER26ft; TCDL=4,08W7.BCDL:--4.SpSr
Category il; Exp C; enclosed; MWFF;r i
r
zone; DOL --1.33 plate grip DOL=1.33. nte rio
2)
TOLL: ASCE 7 -ft; Pf=35.0 psf (tet root snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considened for this desirgn.
4) This toss has been designed for greater of in roof live load of 17.0psf or 2.00 firnes flat roof kmd of 35.0- psf
on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been des'ned for a 10.0 p
Q sf bottom thord live load nonconcurreryt witb any other live kkads,
7) All p4ates are NMI plates unless otherwise indicated -
8) The fbilowing joint(s) require plate inspection per the Tooth Courd Method when this truss is chosen for
quality assurance inspecbm: 6.
9) Provide rr*chanical connection (by others) of truss to -ng plate capable of withstanding 83 lb uplift at
joint 8, 113 lb uplift at Joint 2 and 91 lb uplift at - "'nt 13.
bean
JIDJ
10) This truss is designed in accordance with ft 2003 Int emational Residential Code seefims R502.1 1.1 and
R802.102 and referenced standard ANSMI 1.
LOAD CASE(S) Standard
Truss
i ru sW25 D5 ROOF TRUSS
�'
w�
=1-7
I Qty I ply
1
6.200 S Fel 11
X2-2
S -1 w7 4-7-1 - 6-2-12 2-0-0 5-2
li
7.00 FlF 6x6
RE Xa diffD�rNVAL L _EYLf 1_711_1-4!t_J_91D)14
b Reference ural
�. _
5-2-
%&or% Dim
Emov-
tY.,
is
4x5
141312
K57
5x8
`44 --1 2-0-0
Plate f(X9)0-:
2:944 � � -1210-1 19 [1 � �-1 .E 1
L DNG (psp
TOLL 36.0
(Roof no.)
TL 8.0
BOLL 0
BCDL 8.0
.
SPNG
Plates Increase 1.1
Lump Increase 1.16
Rep Strom Ir YES
Code IRC2003ITP]2002
LUMBER.
TOFF CHORD 2 X 4 SPI~ 1650 F 1 -SE
BOT CHORD 2 X 4 SPF 1 5OF 1
'SBS 2 X 4 SPF StudVStd
TC 0.77
Bc 0.58
VM 0.73
(Wrix)
11
4x4
8-2-1
DEFL
in
YdeiR
Ud
Vert(LL)
-0.96
>702
240
Vert(TL)
-0.35
245
'37.5
'!St!
Harz(TL)
0,.04
10
rVa
Na
BRACING
5X8
El
PLATES
MT20
Scale = 1:87.3
Weight: 160 l
GRJP
197/144
TOP CHOIR Structural wced sheathing d'irecfly applied or
purlins.
130TCHORD g i ng directly ppl r -0 oc bracing.
6-163 6449 7-1418,12
REACTIONS (Ibisize) 1 1 '1 1/WC i 1,=1110 1 - �1 1
Max a
hlr 2--2(f case 6)
Max PIM I case 8), i-�1 case ,1 =-1 I� cam .
Max Gray 10=1 0 oad case 91 load case 2)
FORCES (lb) - Maximum Compr ssi Mamun Tension
TOP CHORD 1-2=01162,s =-6981338 - =68 1 � -37/42 5-6=-6891141, - =-
i-2125/167 9-10---26911162
BOT GHRD 2 -15.0b. -261/3"!r 144 6=-362/1389 1 1 0 12-13=0/763.1 11-12--011412, _
AEBS 3-15=4M/98,646=46231160,
5-14---121121216-14---476/2o6l7-l4=-lolOM57 7-12---63/8775
1 =-10391+156, 841= 21708, -11--W-6301137
NOTES.
1 VViASCE 7' p h.-26ft; fie
Lumber _ L�Ca I a pa1}
MWFRS 1ntelior
2) -!"CLL: ASCE 7-98; Pf--36.0pf (flat rOOf Snow); Exp C;a Fully .
3) Unbalanced snow l0adS have been consider for this design.
4) This truss has been Wined 1br gamer of n roof live Ind of 17.0 pf or 2.00 tri 1t roof load of 36.0 psf
on offingnon-concurrent wth other It ds.
5) Probe adequate drainage to prevent water ponding.
6) This tress has been design for a 10.0 pf bottom chord live load nonconcu
rrt with any other live k)ad,
- Refer t r res) for tuw to truss connecfion&
) Provide rnechanil connection otherf truss to �-
n plate capaW of wfthstanding 88 lb uplift at 105 109 lb uplift at joint 2 and 110 lb uplift t joint
9) This truss 'is signed -in accordance the 2003 International Residential Code sections
R802-10.2 and reference staWard SMI 1.
LEAD CASE(S) Standard
e
Truss
D6
ra
rnrss Type��ltY Y RE)I.rMfDDENVALLEYLT77f11-0�"EJ91D]H
ROOF TRUSS
0 Falls, ID SM3, Eric
5-11-11
111
7.00
1
FebDO s 11200-5
4X6 —
Job Referenceontio?nRa
Affek Indus Inc. Mon 10:58:46 2005 age I
Scale = 1:72.2
4x5 -
11
i1c
4x5
5X12
T
24 -It 0 _4 t __ . � 2-1
94.4 7 --fit
Plate Offers[2;0-2�DEd..I rr
LOADM (psQ
TSL �# �
Plates Increase E�(10C)d
1Ld P GAP(Roof .0 T 0.77 .1
9-10 >999 240 MT20
TL goo 15 Bc 0.60Vert(TL) -1 >6 180
BCL 0.0 Rep Strom Incr YEs VVB 0.60 H 0.04
BCDL . ode i��� (matrix)
4._ _._. Weight: 143 I
LUMBER BRACING_
T
BOT CHS SPF 1F E
TOPCH Structural wood I��ir direct
pudins. . applied Of 3.6.1f
VVEBS I Raw at rnidpt
I T IS Qb/-size) 9--11 341W%c hnical,2-m"*40/0-6-8112=2027/04543
Max lig �(k.md case 6)
WWX Plies -" case , `4 1(load case ).12=4 ked case 7)
Max Grav 1666 (load case 2=90 ' d ase ),1027 I r1 case 1
'FORCES ON - Mwimm ssirfflax�nmm Tension
T 1-2-411629 2-36.6a.-50314439 4=_ 1 / l &5---29/56755-6=4586/1K
=10/166
BOT CIS - _-MJ2J 1142=49VIS29 10-11=0/12591940=19/1964
WEBS 342--483113215-12---161711349
2--111571-161 77 11349 641=.71989D `11= /20 w11 =— � . _
8-10=-709/149
1 =1709/1
NOTES
1 Wind: ASCE ; 90mph; . E ; TC .8ipsf' BCDL=4- f ! CategOrY 11; EXP C!', ' lcmed'
MWFFZS interior
zone; Lu L=11. plate L��'
D .33.
2) T LLQ ASCE ; X35.0 p (fat roof srww); Ex ` FUlly Exp.
3) Unbalanced srxyhave been considered for this design.
4) This truss has been design for gamer of n roof lire load of 17.0 psf or 2.00 f"
rres flat roof load of 36.0 psf
an overhangs iron -concur wfth other live Vis.
6) This truss has been designed for a 107.0 p f bottom chord live load nonconcurrent With
6) Refer t girder(s)f Crus t truss -other live f .
7) Provide rrmchanical connecfion, (by others) of truss to bearing pW capaW Of WMistanding 86 1b uplift at
joint 9, 101 lb upfift at joint 2 and 129 lb upffit at art 1.
') TISis truss is designed in accordancewith 2003 Internabonai Residendalsections
R802.10.2 and referees standard ANSMI f 1.
LOAD CASE(S) Standard
k
Truss — ,russ T
ype
ROOF TRUSS
E 4 Idaho Falls,
-2-0-01 6-1141
111
7.00 fTT
XjADDENVALLEYLT17111 II )H
1
6.20 s P b 112005 M iT Indu � , In . o n I ov 14 10:58:48
SiCfi =
t
-7-1
t
4x4
r
Plate Offsets
v ..
X '0444 E
1)0: C40 [9.
LI(psQ
TOLL 36.0
(Root now --35.0)
TDL 8.0
BCLL 0.0
l3G_D
SPACING
Peres Increase 1.16
Lurrkw Increase 1.
1P Strom Ir
IRC2003-ITP12002
r•
i
11:0-3-8,04
1
5x8 =
*r
i
11
3x8
4
iR
1.5
7-
1.5x4 11
:-12,0-3--p
CSi
I pEFL
TC 0.77
0..13
Vert(LL)
ec OAS
240
Vert(TL)
wa 0.99
>999
Horz(TL)
(Matrix)
in
d fl
d
0..13
2-13
>999
240
-0-24
2-13
>999
180
0.03
11
n1a
n1a
PLATES
I
Scale = 1 :72.2
Weight: 149 l
GPJP
1971144
4 SPF 165OF 1.5E TOP CHORD Structural sheathing dimly apples or
SPF StdIns
T CHS Rigid ceiling -directly appliedor c bracing.
WE13S I Row at midpt 5-1,29 6-125 7-11
RP -ACTIONS (Ibi i ) Garai 1, 2=1198/0-5-8,0 1 1= 0
Max Horz 2--2 0 ked case 6)
MaxPIift9=-39d case , =..1(kmd case 4 11=4 1 case 8)
Max Gray 9=750(load case , 1eked case , 11=2009 koad case 1
FORCES (lb) - Maximum Compressionwaxknum Tenon
TOP CHORD 1 � = I , -�-2130 5 4--4 4 Ma 4-6=-13111105P 5.6=.676/1175
29/188
130T CHORD 2-13--48711650!1 12-113=4201101 1142=,32611319 =
4331029 940=-1331632
WEBS -113=4071128,643=4x", 6-12=4 0901156, 6-12=-210161.9 841=-988/1339 7' 111 =4
567/11 B!r
~10 �T
NOTES
1 Ond: ASCE mph; 1 ,-, T L _ .psU, RCDL . p f,
Category 11; � - enc . IA -interior
ne Lumber DOL=1.33 plate grip DOL=1
2) TOLL: ASCE 7 Pf=36.0 PSf (flat roof Snow); E • Fully Exp.
3) Unbalanced snow loads have been considered for this din.
4) This truss has bee" designed for greater of min roof live load of 17.0 or 2.00 t� t
I� f kk-ld Of 36.0 psf
n overhangs non -concurrent with other live loads.
5) This truss has been designed for a, 10.0 psf bottorn rd lave load nonconcurrent with any other live lis..
6) Refer to girder(s) for truss to tniss oonnections.
7) Provide mechanical connection (by other f r� -
joint
to bearing rig plate capable r andi 1b uplift ft
jet , 1 lb uplift joint a 011 uplift at�_ _ � � �f .
8) This truss �� in accordance with the 2003 Intemar'Onal Residential Code sections
Io.1 1.1 and
8802.1.2 and referenced standard ANSLrfPl 1.
Joao case(s) Standard
Job
Truss
to
ST
OCK N f 4 II . I
russ TypeQt
' b.�
' D► I LLEYLT17111
1
ROOF TRUSS
_ I Joh Reference( tonal
11-&2
oft
1
7.00 Ff2
4x6 .
C�
277
5-11-1
VU
M
Plate Off
[2:0
LOADING (nsfi
T LL 35'0 SPACING M
(RoofSnow--36.0) plates Increase .6 TC 0.79
TIL . L - Increase 1.16 13C 0.56
BCLL; ()no4 Rep Strom Incr YES VVB 0.82
BCDL 8.0 Code IRC2003fTP12002 (matrix)
LUMBER
TOP CHORD 2 X 4 SPF 795OF 1 S
BaT CHORD 2 X d SRS 1SOF 1.5E *Except*
B3 2 X 4 SRF Stud/Std
WBS 2 X 4 SPF S'tudfStd *Excel
W5 2 X 4 SPF 165OF ISE
DEFL
Vert(U)
Vert(rt)
Harx�TL�
BRACINGJ
OGHO
-
11
3x4 11
REACTIONS (1b = / haM"l,=10Wx 11=239
Mu Horz "I case 6)
Max UPS case ,, 2---1520oad case ,1 1=-1 case 7)
Max Grav 9=68(fad case , =15390 case 11=23920oad case 1)
'4M
Ydefi
99
>737
5x1aqaftm
Scale = 1:73.3
LO
Weight: 140 I
Par
197/1"
StrUCtural wood sheathing dirmay applied r 3.2.8
purlins.
Rigid cefling directly applFfed or 24 046 oc bracing.
Except:
I Row atm -1
FORCES Qb) - Maximum p l i m T
TGF CHS 1-2--0/1569 =-3393/2 3 4= - 1 1 =-243VI
K 5-6=403131, 6-7=418M.17-80MR407/18889
'a-9=-80=91
BOT CORD 2-14----335/2871, 1-14-497/IE43, 12-13=4 7161191 11-12---23631132,-,- 1041=4914
9-10---736161 7
BS -1 45611 � 5.14---42110339 6-13---1293/20wt 6-13=.134178,
8-12=-1105/135, 8-10=-1W4W , 743--42212023,10-12=-808/SK
NOTES
1 Orad: ASCE ; 90,mph ; ; T -St, - L.� Cat '11,
zonek p ; enc1sed; MMRS interiorLir D =1.33 plate grip =1.33.
2) - . f (flat roof snow); Exp Fully Exp.
3) Unbalanced snow loads �
�� ��i far design.
4) This truss has been designed for greater Min roof live load of 17.
psf or ._ � flat -f rel of 36.0 psf
n overhangs nor -corgi urrent with Wirier I Ive Vis.
5) This truss has been design for a 10.0 psf bottfiord liv. kad �
. onconcurrent'-th any other Iii Ids.
6) Refer girders) fOr tmss to truss connections,
7) Bearing atjoint(s) 2 considers parallel to grain value using . 1 1 � �r t -� I. _
tdinn
desiger h verb apt of -�
r
8)
Provide mchanical conne0on others) of mss to bearinglate capable of withstanding 366 1b uplift
Co"tAM PAJPV at joint 2 and 106 fb uplift at joint 11.
le y
STOCK
Truss
NTS -[F, [s
fnuss Type
o Falls, , Ery
Motes
9) This truss is damned in accordance with the 2013 Irate
ANSU'['P! 1.
Ply
3
Feb 112005 1
s
Job Reference (option
ek r
I nd ustries, Ire , Mon Nov 14 1, 0:68:49 2005 Page 2
matiOnal T !■ - and R9..fir and referenced
Oro
C
TO P
Truss
D9
fT F l FIs ID
1DX_1
i cuss Type "- �--FP_lv
ROOF TRUSS 12
Eric
112
5-&14
7.0012
r_ TZ
I
4
1w"'w
Ew-
Feb11
8x18 MT20H i I
kE- X .i r D E N _LL E Yffl71i
141EJ91D)H
1
.�_Jvb Reference a "anal
MTelc Industries, Inc. Mon
U6
3x4
5X8
5x8
Jx6
4. 0 0 F1 OF 1
2
6X8 W18H=
v 14 10:58"-'_&1__2(_)06_Pide__1
Scale = 1:82.0
LwJ
1
Plate &S.4r
-Offisds IX ".E-#4-02E4gq"J0:0_1_6qEqgAet
[12:04-%0-2'
71L 14:0
TL�L LOADING (psf) �'"1N; -� I CFL Ire (loc)
Vdti d PLATES GMP
(Roof .) PIS Increase 1.16 TC 'pert LL14-16
TCDL 8.0 Lumber Increase 1.16 Be 0.97 VeFtM) -0-89 14-15 >410 180 1971144
B LrL 0.0 ReP Strom Incr YES VM. H ori L 1
'1 H 197/144
BCDL 8.0 Gode fl 12002 (Mlatrix)
Weight: 135 lb
WMBFR
TOIL CHORD 2 X 4 SPF16F1 E
T GHORD 2 X 4 SPF 196OF 1.E
WEBS 2 X 4 SPF uStd
FBF 165OF ISE, W 2 X 4 SPF 16WF 1.5E
Lift: 2 [ 4 SPF Stu tri
ETON- fb/size) =1 705/02-3,1 = 1 1
Max Horz 2=-249(load case 5)
Max Upli-185(lam case 7)11 -2030 ase 8)
MaX Gra-06k3ad , 11 case 3)
BRACING
TSP CHORD Structural woad shea#hing directly appiYed.
BOT CHARD Rigid ceiling directly applied or 2-2-0 oc 6racit�9-
iNE85 1 Row at midpt 7-'f4
FORGES (Ili) - Maximum C0MPreSsi0rVMRxirM= Tens -ion
TOP C"ORD 1-2=011659 2_3=4023/33% 3-4=.5315/26,611
7-8=-21681949 = 43217� 9-10=-221/10679 10-11=01169
BOT CHI D 2-15=-33615210,114-15.-.170/41249 1 -14=0 1 124 3---101&300
VEBS -16=4X149, -1 MB3544--4222J2009 64
44--42J2Y744=561250,87-371/466J-13=-717/%!P
44--
J
—1®1a —-22184
NOTES
1) Wind. ASCE , 9ftP a I`a ; T L . ; 13CDL . f," CaI1 - interior
zone; Lumber 1.33 plate Op DOL=1.33.
2) TOLL: ASCE 7-98; Pfi=36.0 psf (flat rOOf Snow); Exp Q-, Fully E
3) L!"balanced now loads have been Considered for this design.
4) This true has been signed fr 9teater of niin roof lire load of 17.0
on ove�hangs non -concurrent wfth c@w live loads.
6) This truss has been designed for a 10.0 Psf bottom chord five
6) kmd nourrnt with any other live Imo.
All Plates are IVM0 plates unless cer ise indicated.
7) Beanng at J nt(considers .ra ilei to grain value Ming ANSVTPI1 angle
to grain formula. Building
designer should verify capacky of beanng surface.
8) PrOvide Mechanical nection (by Viers) f tru f bearing plate capable withstanding 1 1 at
CoWAMBA PPI_ t joint 10
uplift
J0
Truss
Q5625
ID X
NOTES
i mruss Type
ROOF TRUSS
.
Eri
Job
X26
STOCK CO MP
Trt,iss russ hype .
HF � T'* �g
NENTS4 ,
LCA(Pso
TCLL
(RC*fSnow=36.0)
TL 8.0
BCLL 0,
BCDL 8.0
i J -
s -
o Falls, ID 8W3, L-
C6
1
C
6.200 saFeb
a
0
1
01014 [l �
17 -11 -
8-11-1
Job Refers (optional
dusk, Inc. Mon Nov
20 99 18 77 16 75 14 13 12
3x4 //17-11-8 3x4 \
------------
SPACING
Plates increase.
Lumber Incmse 1.1
Rep Strom Inr YE
COde IRC2003ITP12002
4 SPF 1F U
1= 1F 1
4 SPF SltxVStd
Eransa� sn j
17-11-8
109
0
GEFL in (10C) 1ldeff Ud
Vert(LL) nfa - nfa 999
Vert(TL) Na - rva 999
HcrzTL] tl.OD 11 rwa n1a
1:58:62 2005 Paue I
Scale: 3/16"1=11
Weight: 99 1b
Sutural wOOd Shing directly applied or oc
purlins.
Rigid ceiling dkectfy applied r 10,0.0M bracing.
1 Row at Mwpt 646
REA1S (IblSize) 1--6137117414, 11=3711741- 161261 _
19=210117-11-89 2 171/17-11 ,1115=2001117411-8v 14=2W1741-8.-..1-
1 =µ17119I-�11 ���' 11 a
Max Horz 1=-63kmd case 5)
Max P11t1= 0ad case ), 11= 1(ked case , 1 = d case =-
102(load case 7)!,
1 ced case ). �(kkild case )., 1 = fid case 1 -102
(ked case 8�
1_(k3ad case , 1=(load case 8)
Max Gray 1=2"(m case ,114(kmd case 8),16=1 case 1 7=3G6 (load case 2).
18=29600ad case ), 1(load case , =49case 153 load case 3),
0md case )7 1 -M (lam case , 1 249load raise 3)
FORCES (1by" Maxkmm CanpmssjTension
TOPCSD -1 =41911 �2-3---262112%34=476/1119,44--448111145
-1499
-1-212180, 10-11=1-278/83
T CHORD 1-20--,-,4211839 1 -20=-621 '83,1 -1 2fl g3i'-1 _
-62/183!p 164 9=-521183
1 =-62/183, 1 4 -521183, 1 4 = 2f 1, , 1 1`-`12= 2JI 8
VYEB -116=4 610 � 647=-274/10514-18'-'--2W1219 3-1 -273/119 - -
844m ---2641121,943=-2731119110-12=W-226192
--'1 1,91 3-273111911 1 =W-22619
NOTES
1) MAnd: ASCE 7-98; 9&nph; h=26ft; TCDL=4.8psf1 BCDLF=4.8PsFs Category 11; Exp C; enclosed; mV*jZS intelior
zone; Lmftr DOL=1.33 pie grip DOL= -1.33.
2) Truss designed for win loads in the plane of the truss only. For
see lei � ""Standard� � (nonmal to the f�jce)
end Obi l
3) TCLL. ASCE 748; P 35-0 Psf (flat roof snow); Exp Q,- Fully
4) Unbatmeed snow keds have been conskleredfor this
6) This mss has been design for a 10.0 f botlorn chord live load nonconcuirrent withlive 1Ail t ra I ARm' ,g ft�_ft - -
requite continues bottom chord bean -
Cb. nUn
WOO
russTye — — -------
Q5625 HF QUEENPOST 2
STOCK GO
P E 4F9 Idaho Falls, ID tri
. "1'111120 ( I
NOTES
R�7c.rrilDDENVALLEyLT17f71.41rfJgipj�i
Job Reference (opkonal
ik Indust, Inc. M
14 1 -F i a--6e-
Gable studs steed at oc.
9) Provide mechanical connectionjoint
others) f truss f bearing plate ca b f withstanding -
plif� aft 7 fbl uplift �1. 1 l uplijoint 1'1 lb
tr_�.9 � '�, �� pal �� �nf , 1� �1 � �� � - � -
in 1 and 1b uplift t joint 12. p rpt 15, 1 lb uplift joint X14, lb uplift of
10) This buss is designed in accordance with the 2003 IntemationalResidentiai Code moons R602.1 1.1 and M02.10.2 and re
IJ 1.r�standard
LOAD CASE(S) Standard
Joh-
Q5S25 1 J1
I
ROOF TRUSS
7 E.rlc
0
0
PI
x.200 F ll 20051
11
RrzX-MIDDENVI —E
LTI 7/11
�J?ob
Referees tnI _
ek India e, Inc. Mots Nov 10:58:62 2005 P
8•
1-1141
E
C
Scale = 1: 10.4
1-1141
LOADING (psQ
h.'
TCLL
SPAC
35. S1 DEFL In (Ioc) d d PLATES GRIP � . Plates Increase 11 T LL -0.0 99
r DL 8.0 Lir Increase 1,15 8C 0.03 Vel 1971144
BCYES 0.0
0 H rrz L.o0
13CDL COde IRC2003FW12002 (Matrix)
Weight: 8 lb
LUMBER TOP CHOIR ACING
BOT CHORD 2 X 4 SPI* 165OF 1.6E TOPCHORD Structural wood S InNg I applied or 141-11 oc
purlins.
BT CHORD Rigid ming direct applied or 10-D4D 0c biracing.REACTUNS ,
Ob/size) = 7 , 4=1 Chani t �W
Max Horz 2=87(load case 7)
Max U f =4kod case ), , =466 case
Max Gray 2=675 poad case )a 4350(load case 7)
FORCES 0b) - Maxhmum COmpressioWMaxkium Tension
TOP CHORD 1-2--0115%�.147/14
BOT CHOP 2010
NOTES
1) Wind: ASCE 7-98; 90wph; h=25ft!-, TCDL=;4.gpsf; BCDL=4-8P5f!', Category 11; Exp Co enclosed; MWFRS Interior
zone; Lumber 123 PWe griP DOL=1.33.
2) TIL: ASS 7- #35.0 P (flat roof snow); E - F
ulty Exp.
3) Unbalanced snow k)ads have been consideredfor _
4) This tnuiss has been desigried for greater of rr"'n rOOf live load of 17.0 psf or 2.00 tknes flat roof on � n r� n ncurr� with � l lis. d .0 psf
5) This mss has been designed for a 10.0
6) Refer t i.r I I Ind WnGomurrent wdh any mer live .*
7) PrOvide trwhanical cOnnection others of truss
joint and 166 lb a jointPlate Withstanding133 lb uplift at
8) This truss is designed in accOrdance with the 2003 lnl ResideMal COde sections
R802-10-2 and referenced �n rd 11 1. �' F
LOAD CASE(S) Standard
Fjo__b�_
I ru S S_ Type 11*- Ply __MZE-XaHIDO�NV�ALX�VL�Ti� -4fE_J0fD_)H-_-___
7ff 1—
W25 J2
ROOD TRUSS 6
TO IWP E Y 4F 1dah Fal Job Reference
ICS � , Eric .� I= 1120 mj _
Nndustr`sa Inc. g -
2-43-0 J2
LI (psi
TOLL 35.0
(roof now --- r )
TGOL 8.0
BCLL 0.0
BCDL .
1
SPACING
Plates Inose 1A
LUMber Increase 1.16
Rep Shress Ince YES
Code IRC2003rrPI12002
LUMBER
TOP CHORD 2 X 4 SIF 1001' .E
BOT CHS 2 X 4 SPF 1660 F 1.5E
3-1141
s�
N
Scale 1:15.0
DEFL
in
(Ioc)
ildefl
Vd
� PLATES GRIP
Vert(LL)
-0.07
2.4
X999
240
M720 19�7I144
Vert(R)
-0-03
2.4
>gg9
180
�
Hcfz(TL)
-0.00
3
n1a
Na i
1 Might: 131b
REACTIONS lb/size) --WIM6chanr+ � =435/
Max or2--118(kkid case 7)
Max I=48(foad CaSe 42-110(load case 7)
Max Grav 3=148(kedcase ) d case , 4`68 case 4
FORCES (Ib) - Maximum wWrr ssn/I m Tension
TOP CHOIR 1-2--0/1619 =_173/63
T CHORD 2=0/0
Structural wow sheathin i-- ied or -11-11 oc
purlins.
Rigid ceiling directly apples or 10.0 oc bracing,
NOTES
1) Wind.: ASCE 7-W; 9&Wh; h,--.26ft; TGDL=4.8psf-q BCDL=4.8pst, Category 11; Exp C; �r D L:- 13 � grip DOL= 1 ..enclosedMWRS interior
2) T LL: ASCE -98; .0 Psf (fiat roof snow); Exp C; Fully Exp.
3) Unbalanced snow lis have been considered for this
esign.
4) This truss has designed for greater n
roof
r I f 17.-pr fig � I� .
n overhangs non -concurrent � mer live lam. P
5) This tfuss has been designed ° �I � .0 psf bottomS � II _.
�� � �� e r Ire kmd.
Refer to girder(s) for tmss to truss connecUms.
7) Provide mechanical connection (by otherf truss to bearing Plate caPaW of withstanding
and 110 l uplift stint . up#iat
8) TNs truss -is designed in accoWance with the 0it r
R0.1r �r � I esections�. �I .1 and
Winced � :NSI 1.
LOAD CASE(S) Standard
Job
l
J
I
Truss
rugs it
ROOF TRUE
Eric
Qty ply HI-DDENVALLEYLT1 71J14/EJ9-1D—)H
Joie Reference(optional)
6.00 s Feb 112005 MiYek Industries, inc. Mon Nov 741 0:58:53 aUtiS Page 1
24-0 24-8
E
-Plate Offsets X
LOADING (Psf)
TCLL 35.0
(Roof Snow --36.0)
TCQL 8.0
SPNG
Plates Increase 115-
Lumber
increase 1.1
. Irr YES
IIS
LUMBER
TOP CHORD 2 X 4 SPF 165F 1
'T CHORD 2 X 4 SPF 166OF ISE
4 SPF tud
TC 0.77
13C 0.1
0.06
(Matrix)
REAC N lb/size) 2- -6-85 5=131/Wchaniral
Max Horz 2=11 (kmd case 7)
Max IW2=41i+ 1 case a = case 6)
Max Grav 2=6kiad case . 5=19600ad case 2)
FORCES (ib) - Maxh"" C4DrMressiOn/Maximurn Tension
TOP CHORD 11 _.131/0
BOTGHORD
-=/2, 6-7=-63/219!t
WEBS 3-7=-60143i - 1 60
Vert(LL)
Vert(TL)
Horz(TL)
�r.
Lei *-a
-.1 -1141
Fri
Row e-
�fl
-0.00 7 >999 240
-00 2,7 >999 ISO
x.00 5 tVa rita
U J
1
CD
1
V
Scale =1:1 .
Weight: 16 l
GPJ
97/144
�SUI � .th��r� rr�tl applied or -'r 1 -11 purlins
Rigid ceiling directly, applied Or 10-0-0 0c braCing.
NOTES
1 : ASCE ; mh; fir; T.,. -13CDL=4.8psf, Category 14 Exp C; encloso; MWFRS
fiber L=1.33 Plate DOL=1. . r
2) TOLL: ASCE 7 P. Pf (fit r . Exp Q
Fully Exp.
3) Unbalanced snow loads have been c0lsidered for this design.
4) This truss has been designed for greater of min
r r��r� a nt with �r lNe loads.,
� pf
On Overhangs6) This tru ss has been des ig ned for a 10.0 PSf bottom chord live Ickad nonconcurrent with a ny c9her five Was.
6) Refer to girder(s) f truss tO mss cmrectm
7) PrOvide rnmhanical connectkm (by others) of ftss, to bearing pieW of withstanding
j int sari l uplift at lc"t� � r� �
8) This ss 1 esig ned in aMoa nce wfth Me - International n
a I Code sections R602.1 1 .1 and
and referenced standard ANSVTP1.
LOAD CASE(S) Standard
Job -- Truss � i russ Tyke
Q6626 i J3 J ROOF TRUSS
� STACK CDMPDNENTS4F, Idah-'6 Fails, TD—*'
I
'nic
oty
6
6.200 z 1= 1.1-
1141
5-11-11
Ply
FIA
1
` MI DDENVALLEYLT17111 A I D H
Job Reference fional
3
I
Plate Offsets M� -1 —
LOADING (pso
TOLL 35.0
(Roof .)
TDL .0
BCLL 0.0
CDL 8.0
SPACING
1
Plates Increase
1.16
TC 0.71
Luh Increase
1.15
13C 0.26
Rep Strom In r
YES
WB 0.00
Code IC2=
Matrix
SPF 10F I.E
SPF 1F 1.6E
DEAL
Vert(LL)
Vert(7L);
Hcxz(TL)
REACTIONS (113/size) 3--ZWkchanical, 2=516/0-349 9.1111�/111,1,11lmhanical
MaX ISM =1(load case 7)
Max U lm=453(kiad case ), = (Wd)
Max fav 3=313(ked Case , = 1 (load case 104(load case 4)
FORCES (lb)- Maximum CO"Vression/lI&Xknurn Ten
sion
TOP CHORD i2 --011a =,223/124
T CHS 20/0
MOTES
f�
Page 1
Scale = 1:nz
(bac) lldeti Uc# PLATES GRP
2-4 X999 240 MT20 7971144
2-4 >SQD 18o
3 nta n!a
Weight. 'i8 ih
Structural wOOd Sheathingdimly applied or -11A I
purlins.
Rigid ceiling dIrectlapplied Or 1 oc bracing.
�. psl� BDL: category 11; F
Xp C; enclosed;
ZOne; Lumber plate Wip DOS=1.33. MWFRS interior
2) T LL: ASCE -98; P'"'36-0 Psf Mat rOOf snO; E
xp C; Fully Exp.
3) .nom snow lis haVe been conWered for this design.
4) This truss has been Cksigned for greater of min roof live load of 1.0 psf or 2.00 fiffbes flat roof kodf .�?
n overhangs n n rr nt with I loads.
5) �
This truss has been desired for 10
.0
6) r t lyd chord Ire � g n u rrent it an other live !
r truss t truss connections.
7) Pvide mechanical connection (by otherf t
r"ss to bearing PWte
joint 3and ! uplift trot .caPable lb uplift
R802.10.2 and referenced end ANSMI 1. 8) This truss is desig ned in accorda nce with the 2003 1 nteMatiMal Residential Code sections 11
, 1 and
LOAb CASES] Standard
Job
Truce I T
KWF TRUSS
Falls, ID , E
6.200 s F �11
PIS -irI[DUE LL 1 T ,f ICid .
Jab Reference ti rt l) _
A Indo tri , Inc. leo r Y.
Pagel
1-900
1
PieOff-sets (X,Y):
-�-P -0 --
t`MNG(psp
TLL 35.0
(Roof Sncw--,. )
TDL 8.0
13CtL 0.0
.
SPACING
Plates Increase 1.16
Lumber increase 1.1
Rep Stress Incr YES
Code IC2I0
4 SPF 165OF 1 AE
PM MP
AL
SPF Stud
M
1
TC 0'77
B 0.23
WR 0.22
(Matrix)
H T 1 (lb/size) ./ Ir=G4ecMnica1
Max Horz 1500 case 7)
Maxse 6)
Ift=i1 (case , �� .
Max Gray --7920 case =38(I case 2)
FORCES b) P M. axIm" CmVres
Tension
TOP CHORD 1-2=0/1629 2-3=420153v 34,--43qi8:1 =:13010
BOT CHORD 2-9=-161/192, 61/192, - 7 /2183
WEBS -7611189 , =-W1� -=
MOTES
4-2-1
6-11-11
1-9-10
DEFL
in Qoc)
Udefl
ltd
Vert(LL)
-0.111 8
>&"
240
Vert(TL)
-0.01 7-8
X999
18p
H°�[T�)
0.�� s
nla
nla
i
f00 r,J
s.
CY
IQ
NN
Weight .26 l
Scale= 1 .1
1971144
Structural w00d sheathing directly applied or 54.
purfi n,
ceiling directfy applied or oc i'I
Pie 90P DOL1.33.
2) T LS,: ASCE PIL--- ' Pst rOO;
� � Exp �� Fully Exp.
Unbalanced snow toads have been considered for this_ n.
) This � has been designed for�
greater of rf live load of 17.0 Pf or 2.00 finvs flat
on f k)ad of 36) 5.0 pfoverbangs non -concurrent with other .11W IwoThi_s t has been n for a 10.0 Psf Om.
) Refer to caons.rel live frmncurritruss t ni� any other live loads.
7) Provide mechanical Conrmction (by Wim) of truss to ging platcapablef.
joint and 64 ]b upliftof i rrtI 11b uplift at
8) This tfflss is designed in accordance Wft the 2003 Irnafi�I l Code seefions R21 I., and
I., 1 . and rr� standard ANVM# 1. 60.
LOAD CASE(S) StarWard
Job 'Truss�
X25 M1
—9T0—CK- —C 0—M P 6 WE � N-- M �4*—,l d i h--. F. 11: —rij D E
j
fruss Type
MONO TRUSS
Eric
4-1-1
4-1-1
6,00 s Feb I
My T
-fH1 ENVALLEY I I E 1
Job Refer nee (optionai)
2�1Q5 MiTe�c Irts#�st�es, Irt�. ll+lonf Nov14
3-10-15
1.5x4 11
�1
LUMBERF
TOP CHORD 2 X 4 SIF 166OF '1.
BOT CHORD 2 X 4 SPF 1F 1.6E
MES 2 X 4 SPF StudlStd
M
TC 0.77
0.46
YM 0.21
(Matrix)
REAC11QNS (lb/s'7-e) 2=61710-6-8y 5=35$fME4ilatliCal
Max Hoe 2=787(load rase 7)
Max uplifl2=-9641oad case 7j, 5=-61(load case e )
Max Carav 2=918(k►ad case 2� 5=521 ( case 2)
FORCE(lb) -
Maximum c;si0r um Tension
TOP CHORD 1-2=0/1 621 2.3=-930/.319 -1 5086 =-
T � =-' 1
VVEBS 3-5=-463/91 -461
Mot
i]EFL
in Voc)
fldeff
LOADNG
Vert(LL)
-4.19 2.5
}4$4
TOLL
35.0
-OA2 2-5
SPACING
180
(Roof n0W--3r5.0)
0A0 6
Plates Increase
1.1
TCD L
8.0
umber Increase
1.1
LL
0.0
Rep Stress Incr
YE
DL
8.0
Code IRC2003rflPI2002
LUMBERF
TOP CHORD 2 X 4 SIF 166OF '1.
BOT CHORD 2 X 4 SPF 1F 1.6E
MES 2 X 4 SPF StudlStd
M
TC 0.77
0.46
YM 0.21
(Matrix)
REAC11QNS (lb/s'7-e) 2=61710-6-8y 5=35$fME4ilatliCal
Max Hoe 2=787(load rase 7)
Max uplifl2=-9641oad case 7j, 5=-61(load case e )
Max Carav 2=918(k►ad case 2� 5=521 ( case 2)
FORCE(lb) -
Maximum c;si0r um Tension
TOP CHORD 1-2=0/1 621 2.3=-930/.319 -1 5086 =-
T � =-' 1
VVEBS 3-5=-463/91 -461
Mot
i]EFL
in Voc)
fldeff
!Jd
Vert(LL)
-4.19 2.5
}4$4
240
Vert(TL)
-OA2 2-5
>220
180
Horz{'iL)
0A0 6
nla
Na
Y
w
f6—.-5 9 ".- 6 6 2-0 6 -5
PLATES
Weight:
Page 1
Scale = 1:30.5
P
197/144
Structural woad sheathing dinectty applied or 6-0-0 oc
purlins, except end verticals.
Rigid ceflFng directly applied or 6-0-0 oc bracing.
NOS
1) Wind: ASCE 7.98; 90rnph; h.-26ft.,- pf� DL-��f� �� IIS � �,��i
zone; Lumber DOL- lw33 � QRS intedor
2) %LL,: ASCE Pf".35.0 Pf flat mof snow); Exp C; Fully Exp.
Unbalanced snow kmds have been considered for this design,.
4) This truss I been � � for.
greater f min refr� I� f �.
OF' Overhangs non -concurrent other live psf or " � flat ref kiad of 36.E psf
6) Th* truss has been designed for a 10-0 ' f b tt
Refer t girder(s)t �r !� � ����� "
or truss t ss n I
connections, a loads.
7) Provide rMchanical connection (by Others) Of truss to bearing Platebl
int n 1 lb u l tJCH - t 6i* ! �t� i Ib uplift
8) This truss -is designed in accordance with the 2003 InteMational Residential Coe
I ,1 a rid referenced standard AN11. sections. � 1-1 rr�
LOAD CASE(S) Standard
Jo
X25
STOCKl PONE
Tess
-cruss Type
M2 ROOF TOSS
F, Id Igo F .I f , ID 346Eric
1
PIS IE . ADDENVALCEYLtl7111 EJ91E H
Job If
Jo
i�Reference (optional)
6.200 s Feb _ IreInc. Mon Nov 14 10:58;5 2005 Page I
4-2-1
14-9
1.5x4 11 Scala = 1:30.2
5
4--1
Plate Offer r ` : -1-5407- ,� � -
_ _.LOADNG (psQ
LL 35.0
QrAkAryu
Ucfeff
l.fcf
(Roof no
Plates Increase
1.15
TC 0.77
T DL 8.0
Lumber Increase
1.15
BC 0.16
LL 0.0
Rep Stress In r
YES
WB 0.27
AI
Gee IRC2003RPI2002
PF 166OF I
4 SPF 1F 'I.E
SPF Stud/Std
(matrix)
REACTIONS (lb/size) ; WcFra n cal 2=61710-54
MaxHort =1 (load case )
Max PII = 1(hmd case ). 2=-96(load case 7)
Max fav 6=521(load. case =9 18(load case 2)
FORCES 0b)- MaximumOMPr ssr nINUr Tension
TOP CHOIR 1-2=01162, 2-3=-01/64!p 34=411/01i 4 =,1
BOT CHORD 2-8=460138417-8--476142% -7=-861683
WEBS 34=480111 ,3-7=-761342344=-811190,j 4.6=..746/94
7.00F1 2== �
x-5-15
DEFL
in floc]
Ucfeff
l.fcf
1lert(LLj
-0.82 i
>939
24ti
Vert(TL)
-0.43 fi 7
y999
1$Q
Horz(TL)
0.0 1 6
rtla
n!a
i
Weight: 36 lb
tzimv
1971144
Structural wood sheathing thin directly apply or
purlins, except end verticals.
Rigid ceiling directly applied Or bracing.
NOTES
1 ) Wind: ASCE ; ph; h'; TSL=. f® 'DL^ Category 11, Exp C; enclosed; MVVFRS interior
-
zone; Lumber DOL=1,33 plate gnp DOL=1. .
2) T L,L : ASCE 7-98; Pf=36.0 Psf (flat roof nor ; FII
y Exp.
3) Unbalanced snow loadsbeen considered for this design,
) This truss has k� � d firrt
r of miry r0of fire load of 17.0 tip flat r 2.00 tiflat roof load
o r overhangs non -concurrent other live loadf 0sf
5) This Miss has n designed for a 10.0 PSf bottom chordiI r���rrn� w
nhr lig Ids -
6) Refer to gi rss t
connections.
7) Prod tnechnil connection (by others) Of
rim plate capable f #h� in� � Ib uplift � �Ont a nd 61b uplift at joy rt .8) This truss is desig"ed in accordance with the
2003 lntemat1 Residential Gode sect-IonsR502.1 1.1 and
R802.10.2 -and reference standard ANSVTPI 1.
LOAD CASES) Standard