HomeMy WebLinkAboutTRUSS SPECS - 05-00129 - 120 Star View Dr - New SFR■�:
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�
. -AL AL A N61-lw - %W PP- �mw Mk —
D
L O- p
L i i
Trus
Al
Truss Type Qty ply
Roos TRUSS 1
STOCK COMPONENTS -IF, Idaho Falls, ICS 83403, Eric
I
I
-'-
6- .7
13-2-0
i � ■
1
REX.ISELLERS14141JR(1D)H
Job Reference (o
6.200 s Feb 112005 Mi-TekIndus—
tries, Inc.
4x6 =
3
19-6-9
4 1 +
26-4-0
--7
Thu Apr 2108:44:04 2005 Pagel
R"
MMI
-0-0
I U U 8 7
'W,ff%,.r -^,..
1.5x4 11
--� 6-9-7
3x8 TSF
3x4
1.5x4 11
0
0-6-12 6-2-11 -4-9 6 -4 - It -9-7
Scale = 1:66.6
en 7
--Plate Offsets My): -1 F .0-0.131 Fd c
LIN(ps�
I
TOLL 35.E SPACING_ - csl AFL in (Ioc) I/ fl LJd PLATES GRIP
(Roof Snow --35.()) I Plates Increase 1.15 Tc 0.88 Vert(LL) -0.1 1-10 >999 240 MT20 197/144
T BL. Lumbar Increase 1.1 0.66 Vert(TL) -023 140 >999 180
Rep Stress Incr YES B 0.47 How L
B LL . � B 0.07 5 n1a n/a
Code I fTP1 - (Matrix)B DL
Weight: 106 Ib
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT 8 2 X 4 SPF 165OF 1.5E
'EB X 4 SPF Stud/Std BOT CHORD
WEDGE '`EBS
Left: 2 X 4 SPF Studl td
REACTIONS l b/size) 5=1527/0-5-8, 1=131110-5-8
Ma
=1 1110- -
a Igor 1=-0Ioad case 5)
Maxupl ft -- Ioad case , 1= 253 load case 5)
Max Grav =1'load case ), 1=1 (load case )
Structural wood sheathing directly applied or 2-2-0 o0
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at rn idt -gr 4-9
FORCES (lb) - Maximum CompressionlMaximumTension
TOPCHORD 1.2= -2246/38312-3=,1347/36013-4=-134413584-5=-2171135555-6=0/154
BOTCHORD 1-1 -13411 663 9,1 -=-1 W1663 8TH -10411 y 7- 7 ='10411587` 5-7 -104/1587
WEBS -1 0=0/256,
_o/ , 2-9=-9571239, -1931783, -9=-882/2021 4-7-01251
TE
i r1 rp; ,f; .pfr BCDL=. p fa Cate 'II• E� enclosed;E�r�or4
Lurnber L L=1.33 plate grip BOL=1.33.
2) TILL: ASCE 7-9; Pf=.o Pf (flat roof snow); E ' Full
y Exp. -
3) Unbalanced snow log.ds have been considered for this design.
4) This truss has been designed for g mater of min roof I ive I oad of 16.0 f r 1 .0 i
� � 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 ` bottom chord live Ian
norxoncu rant with any other live loads.
6) This truss requires plate inspection per the Tooth count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate cap -able of iths andira
joint and . lb uplift at joint 1.
� -4 I k� uplift at
rhis true is designed in accordance with the 2003 International •
trona) �dtil cods coon t1 1.1 and
R802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
Job
Q2988
srocx
I Truss Truss Type Qty Ply
A9G ; R00F TFZIJSS
COMPONENTS. -IF, Idaho Falls, ID 8'3403, Eri
I
7
-2.0-0 .0E0
-0-0
13-2-0
RE}C.ISELLERSI4-14lJR{ID}H
1
I I Job Referen optional)
.200 s Feb 112005 MiTek Industries, Inc. Thu Apr 21 08-:44:06 2005
4x4
26A-0
13-2-0
Page 1
Scale: 3116".1
vI %PW A&.7 40 41 Z.0 Z. a Z4 zj zz ZI zu 1' 1
5x5 1"1120=
Plate Offsets(X,Y)L.L2_-_0-q-1 3, Edge], ;--1 Ed
LOADING ps f
TOLL 35.0 SPACING --0 CSI
(Roof Snow=35.0) Plates Increase 1.15 TC 0.62
T I L .
Lumber Increase 1.1 0.29
BOLL 0.0 Rep Stress I n r NO WB 0.32
BCDL 8.0 Code II /TP1 02 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF StudiStd
4 MMMMIP
26-4-0
DEFL
in
lac}
Ildefi
Uc#
Vert(LL)
-0.06
17
nlr
920
Vert(TL)
-0.07
17
nlr
90
Horz(TE.}
0.01
16
n!a
nla
BRACING
TCP CHORD
BOT H f
WEBS
5x5 M1120=
PLATES
MT20
M1120
7
Weight: 136 Ifs
GRIP
1971144
197/144
.
Structural wood sheathing directly applied or 6-0-0 oc
purrfin .
Rigid ceiling directly tl applied or 10-0-0 oc bracing,
I Row at midpt9-25
REACTIONS lbi ize) 2=425/26.0 -0125 -170-/26 -0 -OT 26=202/26 -0-0127=204126-0-0 28=206126-0-29=196126-0-0)
30=238126-0-05 31=-34126-0-01 24--202J26-0-0, 23=204126 -0 -Dy 22-W206/26-0-0120=196126-0-01
19=238126-0-03 1 =-34/2 - 3 1 5/26-0-0
Max Upli = 20 l ad case ), =- 4 load case 7=-.8 Ioa case28=-75(load case 5),
29 -- I o a d ca s , 3 0=-I l oa d case , 31 =-1 57(l o ad case } 4=- 4(I d case ,
23=-82(Io a d case 5), -- 7 ( l ad case 5), .--fa d case , 1-9=-1 l ad case ,
1 =1 J
� gad case 6)116=-202(load case 5)
Max Gray -(lad case ), 25=1 load case , = Icad case 27296 load case
= load case , = 4(load case ), =349(1 oad case , 31X11 load case 5),
4= 07(Ioad case , = (load case ), = 0 (l ad case ), =284 l ad case 3),
19 =349 (l oad case 3), 18 -11 (load case ), 16 = load case 3)
FORCES Ob) - Maximum Compression/Maximum Tension
TOP � H D 1 � -0/14 } 2.3=.133/013 -4---90157,4-5=-10414315-6=,-10115916.7=-102/12217-8=-101/189I
8-9=-107/240? ■9-10=-10712403 ' 01-1 11=�1 01 /1 f F 1 1 -'1 1 0 1 , 12-13=-101/590 1 -1 -1 0414333
11 4t1 --90157} 15-16=-13310J 1 -17-/14 /
BOT CHORD 2-31=0/1 99, -31=011 99, 29-30=0/1 99, -011 99, 27-28=0/1 99,
*(yf'_
24-25=011 99j 23-24--011997 =0/199, 21-22=0/1 99, 20-21 =011 99, 19-20-0/1992 -18-19=011 `
16-18=0/1
WEBS 9'25`-180/0, - =- ,r 7-27=-26511 02, 6-28=-267194,5-29=-259192,4-30=-291/107, - =-
85/65,
10-24--275[73,11-23=-265/102,12-22---9-267/94,13-20=-2591925 14-1 29'1/1 7 '1 -1 =-85165
NOTES
1 Wind. ASCE 7-02; 90rnph 11= ft, T DL= . p f; I3DL=4. psf; at cgs
11, EF ' enclosed; C -C E
xtrror� ),Lumer DOL=1.33 plate grip D L=1 .2)
Trus designed for wind loads in the plane of the -truss only. For studs exposed to wind (normal to the face)
sere M`Tek "Standard Gable End Detail"
Pf=35.0 psf (flat roof snow); Epp ; Fuller Exp,
Joh �Truss
Q2988 j AIG
Truss Type ctty ply
9
ROOF TRUSS I i
STOCK COMPONENTS -IF, Idaho Fall's-', ID 83403, Eric
NOTES
FtE3C.1S ELLER5I4-141J R(IE})H
Job F eferen optonal
6.200 s Feb 112005 M -1 -Tek Industries, Inc. Thou Apr 2108:44:06 2005 Page
4) Unbalanced n o loads have been considered for this design.
5) This true has been designed for greater of min ref live load of 1 r0■■ '
Frith ether live loads.
�� �� � F�'i/ �� flat roof loadf .0 Psf n overhangs non -concurrent
6) This truss has been designed ned for a 10.0 p f bottom chord live load nonconurr nt with any ether Ise loads.
7) All plates are MT20 plates unless otherwise indicated,.
8) All plates are 1.5X4 MT20 unless th r +i indicated.
9) This truss requires plate inspection per the Tooth Count Method when this truss
is chosen for quality assurance inspection.
1 Gable studs spaced at --0 oe.
1 1 ) Provide mec hay iia l con netio n(byt[�er� �t true °�� �e� rin ■ �.•-plate capable of withstanding 202 I uplift at Dint 54 lb lift
joi .jo � �t ��i rpt 26, 82 lbup]ift at j int , l uplift at joint , lb uplift at nt , J10 l uplift trpt 0, 157 I lift tjoint
■■ 11�plift at joint
j pint 23, 75 ib u plift at joint 22, 69 l b u p] Ift at joi nt 20, 102 Ib u pi ift at 1011 nt 191 157 lb u lift t joint 1 and w 1 ) Non t�andard bearing ndition. review required.
� � �. I� ��Iift �t joint � .
1 ) This true is design -ed In accordance with the 2003 International Residential Code sections R502.1 1.1
and R802.10.2 nd referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
lJob
i
i
Truss
A"
Trus Type
I
ROOFTRUSS
e
COIFF 1ENT -IF, Idalp� Falb ID 83403, Eric
Plate Offsets
LOADING (psp
TGLL 35.0
(Roof Snow -35.0)
TCDD. 8.0
BCLL 0.0
BCDL 8.0
LUMBER
TOP CHORD
BOT CHORD
FEES
6-9-7
6i-7
4x6
aty Ply
I E .1 ELLE1 /4-1 )H
Jobof retic (o
6.200 s Feb 112005 IIT k Industries, Inc.
T � •
-°-7
lonal)_�
Thu Apr 2108:44:08-2005
rqmrk
-9-7
1.5x4
l : -1-1 ,,Ede C . -1-11, Ed
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC20031TIP12002
4 SPF 1F 1.5E
4 SPF 1F 1.5E
4 SPF Stud/Std
e
3x8
13-2-0
19-6-9
1.5x4 I I
26-4-0
--7
l
T EFL
Ion
lideflLtd
TC 0.91
Vert(LL)
-0.151
-10
>999
240
BC 0.69
Vert(TL)
-0.26
1-10
>999
180
B 0.48
lH rz(TL)
0.07
5
n1a
n1
(Matrix)
REACTIONS (lb/sIze) 1=1319/Mechanical, 5=153610-5-8
Max Hcr 1= -(lad case 5)
Max U pl ift1=-(load case ), =lad case )
M ax G ray v 1=1 (1 oad case ), 5=1871 load case )
BRACING
TOS' CHORD
FT CHORD
WEBS
PLT.'
MT20
Scale 1:66.6
Weight: 106 Ib
GRID'
197/144
Structural wood sheathing directly applied r --
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at m Edipt 2-9p 4-
F FACES (lb) - Maximum Compression/Maximum T n l n
TOP CHORD 1-2=-229013K 2-3=-1362/3633 3- 1359/3 61, 4- =-218013 58, 5-6=011 54
BOT H RD 1-1 i 1421171 , -1 -- 1421171 0, =-1,06/1594, 106/1594, 5-7=-105/1594
WEBS -10 =01260, 2-9=-9 9 81246 9 3-9=-197/801 r 4- -8821202: 4-7=01251
NOTES
1Wind; ASCE 7-02; 0mph; h= ; T C L= . f; S- DL= . p f; Category Il; Exp ; enclosed; C -C Exterior(.);
Lumber DOL =1.33 pIiate grip D L=1.33.
2) TOLL: ASCE -; Ff=35,0 pf (flat roof snow); E ' Fully Exp.
3) Unbalanced snow loads have leen considered for this design.
4 This truss has been des 1g reed for greater of rn in roof i ive lead of 16.0 f or 1 _00 times
on overhangs non -concurrent with other live loads.
5) This tri.ss has been designed for a 10.0 p f bottom chord live load nonconcurr nt with any other live Ind.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen forquai�4ty
assurance inspection.
7) Refer to gird r-( for truss to truss connections,
8) Provide mechanical connection (by others f truss to bearing late •
� � � ��.�abl� �f withstanding I uplift at
joint I and 386 lb uplift at foint .
This tniss is designed in .accordance with the 2003 Intemational Residential Code sections R50.2 .1 1.1 and
R802.10.2 and referenced standard ANSUTPI 1.
LEAD GASE{S} Standard
Joky I Tr6ss
Q2988 IA3
Truss Type t c
IROOFTRUSS i
1 U°YR IIPNENT -IFr Idaho Falls} ID 83403, Eric
I
I
6-9-7
6--7
13-2-0
Ply REXISELLERS14-1 H
I
1 I Job Raferen(9ptiona1L_
6.200 s Feb 11 2005 l iT k I du trIe ,, Inc. Thu Apr 2108:44-.09 2005 Fuge 1
4x6
3
6-9-7
5 x 10
P!a#e Offsets (X,Y): [1:0-1-10,Ed
LOADING fnsfl W _
J
1.5x4 11
--7
--
]Y -G-1-1 Ed
TALL
I
SPACING
o -o
.
(Roof Snow=35.0
Plates Increase
1.1
T DL
8.0
Lumber Increase
1.15
BOLL
0.0
Rep Stress Inca
YES
B DL
8.0
Code IRC2003fTP12002
LUMBER
TOP CHORD
BOTCHORD
WEBS
SIF +1F 1,5E
. X 4 SPF 165OF 1.5E
. 4 SEF Stud/Std
14
--
CSI
TC 0'91
BC .
69,
B 0.50
(Matrix)
REACTIONS (lb/ iz) 1=1328/ echanicalr =1328/0- -8
Max Upliftl=- (load ca ), =- (l ad case 5)
M ax G rav 1=1561 load case )a 5=1551(load case 3)
0
=
1.5x4 IN
19-6-9 _ , 6-4-0
f3EFL
in (loc)
Ildefl
LJd
Vert(LL)
-0.15 1--9
X999
240
Vert(TL)
-0.26 1-9
X999
180
Horz(Tl.)
0.07 5
n/a
n!a
BRACING
TOP CHORD
EDIT CHORD
WEB
FORCES Ib - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2293/403,2-3=-137613757 -4=-13751375, 4.5=,2258/399
BOT CHORD 1-9=-233/1712,8-9=-233117125 7-8=-2281167216-7=-228/1672Y
WEBS 2-9=0/261 r 2-8=-998/2485 - � - 151823, 4-8=-9581241 P 4-6=0/257
1
PLATES
MT20
Wei ht: 103 Ifs
GRIP
197/144
Structural wood sheathing directly applied or 2-2-0 o
rfin .
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 2-8, 4-
N TE
1) Wind ASCE 7-02; mph; h= ft; T I L=4. p f: BC L=4. p f; Category 11; Exp ; enclosed; C -C Exterlor(2);
Lumber DOL=1.33 plate grip IDOL= -1.33.
LL: ASCE - Pf--35.O p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for thi's design.
4) This truss has been designed for a 10.0 psi bottom chord lige load non cncurr nt with ts antar live lad.
5)'This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance in p tigin.
6) Refer to girder(s)for truss to truss connections,
7) Provide mechanical connection (by others) of truss to bearing .plate capable of withstanding 262 lb uplift at
joint 1 and 262 lb uplift at jo nt 5.
8) Th is truss is designed i re accords nce with the 2003 Internatio n al Residential Code sections R502.1 1 .1
and referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
sm
Truss
B1
Truss Type Qty ply
ROOF rRuss I I
STOCK COMPONENTS -IF, Idaho Falls, ID 83483, Eric
,Ooo 1 3-9-8
2-0-0
Ksmiq
i IBEX -/SELLS I /4-14/J (I D) H
1
1
in
(loc)
Job Reference
(optional)
Vert(LL)
-0.09
7
6.200 s Fab 11 2005 MiTek Industries,
Inc.
Thu Apr'21 OBA410 2005
Page 1
4a4 =
7-7-0
3-9-8
-7-0
Scab =r 1:22.1
0
LOADING (psfj
TOLL 35.D
(Roof Snaw=35_0)
TCpL 8.0
CLL 0.0
BCOL 8.0
LUMBER
TOP CHORD
BOT CHORD
OTHERS
SPACING
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I n r N
Code IRC2003TTP12002
X 4 SPF 165OF 1.5E
X 4 SPF 1 658 F 1-5E
X 4 SPF Stud/Std
1
TC 0,62
BC 0.03
13 10.07
(Matrix)
7-7-0
DEFT
in
(loc)
!!de€I
Ud
Vert(LL)
-0.09
7
n!r
920
Vert(TL)
-0.11
7
rtlr
90
Mora(TL)
8.00
S
nla
n1a
BRACING
TOP CHORD
BOTCHORD
FOLATES
TOS
Weight: 30 lb
IP
197/144
Structural wood sheathing directly applied or 6-0-0 o
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing..
REACTIONS (lb/size) 2=385/7-7-0,6 38517-7-019=185[7-7-01 1 =881'-7- � 8=88f7-7-0
Max H p ift --253 � Ioad case , 6=-253(l o a d case , 1 0=-77 Ioad case ), 8 =-7 7(1oad case )
Max G rav 2=581(load case ), 6=581(load case ), 9=1 85(load case 1)# 1 0=11 (load case ), 8=11 7(load case 3)
FORCES (I b- Maximum
Compression/Maximum Tension
TOP H FCS 1 -2=0/149,2 -3=-179177,3-4=-741774-5=-74477,5-6=-179/`77.r6-7=0/149
BOTCHORD 10=-9110 , -10= 1 /10 .r - 1 /18 , =-1 /1
WEBS 4-9=-1 54/0, -1 =-83/111, -8r-831111
NOTES
1 Find: ASCE 7-02; 0mph; h= ft T DL= . p f; DL . p f; Category Ila Exp ; enclosed; C -C Exterior(2);
Lumber LC L='1.33 plate grip D L�1. .
2) Truss designed for wind loads in the plane of the truss only. For studs eXPDSed to wind (normal to the face),
see MiTe "Standard Gable F-nd Detail'
3) T LL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of rain roof live load of 16,0 pf or 1.00 times fiat roof load of 35.0f
p
on overhangs non -concurrent with anther live loads.
6) This truss has been designed for a 10. 0 p f bottom chord live load non concurrent with any other live loads.
7 This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection,
8) Gable requires o ntin uou bottom h ord bearing.
9) Gable studs spaced at 2-0-0 o.
9 ) Provide mechanical connection (by others) f truss to bearing plate capable of withstanding 253 Ib uplift at
joint 2, 253 Ib uplift at joint 6, 77 Ib uplift at joint and 77 lb uplift at joint .
11) This truss i d i ned in accordance with the 2003 International Residential Code sections R502.1 1.1 and
R8,02-10.2 and referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
Truss I Truss 'Fyffe
1 I ROOF TRUSS
F MPONENTS-11F, Idaho Falls, ID 83403, Eric
I
1
CD
-1-13
4-1-13
7-7-12
sQtY
r Ply REX./BELLE 14-141JI (ID)H ,_
r
0
Job Reference l
6.200 Feb 11 2005 MiTek Ind u trie , Inc. Thu Apr 2108:44:10 2005 lugs 1
4x4
3
13-2-0
5-6-4
1-1
4-1-1
Folate Offsets X Y : r5:0-2-0,0-1 - 1
LOADING (psi
TOLL 35.0
(Roof Snow=35.0)
TCD L 8.0
BOLL 0.0
B CSL 8.0
LUMBER
TOP CHORD
ESOT CHORD
WEBS
2x4 11
SPACING 1-0-0
Plat
- -
Pla# s Increase 1.1
Lumber Increase 1.15
Rep stress I n r NO
Code IRC2003ITP12002
X 4 SPF 1F 1.5E
X 6 DF I .2
4 SPF Stud/std
7-7-12
--15
GSI
TC 0.18
BG 0.66
B 0.72
(Matrix)
REACTIONS ( 1=1915/0-3-8, 5=263510-3-8
Max UPI iftl =-391 (load
= 63510-3-
UPIiftl=-391(load case ), =- 3 lad case )
M ax G rav 1 =20 6 5(l o a d case , 5=3259 (Iad case 3
3X8
13-2-D
a
DEFL,
in
(Ioc)
Ildefl
LJd
Vert(LL)
-0.07
6-7
X999
240
Vert(TL)
-0.12
6-7
X999
180
Horz(TL)
0.03
5
n!a
n/a
BRACING
TOP CHORD
BOTCHORD
FORCES Ib) - Maximum CompressionfMaximum Tens]
TOP CHORD 1-2=-2859/544, 2-3=-2172/4453 - =-2'225[436] 4-5'- # 14
SOT CHORD 1-8=-417/23!6r 7-8=-41712316Y -7=-7 4144 1a 5-6=-744/4451
WEBS 2-8=-1 07/606, 2-7=-709/1 56, 3-7=-402/2165, X7=2758/465, 4-6=-32712378
3x8 ZZ�
15-3-8
2-1-8
FOLATES
MT20
Scale = 1:35.2
Weight: 148
FLIP
197/144
Structural wood sheathing directly applied or6-0-0 oc
purlin .
Rigid ceiling directly applied or 1- bracing.
NOTES
1) -ply truss to be connected together with 0 -1 1 if 3" Nails as follows:
Top chords connected as fol lows; 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0 oc.
Webs connected as follows.- 2 X 4 - 1 row at 0-9-0 oe.
2). All loads are considered equally applied tc all plies, except if noted as front F or back 13free in the LOAD
CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as F or (B),
unless otherwise Indicated.
3) Wind: ASCE 7-02; ph; h= ft: T C L=4. p f-, 8 L= . p f,- Category 11; Exp ; enclosed; C -C Exterior(2);
Lumber CS L=1.33 plate grip D L=1.33.
4) TOLL: ASCE - X35.0 pf (flat roof snow); Exp ; Fully Exp.
5) Unbalanced snow Coeds have been considered for this design.
6) Th is truss has been desig rid for a 10.0 psf bottom chord I is load nncnurrn
t with any other I live loads.
7) Th is truss requ i res plate i n p tion per the Tooth Cou nt Method when th is truss is ch oxen for qual ity
assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at
jo int I a nd 538 1b u pl if# at joint 5.
9) This truss is designed in accordance with the 2003 International Residential Coda sections R502.11.1 and
C0R@flaeV4rpp0ffLefprenced standard AN I/TP1 1.
Job :Truss
Truss Type
:Q2988 ;C1
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falk: ID 83403, Epic ti
Qty I Ply
1
fr7
FLEX../SELL /4-14/J (ID)H
Job Reference (opfionaQ
6.200 s Fete 112005 M!Tek Industries, Inc. Thu Apr 2108-:44-10 2005 Page
TE
10 Girder rn*e tie-in span(s): 8..5-8 from 0-0-0 to 13-2-0
11) Hanger(s) or other connection device(s) shall be provided sufficient t support concentrated load .
�� � � IIS do and � I p at
bottom chord. The design/selection of such connection devices) is the responsibility of others.
LOAD CASE(S) Standard
1) Snow Lumber In crease=1 1 , Plate I a rea =1.1
Uniform Loads p1
Vert. 1-3=-43, *-•- , 1 R i 1 91(F=-1 , iP%
Concentrated Loads (Ib)
Vert: 6=-1405(F)
13-2-0 on
Job
i
Truss
1
Truss Type
ROOF TU 1
`TOCK COMPONENTS -IF, Idaho Falls,lid 83403,Fri
Ir
0
0
--0-
-0-0
4-0-5
4-0-
-� s.z5 FebFe11
7-7-1
-7-7
:9 1
i
REX.IS ELLE RSf4-1 41J R(lD)H
Jab Deference (o
2005 MiTek Industries, I roc,
-7-7
ona i _
Thou Apr 21
15-3-8
08:44:11
--
4-0-5
08:44:11 2005 Fags 1
Scale = 1 :37.2
Plate Offsets X [2:0-0-132 , Edge] a[6:0-2-1570-1-12]
LOADING (pso
TOLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCI..L 0.0
BCD.. 8.0
LUMBER
EEf
TOPCHORD
ET IIID
WEBS
THEE
SPACING
--
Elates Increase 1.15
Lumber Increase 1.15
Rep Stress In r NO
Code IRC2003ITP12002
X4 SPF 165OF 1.5E
X 4 SPF 165OF 1.5E
4 SIF ,tudltd
X 4 SPF Stu d/Std
7-7-1 1
7-7-12
1
TC 0.70
BC 0.31
VVB 0.24
(Matrix)
7-7.1
DEFT,
in lac}
Ildefl
Lfd
Vert(LL)
-0A6 2-111
?999
240
Vert(TL)
-0.13 2-10
>688
980
Horz(TL)
0.00 6
n!a
nla
BRACING
T F' HOR
BOT CHORD
PLATES
MT20
Weight:. 67 lb
G Pd P
197/144
Structural wood sheathing directly applied or 6-0-0 o
purlins.
Rigid coiling directly applied r 6-0-0 oc Ira in .
REACTIONS Oblsize) 6 10=850/8-0-019=-3/8-0-0, =26}8- -0,7=107/8-0-0
Max Hort 2=81(l d case 5)
Max tJpl =- lad case , =-1 (l ad case 5),
7= -Road case 5)
Maxra = lad case ), = 4 (l ad case 2),
=1 0 1(I oad case 4), 7=14 Road case 3)
10=-1 610 o a d case ), 9=-46(I oa d case 4),
1 0=8 5 00 oa d ca se 1), 9=4(l o ad case ,
FORCES (1b) - Maximum Compression/ la imurn Tension
TOPHORD 1-2=01152,2-3=-521166,3-4=-831193,4-5=-661210,5-6=-529180
BOT CHORD 2-1 -361302, 10=-29/325, 8-9=-29/325x 7-8=-29/325, 6-7=-291325
WEBS -10=-434/'1 , 4-1 0=418/89, 0=-487/166
TE
1 Wired: ASCE 7-02; 90mph; h= ft; T DL=4y p fr B DL=4. p f; Category II, Expo enclosed; C -C Extri r ;
Lumber DSL=1.33 plate grip DOL=1 ..
2) Truss designed for wind loads 1n the plane of the truss only. For studs exposed to wird (normal to the face),
see MiTek "Standard Gable End Detail
3) TOLL; ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live loud of 16.0 f or 1.00 times flat roof load of 35.0 psf
on overhangs non -concurrent with other live roads.
This truss has been designed for a 10.0 p f btfonn chord I ive Road noncon urr nt with any other live Roads.
7) All plates are I.Gx4 MT20 unlles5 otherwise indicated.
8) This truss requires plate 'inspection per the Tooth Count Method when, this truss is chosen for quality
assurance inspection.
9) Gable studs spaced at --0 oc.
Continued on page
Job � ,Truss
Truss Type
Qty
Ply
Q2988 CIG
ROOF TRUSS
1
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
REl(.ISELLE RS14'L41.1R(1 D) H
I
s
Job Reference optional
6.200 b 112005 MiTelk Industries, Inc. Thu Apr 21 08:44-112-005 Fuge
NOTE,
1 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I b uplift at jo int 6,198 ib uplift at joint 2,161 Ib
uplift at joint 1 Ox 46 Ib uplift at joint 9 and 29lb uplift at joint 7.
11 This truss is designed i accordance itis the 2003 International Residential Code sections R502.1 1.1 and R802-10.2 and referenced standard
ANSVTPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty ply
Q2988 CRI ROOF TRUSS 3
STOCK COMPONENTS. -IF, Idaho Falls, ID 83403, Frit
I
I
2-9-15
5-8-14
E .1 ELLERS/4-141J R(1D) -I
1
Job Deference optional
6.200 s Feb 11 2005 M i Tele Industries, Ire . Thu Apr 21 l 12005 Page I
11-3-0
5-6-2
s,i
Plate Offsets MY): r2:0 -0-6,0-0-5L___,.
LOADING (psi
TOLL 35.0
(Roof now=35.0)
TIAL 8.0
BLL 0.0
BBL 8.0
LUMBER
TOPCHORD
BOT ISD
'EBS
SPACING 1-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inc r NO
Code IRC2003ITP12002
4 SPF 1650F 1.5E
4 SPF 165OF 1.5E
4 SPFStud/Std *Except*
4 SPF 165OF 1.5E
5-8-14
5-8-14
CSE
TC 0.78
BC 0.46
WB t}.72
(Matrix)
REACTIONS lbi i e) 6=1009/Mechanical, 2=683/0-7-12
Max Horz 2=525(load case )
Max Uplifts" [ ad case , 20_ 1 ' lead case )
Max G rav 6=11 (l ad case ), =894(1 oad case 2)
FORCES (1b) - Maximum Com p r i n/M a i m u m Tension
TOP H I B 1-8=017212-8=0/75,2-3=-1141/6433-4---3131150,4-5=
BOT CHORD 2-7=-501/952, -7=-5011952
'EB -7=0/1881 -6=-974/506
1.5x4 11
l- -0
5-6-2
DEFL
in
(loc)
Ildefl
Ltd
Vert(LL)
0.03
2-7
X959
240
Vert(TL)
-0.06
6-7
X999
180
Harz(TL)
4.42
B
nla
nla
BFZAIl
TOP CHORD
BOTCHORD
3x8 =
PLATES
MT20
Scale = 1:33.7
Weight., 46 lb
GRIP
197/144
Structural wood sheathing directly applied or 5-8-14 oc
purlins, except end verticals.
Rigid celling directly applied or --11 oc bracing.
NOTES
1) Wind: ASCE 7-02; 0m ph } hi ftx T DL -4. p f; 13 D L . p f; Category Il; Exp ; enclosed,, C -C E tarl r( ,
Lumber B L=1.33 plate grip DOL=1. .
2) TOLL: ASCE 7-98; Pf=35.0 pf (fiat roof snow); Exp ; Fully Exp.
3) Unbalanced snow scads have been considered for this design.
4 This truss has been designed; for greater of min roof lire load of 18.3 p f or 1.00 times flat roof laud of 35.0 psf
on overhangs nor -concurrent with other live load.
5) This true has been designed for a 10.0 p f bottom chord line load nonooncurrent with any other line loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for truss to true connections.
Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 623 lb uplift at
joint 6 and 176 Ih uplift at joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 nd referenced standard ANSIITPI 1
10) In the LOAD GASES) section, loads applied to the face of the truss are noted as front F) or back B).
Continued on�pa e Z
LOAD CASE(S) �tandard
job
Truss
aim
a ubti i ype
r
1 ROOFTRUSS
STOCKMP N E MTS -J F Idaho Fa1J , IIS 83403, Eric
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.1 5,Isla# Increase=1.15
Uniform Loads (pl�
Vert: 1-8=43
Trapezoidal Loads (pl�
Vert: 8=0(F=21, B=21) -to -4=-240(F=-99,- =.l(F=31B
3
Ply IBEX.} E LLE RS/ -1 1J :(I D)H
i
J o b Reference
6.200 Feb 11 2005-MiTek Industries, Inc.
=3)-to-6=45(Fes- 1 ) B=.Pl 8)
j oral
Thu Apr 2108:44:112005 Page
'Job
Q29818
Truss
6 .F
Truss Type
ROOF TRUSS
STOCK COMPONENTS -117, Idaho Falls, ICS 83403, Eric
0
-9-1
4-7-1
4-7-1
Lo
1
I
I I Job i efer n e (optional
tional
6.200 s Feb 11 2.0051 1!Tek Industries, Inc. Thu Apr 2108-.44:-12 2005 Page 1
1.5x4 11
01
1.5x4 II 3x4 _
4-7-12 1 --5
-
_
(lac)
Ildefl
..
Vert(LL)
-0.02
Lel
01
1.5x4 II 3x4 _
4-7-12 1 --5
-
_
(lac)
Ildefl
4-7-1
Vert(LL)
-0.02
Lel
(p
240
Vert(TL)
..
TCL L
>999
SPACING
-'
CSI
(Roof Snow=35.0)
n!a
Plates Increase
1.1
TC 0.67
TCDL
8.0
Lumber Increase
1.1
BC 0.31
BGLL
. i
Rep Stress I ncr
B
.BCDL
Y;y!
'Code 1 03ITP1 0
(Matrix)
LUMBER
TOIL CHORD 2 X4 SPF 165O1= 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2X 4 SPF Stud/Std
-5-11
L7EFL
in
(lac)
Ildefl
Ucf
Vert(LL)
-0.02
2-9
X999
240
Vert(TL)
-0.03
8-9
>999
180
Harz(TL)
Q.Q1
l
n!a
rola
BRACING
TOE FDIC
T CHORD
REACTIONS (lb/size) 71/Mechanical, . =4 410-4-1 2 8=97010-8-8
Horz 2=496(load case )
Max U plift7=- 1 (load case , =- 7 I aid case , =- load case 5)
Max Gray 7= (l ad case ), = Goad case , 8=1101(l ad case 2)
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1.2=0179, 2.3=-6U/01 3.4,,.-2281134, - =-1 52J49,5.6=-26/07 CHORD -1=-300/51 , 8.9=.3001518y 7-8=-98132
WEBS 3-9 =0/ 118 , 3 - 5541231, - =-680/2 7 7, -671205
3x6
PLATES
MT20
Scale = 9:34.0
Weight: 53 lb
FLIP
197/144
Structural wood sheathing directly applied or6-0-0 oc
purlins, except end verticals.
Rigid ceiling directly applied or 6.0-0 oc bracing,
NOTES
1) Wind-. ASCE -02; 90mph; = ft; TCDL= . p f; 13DL .p f• Cate it; E a enclosed; Etri
r
Lumber DOL=1,33 grip DOL=1.33
d
TOLL: ASCE 7-98; Pf=3&O p f (fiat roof now)- Exp ; Fully Exp.
3) Unbalanced snow loads have been consideredfor this design.
4 This truss has been designed for greater of min roof live load of 18.3 f •
p or 1.�� tie fist roof load of 35.0 pf
on overhangs non -con urrenf with other live loads.
5) This true has been designed for a 1 0.0f bottom p chordlive load non concurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss i
assurance inspection.
�Iorl for quality
7) Refer to girder(s)for truss to truss connections.
8) Providemechanical connection (by others) of truss to bearing latea •
p�lefr�htandincplt at
joint 7, 97 Ib uplift at joint 2 and 329 lb uplift at joint 8.
9) This truss is designed in accordance with the 2003 International Residential !hod
e sections R502.1 1.1 and
R802.10.2 and referenced standard ANSIJTPI1.
10 1 n the LOAD CASE(S) secti on, loads app] red t th face acof the truss are noted as front F) or b(B).
LOAD CASE{S} Standard
Continued on page
Job
STOCK
1 J uZib
russ Type
ROOF TRUSS
I
MP ENT, -IF, Idaho Falls, ID 83403, Eric --
Ely
1
E
REX-/ ELLE S1 -141J (1 D
I L � Job I efer n ptiona
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 21 08:44,12 2005 Page
LOAD CASE(S) Standard
1Snow, Lumber Increa =11.15, Plate Increase=11
Unifo rn Loads (pl�
Vert: 1-2=-43
Trapezoidal Loads(plfl
Vert.- 2=-4(F=19, B=19) -to -5=-237(F=-97, B=-97)15= 237 F=- B=-97)-t0-6=-242(F=-99jB==99), =.-0(Fes,
)-to-7= F�-1 , B =- 1
iJob
Y •
Trus.
Truss Type
ROOF TRUSS
STOCK �COMPONENTS -IF, Idaho Falls, ID 834033 Eric 6.200
I
-9-15
--1
5-6-7
-1-7
1 1 141JR(!D)H
ice O pti
2,005 MiTelk Industries, Inc. Thu Apr 2108-144:13 2005 Page I
---
5xs 11
5x5.. 5.6G 'i 2
3-4-15 1 5--
-4-1
Plate Offsets :0-0-610-0.51,_[5:0-- Ed 1 _[:--jo--
1,..UHUiNG 4pSfj
TOLL 35.0
(Roof Snow -35.0
TCL7L 8.0
B LL
BC,DL
LUMBER
TOP CHORD
HOT H RD
WEBS
SPACING 1--0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r NO
Code 1F0/TPI
4 SPF 1 650 F 1,5E
X 4 SPF 1650F 1.5E
X 4 SPFStud/Std *Except*
W5 2 X 4 SPF 1OF 1.5E
-1-7
11.3-
CSI
Qty
Ply
REX.ISELLI
Ildefi
1
1
Vert(LL)
-0.05
8
x999
Jots Referer
I
-9-15
--1
5-6-7
-1-7
1 1 141JR(!D)H
ice O pti
2,005 MiTelk Industries, Inc. Thu Apr 2108-144:13 2005 Page I
---
5xs 11
5x5.. 5.6G 'i 2
3-4-15 1 5--
-4-1
Plate Offsets :0-0-610-0.51,_[5:0-- Ed 1 _[:--jo--
1,..UHUiNG 4pSfj
TOLL 35.0
(Roof Snow -35.0
TCL7L 8.0
B LL
BC,DL
LUMBER
TOP CHORD
HOT H RD
WEBS
SPACING 1--0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r NO
Code 1F0/TPI
4 SPF 1 650 F 1,5E
X 4 SPF 1650F 1.5E
X 4 SPFStud/Std *Except*
W5 2 X 4 SPF 1OF 1.5E
-1-7
11.3-
CSI
DEFL
in
(loc)
Ildefi
Ud
TC 0.80
Vert(LL)
-0.05
8
x999
240
BC 0.57
Vert(TL)
-E1.09
7-8
X993
180
1NB 4.98
Horz(TL)
0.04
7
n1a
n!a
(Matrix)
REACTIONS (lb/size) 7,1 0 Il a ha n iia I, 2=68310-7-12
Max Horz 2=482(load ease )
Max Uplift?=- 47(Ioad case 5),2=-171 (load case 5)
Maxra =11 (load case ), =894(1oad case )
13PA IN
TOFF H R
BOT CHORD
�:J
MT20
00
0
Weight: 47 lb
`le = 1:33.0
GRIP
1971144
Structural wood sheathing directly applied or 41-3-14 oc
purlins, except end verticals.
Rigid id eili n directly applied or 8-3-4 oc bracing,,
FORCES (1b) - Maximum mpre ion/Ma imum Tension
TOP H .D l �1 =0/ a -'I = , - =-1 1 a - =-16 '7/339 4- =- 1 ` = - =-
539/373
T CHORD 2-9=-3851840, 8-9=-397/901 P 7-8=-722/151
WEBS - 191+1861 ` '36611, 4-8=01278y 4-7=-14651696
TE
1)Wind; ASCE 7-02; 0mph; h= . ft; T [ L=4.8p f; B DL=4+ f; Category 11; Exp ; - enclosed; E t ri •
Lumber COOL=1. plata grip COOL=11.33. � �'
2) TOLL: ASCE 7.98; P =35.0 P f+ flat goof snow � Fully � � � � * Exp.
3) Unbalanced snow loads have been considered for this design,
4) This truss has been designed for greater of min roof live load of
1 . f r 1. ti
at roof I�.� f �f
on non -concurrent with other live loads.
5) This truss h as been designed for a 10. 0 f bottom chord live loa
non nurrent with any ether live loads.
6) TIS is truss req u i res p late i n pection per the Tooth C oar rpt M th d when th is truss 'I's chosen f
or quaiity
assurance 1n pe tion.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 547 lb uplift at
Joint 7 and 171 lb uplift at joint .
9) This truss is. designed in accordance with the 2003 International Residential Code sectionsR502.11 .1 and
8802.10.2 and referenced standard ANSI/TPI 1
10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F) or back ;
Continued na e
LOAD CASE St
russ
truss Type I Qty I Ply
ROOF TRUSS
STOCK COIF FOIA EMTs -IF, Idaho FalI I D , E
LOAD GASES) Standard
1) Snow Lumber In r a =11.15, Plate In r a e=1.1
Uniform Loads (pl�
'pert: 1 -+1 0=43
Trapezoidal Loads (pl�
Vert: 1 =-O (F=22, B=22) -to - =- F= -99, B `- � 2 `-1 F= ,
B=- )-to=y=- �F=-1 8, =-1 )
i
REXISELL
Job Reference (optional
6.200 s Feb 112005 M]Tek Industries, Inc. Thu Apr 2108:44:13 2005 Page
B=3)-to-9=-14(F---3� B=-3)) 9=-14(F=.3s B=-3)-t0-8=-22(F=-7� BE"M7), 8=m22(F=,7q
Joky I Truss
Q2988 i D1
Truss Type
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
PF -00
QIn
4-3-15
--1
5x5
4
12-0-0
REX.rSELLeRs/`4-141JRti DyH
12 f nce n
6.200 s Feb 112005 MiTek Industries, Inc.
4-0-0 4-o-
4 = 5X5 =
oai
Thu Apr 2108:44:14 2005 Page 1
4-0-0
-0-0
3-8-1 4-3-15 -0-
Sl = 1-055.1
P'late Offsets f X j
LOADING (pso
TOLL 35.0
(Roof Snow=35.0)
TL 8.0
BOLL 0.0
BCDL 8.0
LUMBER
TOP CHORD
BOTCHORD
EE
-0-
-0-0
[2:0-2-070-1-j82 [8.
Pct 2-0-0
Plat
-0 -
Plat Increase 1.1
Lumber Increase 1.1
Fp stress 1r N
Code Ilc0'PI00
X4 SPF1,OF1.E
DF No.2
X 4 SPF Stud/St
6x8 MEPWOO
CSI
TC 0.38
BC 0.72
WS 0.65
(Matrix)
REACTIONS 1b/size) 2=289710-5,8,8=2897/0-5-8
Max Upllft
=28971 , , =2897/0- -
Upllft =-7 lord case ), =- 1 (C d case 5)
Max G rav 2=341 (Id cast: ), =341 load case 3)
%F
4A = 6x8
1-0-0
-0-0
4-0-
-0-0
DEFT
in
(loc)
Ildefd
Ud
Vert(LL)
-0.20
10-12
X999
240
Vert(TL)
-0.33
10-12
>857
180
Horz(TL,)
0.05
8
n!a
n!a
BRACING
TOP CHORD
PLATES
MT20
Weight: 246 1b
Lo
I�
14
CD
1F'
1 9711 44
Structural wood sheathing directly applied or 6-0-0 oc
pu
- -
pu rI res.
Rigid coiling directly applied or 10-0-0 oc bracing.
FORCES (1b) - Maximum Compraseion/Ma i.mu Tension
TOPCHORD 1- = 011 1, - 3 =-- r 71 , -472 7197 4, =-3804184 , = =
7- =-5097/989, 8-9 = /1, 61
BOT HORD-1 =-64914027 1 1-1 =-58513867, 10-11 / -10=-
414
WEBS3-12=-211/17814-12=-43412161 � -1 -l"4 14 i -1 --4561427 1 0=434121611 0=-2111178
11
OTE
1)2 -ply truss to be connected together with 0.131 "x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at 0.9.0 o.
e bs con nectd as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front(F)r ba(13)face inthe LCA
CASEP section. Ply to ply connections have been provided to distribute only loads noted a F
) or (B),
unless otherwise indicated.
3) Wind: ASCE 7-02; 90mph; = ft; TCDL=4. p f 13GC L=4. p f- Category 11 E F enclosed; C -C Eater'
or(2);
LUmber DOL=1.33 plate grip COOL=1.33.
4) TCLL: ASCE 7-; I. pf flat roof snow); E c. Full
Exp � Epp.
5) Unbalanced snow loads have been considered for this design.
6) This true has been designed for greater- of m in roof live load of 16.0 f or 1. 0 times flat roof load of 35.0 pf
on overhangs non -concurrent with other live loads.
7) Provide adequate drainage to prevent graterondin
p g
8) Thi
truss has been designed for a 10. 0 p f bottom chord lire road non concurrent with any other Ire loads.
9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality
__FM19Wqion.
Job Truss
DI
Trus Type
ROOF TRUSS
USA WMFUN tN1-5-1 F, Idaho Falls, ID 83403, Eric
NOTES
Qty
1
Ply I REXISELtERS14-141JR(I[})M
I I 2I Joh Reference (optional)
6.200 s Feb 112005 MiTelc Industries, Inc. Thu Apr 21
OBEP444-14 2005 Page
1 ) Provide mechanical connection (by otherof truss to bearinglad capable �
� � withstanding7121b uplift at joint 2. and 711bpfift at jolnt&
'! 1This truss is dined in accordance with the International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced standard
ANSWTPI 1.
12) Girder carries hip end with 8,0.0 end setback.
1 ) Hanger(s) or other connection device(s)-h ill b
provided uffE i nt to support concentrated load 884 lb down and 203 1b up at 16.0-05 and
884 lb down and 203 !b up at 8-0-0 on bottom chord. The design/selection of such connection d . , .
ty of others,
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads pI
Vert: 1-4=-86, 4-6=43(F=43)6�9=86, 2-12=-16r,
Concentrated Loads (lb)
Vert: 12=-884(F) 10=-884,(F)
10-1 wF '190), 1016
Job
Trus
Truss Type
ROOF TRUSS
01 VCM � fF wt -1F, Idaho Falls, IDS 83403, Eric
-2-0-0
- V o
5-7
i
-7
10-0-0
Qty Pay
a
RE .1 ELLE / -14/J1 (ID)H
I Job Reference (RP
6.200 s Fob 112005 MiT k Industries, Inc.
14-0-0
-0-
6x6
5X6 —
4 5
--
y0-0
5-2-7
I
Thu .fpr 2108:44:14 2005 Page 1
-0-0
0-0
•�ftr IL I l IV
10-0-D
3x4
14-0-0
3X8
1-.
3x4
1.5x4 11
4-0-0
Scale = 1:60.4
Ira
to
Folate Offsets[2:0-013,E4gei-- Edge :-y0� 0- - � -
Y
13 Edg 2]
LOADING (psfl
TOLL 35.0 SPACING -0-0 CSI DEFL in 1 ) I defl Ud PLATES
IIF
Plates Increase 1.15 T 0.66 Vert(LL) ;0.07 1 -1 1 T
(Roof Snow --35.0) 1971144
T DL 8.o Lumber Increase 1.15 BC 0.32 rt TL -0.12 12-13 1
BCLL 0.0 Rep Stress lrrer YES WB 0.39 Hor TL 0.05 7 n1 n/a
Code IRC2003TTP12002 (Matrix)
B [ L _ Weight: 108 ib
LUMBER
TOFF CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
REACTIONS TION (Ike/size) 2=1399/0 -5 -ST 7=1399/0- -8
Max Uplift =- 0(iead ease , 7=- 0(l ad ease 5)
Max Gray 2=1 (lad ease , 7=1 lad case 3)
BRACING
TOPCHORD
BOTCHORD
Structural wood sheathikig directly applied or4-6-3 oc
purlins.
Rigid id 11in directly applied or 10.0-0 oc bracing.
FORCES (I) - Maximum Compression/Maximum Tension
TOP H ISD 1- /"i 54x - =- 162/3087 1 2JO F 4— = r1167/32 =10 ` - =- _ _■■0
•1
1154
BOT H RD - _-85/1 0 a +1 --85/1 605, 1 �1-1 ®01161,1 -11=-85/1604 9-10=-D /` 1 - F
1604
WEBS 3-1'3=0/1 83, 3-12=-546/1271 4-12=-39/4052 5, 4-11=-308/311 x -11=..391377.y 11 �-
DOTES
1) Wind: ASCE 7-02; mph; h= ft; 'T DL= . p f; B DL + p f; Category 11; E • enclosed; -
a I� Eerir(2)
Lumber DOL=1,33 plate grip [SOL=1, .
T
LL: ASCE 7-98; Pf .0 p f (flat roof snow); Exp ; Fully Exp.
3), Unbalanced snow roads have been considered for this design.
4) Th is true has been designed for g reater of mi n roof l ive I oad of 16.0 p f or 1.00 tires flat roof load of 35.0 psf
on overhangs non -concurrent with other live lead.
5) Provide adequate drainage to prevent water ponding.
6) This truss h as been veined for a 10.0 f bottom ch ord live load r�rr�rrnt with a��ter live loads.
7) This truss requires .plate inspection per the Tooth Count Method when this truss
is hon for quality
assurance inspection.
8) Provide mechanical connection(byoth r f truss t bear n late a ab r •,• •� capable f �tta.r�d�� Ike uplift at
joint and 36011 uplift at joint 7.
This truss is designed in accordance with the 2003 International a Residential Code sections R502.11.1 and
R802.10.2 . and referenced standard ANSITTPI 1.
LOAD CASE(S) Standard
Joky
Truss
D
Truss Type
ROOF TRUSS
MPONENT -IF} Idaho. Fails, ID 83403, Eric
NE-Offf.
f.
6-2-7
6-2-7
12-0-0
--
4
0
Qty
1
Ply I RExJSELLERS14141JR(fD)H
1
J I Job Reference optional
6..200 s Feb 11 2005 MiTek indu tr � In . Thu r2108:44: 1 005
N
4-070
-7
-0 0
-0-0
P i .t Offsetsr [2:0.0-139Ed
_(_J_Y)
LOADING (psf}
TOLL 35_U
(Roof Snowr35.0)
TOOL. $.p
BGLL 0.0
BCDL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
- � 7
6-2-7
r
1
1 11.E U ts
1.5x4 11
' :0- 0-1 XdJ_
12-0-0
SPACING -- 1
A Plates Increase 1.15 TC 0.66
Lumber Increase 1.1 B�.29
Rep Stress I n r YES WB 0.82
Code IRC20031TP12002 (Matrix)
X4 SPF 1 5 F 1.5E
X 4 SPF 165,017 I .E
X 4 SPF Stud/Std
REACTIONS (lb/size) 2=1399/0-5-8P6=139910-5-8
Max U p 1 ift =- 53(load case F - (l ad case )
Magic G rave 2=1 foad case )j 6=17 1 .ad case 3)
}
3x8
3x4i
17-9-9
24-
--
1.5x4 11
i'911r,
6-2-
DEFL
in
(foc)
Ildefl
Ltd
Vert(LL)
-8.06
10
X999
240
Vert(TL)
-0.12
8-10
X999
180
Horz4TLj
0.05
6
nfa
nJa
BRACING
TOP CHORD
BOT HOOD
FORCES (Ib) - Maximum Compression/Maximum Tension
TOFF RD 1-2=0115472-3=-1951/300, -1202'311 r 1 0 f 1 - -1
E30T CHORD .11l -66/ 141 i 1 11--66/141 2 -10= 66/1 1 Y 966/141 - - /"I 1
WEBS 3-11 =012267 1 0=-782/17314-1 0=1 531681 a -1 0=-782,/1733 5-=0126
PLATES
MT20
Scale = 1:63.3
'eight: 1001b
IIS
1971144
Structural wood sheathing directly applied r 4-5-10 oc
purlins.
Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES
1Wind: ASCE -;mph h=T BCDL=4.8psf,- Category p1
Lumber DL= �+
� � enclosed; �tr�r�� a
. plate grip LC L=1.33.
T'LL: ASGE - 8; Pf=} .0 p f (flat roof snow); Exp ; Fully E
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater- of min roof live load of 16.0 f or 1. time flat roof ccf Iad of 35.0 pf
on overhangs non -concurrent with other lave loads,
5) Th is tru ss has been desig nad for a 10. 0 p f bottom chord live Ica
nnconcu rrnt with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this mss i
hon for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate a able of withstanding 353 1b uplift at
joint 2 and 353 lb uplift at joint 6.
8) This truss is designed in accordance with the 2003 International tical identil Code section.s0.11.1 and
R802-10.2 and referenced standar NSI TPI 1.
LOAD CASEP Standard
Truss
D4
Truss Type
ROOFTRUSS
COMPONENT8AF, Idaho Falls, ICS 83403, Eric
--1
--1
C Ply
i
REQ,/SELLERS/4-1 4/J ID) I
Job Reference (o
8.280 s Feb 112005 MiTek Indy stories, Inc.
12-0-0
1
-0-
3
-0-0
6-3-15
«nI
Thou fpr 21 08,-,44:16 2085 Page 1
Scale = 1:58.7
l 2 of
6-3-15
3x10 11 1OX10 1 10 = 6x6
Plate Offsets(X,Y).. 1--104-420-2-0] [5:0 - 0-, .0]
LOADING (psi
T LL 35.0
(Roof n =3 5.0)
TDL 8.
BGLL 0.
BDL 8.0
SPACING 1-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I ncr NO
Code IRC2003ITP12002
i -0-0
5-8-1
CSI
TC 0.93
BC 0.75
WB 0.93
Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1 650 F 1.5E
ESOT CHORD 2 X 6 [F 240OF 2.OE
WEBS 2 X 4 SIF 1650F 1,5E *Except*
SPF Stud/Std, W2 2 X 4 'SPF StucUStd
'SEDGE
Left: 2 X 6 DF N o. , Right: 2 X 6 DE N .2
REACTIONS 1h/size) 1=806710-5-8, 5=806710-5-8
UPI iftl =-1591(load case ), =-1591(load case )
MaxGray 1= 1 0(ia case ), =1 0Iad case 3)
17-8-1
5-8-1
24-0*0
--1
DEFL
9n
(loc)
Ildefl
Lld
Vert(LL)
-0,21
8-9
X999
240
Vert(TL)
-0.36
8-9
>786
180
Horz(TL)
4.09
5
nla
nla
BRACING
TOP CHORD
*611111 � : r
1
PLATES
MT20
'eight: 240 lb
GRIP
197/144
Structural wood sheathing directly applied or3-1-15 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.,
FORCES (1b) - Maximum Compression/Maximum Tension
T P H D 1-2=-11 8/2211 , - 7482/1523, - -7482/1 3* 4- -11288/2211
x
SOT CHORD 1-19=1 77919258Y 8_9=-1 7 79/9258, 7-8=-1 779192582 -7=-1779/9 , 779/9258
WEBS 2-9=-782/41 30, 2-8=-39021793) 3-8=1 5987977, 4-8=-3,902/793Y 4-6=-78214130
NOTES
1) 2 -ply true to be connected together with 0.131"x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 o.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 o.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 o ,
2) All loads are considered equally applied to all plies, except if noted as front F) or back 13face in the LOAD
CASE(S) section. Ply to ply connections have been provided to distribute only loads noted a E) or (13),
unless otherwise indicated.
3) Wind: ASCE 7-02; ph h= ; T DL= .8p f; DL= . p f} Category 11 Exp ; enclosed; C -C E t ri r ;
Lu m ber D L=1.33 plate g rip LC L=1.33.
4) T LL: ASCE 7-98; X35.0 p f (flat roof snow)-, Exp r Fully Exp.
5) Unbalanced snow Dads have been considered for this design.
6) Th is truss has been designed for a 10.0 p f bottom chord live load nonco ncu rr nt with any other live loads.
7) This truss requires plate inspection per the Tooth Count Method v h n this truss is chosen for quality
assurance inspection.
Cont]"nud on page
Job
Truss
P
Truss Type —' Qty Ply
ROOFTRUSS 11
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403,Ed
.E .1ELLEI 1-14/JR(1D)H
VF]
I Joky Reference (optional) --�
6.200 s Feb 112005 MiTek Industries, Inc. Thu Apr 2108:44:16 2005 Page
NOTES
8) Provide mechanical onn ti n (by others) of truss to bearing plate capable of Withstand[rig 1591 lb uplift at joint. I and 1591 1b uplift at joint
9) Thhs truss is designed in accordance with the 2003 1 ntematLonall i ntial Code sections R502.1 1 .1 and R802.10.2 and referenced
ANSIFrPI 1.
1 ) Girder carries tie -ire s earn(s): 26-40 from - -0 to 24-0-0
LCA CASEP Standard
1) Snow: Lumber In r =1.15, Plate In r a =11.1
Uniform Load. (pig
Vert: 1-3=-43, 3-5=-43,1-5=-642(F=-634)
y
Job
Truss
El
Truss Type
ROOF TRUSS
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403, Eric
-2,0.0
2'0.0
4-3-15
5x6 =
14-6-4
6-6-4
[qty fly REx.ISELLERS14141JR0D)H
2 -- 1Job Referen optional)
6.200 s Fete 11 2005 MiTek Industries, Inc. Thu Apr 1 08-44:16 2005, Page 1
21-2-4
28-0-0
6-9-12
Scale = 1:58.1
4x8 U4 11
ME
14-6-4
Plate Offsets CXY):
: �--�, y�
LOADING (psf)
TOLL 35.0
(Roof Sty =35.0)
T DL
BOLL 0.0
H DL 8.0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress 1 ncr H
Code I F 00 ITP[ 00
CS]
TC 0.92
BC 0.70
11V6 0.90
(Matrix)
4x4 = 4EMMMP
2x4 I I,'
1--:4
6-8-0
DEFL
in
(loc)
Ildefl
Ud
Vert(LL)
-0.17
11-12
>999
240
Vert(TL)
-0.27
11-12
X999
180
Harz(TL)
0.016
8
nIa
n1a
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP H RD
ESOT CHORD 2 X 6 DAF No.
W E BS, 2 X 4 SPF Stu d/Std BOT CHORD
REBS
REACTIONS Ob/size) =351710--, =3322/0--
Max H r Io d case 5)
Max plift =-81 (l ad nese ), =- (I ad case 5)
Max Grav 8=4041(load case , = (l ad case 1
4
28-0-0
6-9-1
PLATES
MT20
Weight: 301 lb
r
LO
GRIP
1971144
Structural 'ori sheathing directly applied or 6-0-0
purlins, pt end verticals.
Rigid coiling directly applied or 1 c bracing.
I Row at m idpMt
FORCES (1b) - Maximum prey ionlMa i urn Tension
TOP CHORD 1-2=011 61 M 2-3=-5165/111T 3-4=-5142/1107y 4-5=-42691958p 5-6=-5539111701 6-7=-1 07/21 M
-=-289167
B OT C H O RD 2-12=-104514148,11-12=-117015539m 1 -11=-85014146, -1 =-85014146, - =-85014146
WEBS 3-12=W3001234, 4-12=-488/2468, 5-12=1 613/26% -11=-52/560, 6-11=40611764a 6-9=-28111472.
6-8=-5114/1050
NOTES
1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows:
Top chords connected as fellows: 2 X 4 -1 row at 0-9-0 .
Bottom chords connected as follows-, 2 X 6 - 2 rows at 0-9-0 .
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except 1f noted as front F) or back (B) face In the LOAD
GASES) section.:Pl to ply connections have been provided to distribute only loads noted a (F) o (13),
i
unless otherwise indicated.
3) Wind: ASCE -0 ;ph- h=25ft; TCDD =4. p f' . CDL=4. p f Category 11; Exp ; enclosed; -C Exterior(2);
Lumber DOL=1,33 plate grip DML=1 .*
4 TOLL: ASCE -, Pf=35.0 pf (flat roof snow); Expo Fully Expo.
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 20.0 pM f or 1.00 time flat roof load of 35.0 p f
n overhangs none -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
j§bThjR#N%kp&U4epn desig ned for a 10. p f bottom oho rd l i e load nonconcu rrent with any other l ive loads.
Job Truss
a
El
6
Truss Type I QtY I MY
ROOF TRUSS I 7
STOCK COMPONENTS -IF, Idaho Falls, ID_ 83403, Eric
REX.1SELLERS14141J R(1D)H
E
' Job Itreqptil
6.200 s Feb 112005 f iT k Industries, Inc. Thu Apr 2108:44:16 2005
Fuge
NOTES
9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality ass
urance inspection.
1 Provide mechanical nnection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint joint � 1[� uplift .
11) This truss i's designed in accordance with the 2003 International residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
ANSIITPI 1.
1) Girder carries hip end with 0-0-0 right side setback, -0-0 left side setback, and --0 end setback.
1 ) Hanger(s) or other -connection device(s) shall be provided sufficient to support concentrated load(s) 884 1b down and 203 lb up at 8-0-0 on
bottom chord. The designIselection of such connection device(s) is the responsibility of others.
LOAD CASEP Standard
1) Sn o : Lumber Irecr =1.1 5, Plate In r `1.1
Uniform Loads (ply
' r . 1-4=-86, 4-7=-43(F=43)1 2-12=-1 6, 8-12=-206(F=-1 0)
Concentrated Loads Ib
Vert: 12=-884(F)
Job
Truss
Truss Type
Q2988 E10 GOOF TRUSS
STOCK COMPONENTS -IF, Idaho f=alls, ID 83403, E r-
10-11-10 1 1--0
Qiy I Ply I REK.fSELLERSl4-141JR(ID)H
1
Job Reference (optional
6.200 s Feb 11 2005 M iTek Industries, Inc. Thu Apr 2108:44:20 2005 Page 1
5-8-4 5-3- 5-3-6 4-3-0 4-3-0
6x12 I' T H
6-5-1
6x10 MT18H�
4x4 -
-0-0
l*J
6-9-15 --
1-MM0--51 11 1
Elate Offsets (XX)-,'.' r1:0-3-5 Ed
LOADING (ps�
TCL.L 35,0
(Roof Snow --35.0)
TCDL 8.0
BCLL 0.0
BCDL 8.0
1
=
1 --0
7-11-1
4x4 = 4x12 = 2x4 11
20-6-0
8x1
4-3-0 4-3-0
4:0-8-8,0-i-1'2]5 [6-0-6-1210-2-01, [8:0�3-5,Edge]
r
t
r --
Plates Increase 1.1
Lumberincrease 1.1
Rep Stress I n r YES
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 165OF I .E
BOT CHORD 2 X 4 SPF 165OF 1.5E *Except*
132 2 X4 SPFStud/Std
WEBS 2 X 4 SPF Stud/Std *Except*
W7 2 X 4 SPF 165OF 1.5E
WEDGE
Left: 2 X 6 DF N . x Right: 2 X 6 DF I .2
j
TC 0.82
BC 0.83
WEA 0.85
(Matrix)
REACTIONS (Iblsize) 1=1909/Mechanical, 8=211910-5-a
Ma
= 11910- -
a Horz 1= -(load case 5)
Max U p lft1 =-(load case , =-1 load case 5)
Max Gray 1= (l d case ), = 708(lo , case 3)
6-5-1
1.5x4 11
6 -9 -is
vEFE,
in
(loc)
llde€I
L/d
Vert(LL)
-0.21
14
X999
240
Vert(TL)
-Q.3814'15
3999
180
hlorz(TL)
0.16
8
n!a
nla
BIM
TOP H.[
BOT ISD
Scale = 1:104.1
N
C
PLATES GRIP
MT20 1971144
MT20H 1481108
MT18H 1 97/1 444
Weight: 202 Ib
Structural wood sheathing directly applied or2-7-13 oc
purlins.
Rigid cei I ing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 12-13.
1 Row at rrr idpt -1 � 7-11 5-13Y 4-1
FORCES (1b) - Maximum CompressionlMaximum Tension
TOP H I I 1 -2= -396216 -3212.3=.3538165613 -4= -2581/594F6 -7=-2765158317-8=-3635/57818--9=01154
4-5=-19131554.r - 2092/552
B T HOR 1-1 --432'3093■ 1 -15 - 01 5 , '1 -1 -1221" 99;x, 1 1 y-11/ 111 1 =O -'I 1
10-11 - . 87/2783, -1 0=-28712783
WEBS 15"'`542/2047 15=-9-6/643,3-14=--973/27% 4-14--152'87 11-1 � 125/2112, 5-11 =018091
7-11=-841/201, 7-1 0/264, 5-13=-1 259/92, 4-13=-222/508
MOTES
1) Wind: ASCE 7-02; ph ; b= ft; T D L= . p f; BC L= . f; Cate 11; E • erg • C -C Exterlor(2);
Lumber DOL=1.33 plate grip IDOL=1. .
2) T LL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
p
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of rnire roof live load of 20.0 psf or 1.00 tim flat roof load of 35.0 psf
n overhangs non -concurrent with other lire loads.
5) Provide adequate drainage to prevent water ponding,
6) Th is true has been desig n d for a 10.0 psf boo m chord 1 ive load nonconcu rr n
t with any other five Ids.
7) All plates are IVIT 0 plates unless otherwise indicated.
o nti rnued on page
Job -
Trust
-
N Truss
Type—
f
E1
'ROOF
TRUSS
`I` M PONE NTS -IF, Idaho Falls ID 83403, Eri c
Qty
IBEX./SELLERS/4-1 41,E I(i D) H
I L I Job efeT!!
x.200 s Feb112005 MiTelk Industries} Inc.
lnal
Thou Apr 2108:44:20 2005 Page
8) This truss requires puts inspection per the Tooth Count Method when this truss is chosen for
9) Refer to girder(s) for truss to truss connections.
1 ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 IIS upfift at joint t F
11) This truss is designed ire accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10-2 and referenced standard
ANSIITPI 1.
LOAD CASE(S) Standard
Job Truss s rT�u�'T
Ii
8 ElO-CAP I HIP PIGGYBACK
a
STOCKC P NFT -IF. Idaho Falls, ICS 834032 Eric E.
_-0-0.
--0
3-9-0
0
1
Ply REX.ISELLERSI4-441JR(ID)H
I
Jab Reference (o
6.200 s Feb 11 20M MiT k Indus -tries, Inc.
4-9-0
"-9-0 -0-
5X5
4x4
8--
-9-
lonal
Thu Apr 1:'0 2005 Fags 1
0-11-11 1 -7-
--
_
Pate Offsets �' - 6], [5 &0-41- 310-0 -61
LOADING (pso
T LL 35.0
(Roof no _ ,O)
TDL 8.0
F3LL 0,
BCDL 8.o
LUMBER
TOPCHORD
BOT CHORD
WEBS
SPACING --0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
X 4 SPF 1F 1.E
4 SPF 1650F 1.5E
X 4 SPF Stud/Std
GSrj
TC 0.20
BG 0.07
WB 0.06
(Matrix)
REACTIONS(lb/size) 2=39510.-5.8, 5=39510-5-8
Max Up]
=39510- -
pl if 2 =--1 31(load case , =1 31 (load case )
Maxr = 1 (I ad case , 5-517(load case 3)
4-10-1
1-3-8
FORCES 1b) - Maximum Compr o sion/Maximurs Tension
TOP CHORD 1.2=0134y.2-3=,468191 j 3,4=-290111 1 , 4-5=-468/90, -=0/34
BOT CHORD .=.4/287, -=-5/2859 -7-.3128'
WEBS 3-8=017514-7=-32J973 3-7=-7117
--
--
DFL
in (10c)
11defi
ud
Vert(LL)
-0.00 $
>999
240
Vert(TL)
-0.01 8
X999
780
Horz{TL)
0.40 5
n/a
nla
BRACING
TOP CHORD
13T CHORD
0_1141
FOLATES
MT20
-0-0
Scale — x - 18.6
Weight: 26 lb
04
I
N
GRIP
1971144
Structural wood sheathing directly appli d or 6.0.0 oc
purlins.
Frigid ceiling directly applied or 10.0-0 oc bracing.
NOTES
1 Windy ASCE 7- ; p h p h- ft; T DL=4; sf;
� � 8 D L-4. p, f' Category II, Exp t enclosed, C -C Enr(x
Lumber DOL=1.33 plate grip I L-1. '
TOLL; ASCE -; Pf=35.0 pf (flat roof snow) Exp ; Fully E
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 sf r 1. 0 times m flat roof load o . 0 pf
n W rhan non -co rocurr nt wilth other live leads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord lire load nonconcurrent with any other live loads.
7This tress requires plate inspection per the Tooth Count Method when thi truss i
chosen for quant
assurance Inspection.
8) Provide mechanical corprectiori (by others)f truss to bearinglate capable f -
joint and 131 ib uplift t joint .
r� � withstanding 1� I uplift �t
9)
This truss is designed in accordance with the 2003 International identi-al Code sections 10.1 1.1 n d
8802,1.2 an d referenced standard ANSIITPI 1.
1 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR NNE
LEAD CASE(S) Standard
Job
STOCk
Truss I Truss Type
Ell i ROOF TRUSS
COMPONENTS -IF, Idaho Falls, ID 403, Eric
CD
-8-4
10-11-10
5--
1--0
0--0
Qty fly REX.ISELLERS14141JR(IO)k
Job Reference optioPal
6.200 s Fels 112005 M-iTek Industr1resir Inc. Thu r1 : • -
4--0
5-3- -0 4-3-0
6x12 MUOH4:�e
6-5-1
6x10 fTH
4A *1�
--1 2-0-0
15 14 13 12
4 U4 = 4x12 = 2x4 I
1--
--0
4-9-0
8x1
kpfffIL.IfJ
F
Scale = 1:104.1
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1 5OF 1.5E TOPS CHORD
130T CHORD 2r X 4 SPF 165OF 1. E *Except*
132 2 X 4 SPF Stud/Std ESOT H RD
WEBS 2 X 4 SPF Stu d/Std *Except*
W7 2 X 4 SAF 1650F 1.5E
WEDGE WEBS
~left: 2 X 6 DF 1o., Fight: 2 X 6 DF lc.
REACTIONS (1. /size) 1=1909/Mechanical, =2119/0- -
Max Horz 1 =-20oad case 5)
Max Up] ift1=- load case ), 8=-51 I d case 5)
ax G rev 1=2526(l oa d case ), 8 =270 l oa d case 3)
Structural wood sheathing directly applied or2-7-13 oc
purlins.
jgid cei ljn g di redly applled or 10-0-0 c bracing,
Except:
--0 oc bracing: 12-13.
1 Row at mldpt 3-143.7-11, 5-137 4-1
FORCES Ob) - Maximum crnPre i n/Ma it um Tension
TOS' CHORD 1.2=-3962/632, 2-3=3538/656 3- =- 1159 6.7=.27651583Y - =
01154,
4-561 1 / 54, 5-6=-2092/552
CBOT CHORD 1-f15=432/3093, 14-15=-280/2559.j 13-14=-1 22/1993, 1 -1 =-1 1139,11-12=0172p- =-
1 2919633
1 -11=-2 8 7/278 3, -1 =-2871278 3
WEBS 2-15=-542/204, 3-15=-961643, 3-14=-9731270; 4-14=152/8755 11-13=-1 25/211 ■ 11 =01809,
7-11=-841/201, 7-1 01264, 5-13=-1 259192, 4-13=-222J508
NOTE
-1 = -
OTE
1 Wired: ASCE 7-02; mph a h= ft} TC L=4. p f; F DL.=4, p f; Category 11, E • enclosed; - •
Lumbar DOL=l .33 plate grip D L=1 .33.
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); E - Fully Exp.
3) U n balanced sn ow leads have been co n idred for thi's deli gn.
4) This truss has been designed for greater of min roof live load of 20.0 p f or 1 .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 true has been designed for a 10.0 psf bottom chord live load noncon urr nt with any other lire loads.
7 All plates are MT20 plates unless otherwise indicated.
Continued on pugs
-
7-11-1
4-3-0
44-0
6-5-1
6-9-15
R
F1tfit�
y��a
4Ed: e] .——
jj�.0-3-5�
!
0.1 —
——
--
s--
LOADING (psfl
TCLL
35.0
FII
--o
CS1
TEFL
in
l
I/dfj
L�'d
�.TE
I.tiF�
�Si' l�F.�
Plates
Increase
1i�
�I
l
Vert(LL)
�*�
�
240
T20
197/144
T DL
8.0
Lumber Increase
1.15
BC
0.83
rt f TL)
-0.
14-15
180
MT 0H
148/108
BOLL
0.0
Rep Stress Incr
YES
WB
0.85
Hor L
0.16
8
n1
n/a
MT18H
197/144
L L
a Code I + TTHI 00
s (Matrix)
Weight: 202 Ib
--
- -
- R
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1 5OF 1.5E TOPS CHORD
130T CHORD 2r X 4 SPF 165OF 1. E *Except*
132 2 X 4 SPF Stud/Std ESOT H RD
WEBS 2 X 4 SPF Stu d/Std *Except*
W7 2 X 4 SAF 1650F 1.5E
WEDGE WEBS
~left: 2 X 6 DF 1o., Fight: 2 X 6 DF lc.
REACTIONS (1. /size) 1=1909/Mechanical, =2119/0- -
Max Horz 1 =-20oad case 5)
Max Up] ift1=- load case ), 8=-51 I d case 5)
ax G rev 1=2526(l oa d case ), 8 =270 l oa d case 3)
Structural wood sheathing directly applied or2-7-13 oc
purlins.
jgid cei ljn g di redly applled or 10-0-0 c bracing,
Except:
--0 oc bracing: 12-13.
1 Row at mldpt 3-143.7-11, 5-137 4-1
FORCES Ob) - Maximum crnPre i n/Ma it um Tension
TOS' CHORD 1.2=-3962/632, 2-3=3538/656 3- =- 1159 6.7=.27651583Y - =
01154,
4-561 1 / 54, 5-6=-2092/552
CBOT CHORD 1-f15=432/3093, 14-15=-280/2559.j 13-14=-1 22/1993, 1 -1 =-1 1139,11-12=0172p- =-
1 2919633
1 -11=-2 8 7/278 3, -1 =-2871278 3
WEBS 2-15=-542/204, 3-15=-961643, 3-14=-9731270; 4-14=152/8755 11-13=-1 25/211 ■ 11 =01809,
7-11=-841/201, 7-1 01264, 5-13=-1 259192, 4-13=-222J508
NOTE
-1 = -
OTE
1 Wired: ASCE 7-02; mph a h= ft} TC L=4. p f; F DL.=4, p f; Category 11, E • enclosed; - •
Lumbar DOL=l .33 plate grip D L=1 .33.
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); E - Fully Exp.
3) U n balanced sn ow leads have been co n idred for thi's deli gn.
4) This truss has been designed for greater of min roof live load of 20.0 p f or 1 .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 true has been designed for a 10.0 psf bottom chord live load noncon urr nt with any other lire loads.
7 All plates are MT20 plates unless otherwise indicated.
Continued on pugs
Truss j Truss Type City Ply
Ell ROOF TRUSS 1
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
.E.1 ELLE 14-1 /J (1D)H
1
j ----'--'-_I,Job Reference (op
6.204 s Feb 112005 MiTek Industries, Inc_
tioi
Thu Apr 21 08--44-.23 2005 Page
MOTES
8) Thi truss requires plate inspection per- the Tooth Count Method when this truss is chosen for quality assurance impaction.
9) Refer to girder(s) for truss to truss connections,
1 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint I and 512 Ib uplift at joint 8.
11 This true is designed in accordance with the 2003 1 nt mati nal Residential Code sections R502.1 .1 and R802.10.2 arid referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Q2988
1 russ
Ell -CAP
Fruss Type
PIGGYBACK
,51FUCK COMPONENTS -IF, Idaho Fills, ID 83403, E c
_2.0.0
-0-0
I
8.00 F12
4--
--0
UMA
3
REX.lSELLE RS14-14fJR(l D) H
Job I of ree o
6.200 s Feb 11 2005 MiTek Industries, Inc.
--
6-0
Thu. Apr -2108:44:24 05
Page 1
10-6-0
1--0 0-0
Scale = 1:17.3
Plate Offsets MY).- r5:0.2.12,9.2-8]
LOADIN
:0- -1 , -
LADIIV
TALL F'I1 -0-0
(Roof n-� Plate Inca �I .�I
� Lumber
T�l� .� Increase 1.15
LL �. p Stress Ir�r ECode IRC2003fTP]2002BCDL 8.0
LUMBER
TOP CHORD
BOT CHORD
'EBS
X. 4 SPF 1 F 1.5E
X 4 SPF 165OF 1.5E
X 4 SPF Stud/Std
'1
TC 0.28
BC 0.1
I3 0.52
(Matrix)
REACTIONS TI (Ib/size) 2=395/0-5-87 6=395/0-5-8
H r=-'1(load case )
MaxU P Cift =-1 (Ioad case 5), =-155(1 oad case ).
Max Gray ;load case 1), =(lad case 3)
7--,
6-6-10
DEFL
in
(loc)
lldefl
L!d
Vert(LL)
-0,02
9
3999
240
Vert(TL)
-4.04
9
X999
180
Norz(TL)
4.00
C
nla
n!a
13AIN
TOPCHORD
BOTCHORD
FORCES (I L) -Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/3412-3=417/114,5-6=-688/155,6-7=0/347 4�-988/25 4-5z-9561238
SOT CHORD 2-9=-.331321, 8-9=..7715171 6-8=-80/499
WEB 4-9--m-8281243, 3-9=-203/863, 5.8=0/1 05, 5-9=-1 161443
PLATES
MT20
Weight: 25 lb
GRIP
1971144
Structural wood sheathing directly applied or 6.0-0 o
purlins.
Rigid ceiling directly applied or 10-0.0 oc bracing.
TE
1)Wind: ASCE. 7.02- 0mph; h= ft; T I L . psf; DL = . p fa Category 11 E • enclosed- C -C E
Lumber DOL ---.1.33 plate grip DOL=1 .3 .
2) TOLL; ASCE 7-98; f=35.0 p f (flat roof snow); E • Fully Exp.
3) Unbalanced snow load's have been considered for this design.
4) This truss has been desig n d for g r a.t r of rnin roof Ii a load of 20.0 psf or 1. 0 tires flat roof load of 35.0 psf
n overhang. non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live load.
7) This truss requires Plate inspection per the Tooth Count Method whon this truss is chosen for quality
assurance inspection.
8) Provide mechanical connection (by other's) of truss to bearing platea able f withstanding �1
joint and 1 1b uplift at joint.
� � lb u�I� at
9)
This tru s is d zi n d in accordance with the 2003 International Residential Code sections R502A 1.1 and
R802.10.2 and referenced standard ANSVTP1 1.
10 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
Job
Truss
El
Truss Type
ROOF TRUSS
STOCKI P E[ T -I ,Idaho Falls, ID 83403, Eric
I
C)
Plate Offsets �Y-.12;0-1-11 Ed ,
8.00F2
Ply I REX.{SELLER514141JR(id)H
1
,lob r fernr-p- Innfinn., l
6.200 s Feb 112005 MiTek Industries} Inc. Thu Aper 21 08:44:27 2005 Page 1
21-0-025-0-
-- -0 -.-
-0-0 --
1.5x4 3x4 r►
4
3x6
6---7 2.0.0
5X a 15 14
21 za 19 187 16
4
8-8-7 k 17-0-0
8X8
U8 - 2x4 11 1.5x4
I
- 4 II
0-022-Q-0 1 --
8-8-7
,may(8
--7
co
I
T
Scale= 1:145.0
:0-4-1210-2-019[7.+-5-1 0-1 - :0- -- . 0-2-O]y f10:0-4-0.Edgel. - :
LOADI I r
TOLL 35.0 SPACING 2.0.0i
(Roof Snow=35.0) Plates Increase 1.1
TDL 8.0 Lumber Increase 1.1
BCLL 0.0 Rep Stress I n r YES
BCDL 8.0 Code IRC2003ITP12002
LVEF
TOFF CHORD 2 X 4 SPF 1650F I. E *Except*
T6 2 X 6 DFI s .,T7 2 X 4 DF 240OF ,0E
ESOT ISD 2 X 4 SPF 1F 1.5E *Except*
133 2 X 4 SPF Stud/Std
WEBS 2 X 4 SPF Stud/Std *Except*
W9 2 . 4 .SPF 1650F 1.51E
WEDGE
Right: 2 X 6 DF No..
CS]
TC 0.66
BC 0.57
WB 0.71
(Matrix)
REACTIONS (Ib/ ize) 2=2112/0-5.8, 12=2112/0-5.8
Ma
= 11 / - -
a Horz = (I ad case 5)
Max Uplift =- 7(l ad case ), 1 =- 05 load case 5)
Maxrav 2=2667(load case )a 1 -- (I ad cava 3)
DEFL
in
(loc)
Ildefi
Lfd
Vert(LL)
-0.79
15
X999
240
Vert(TL)
-0.37
24-21
X999
78U
Harz(TL)
4.16
72
nla
rola
BRACING
TOP CHORD
E T HORD
PLATES
MT20
"IT1 H
Weight: 243 lb
GIMP
1971144
197/144
Structural wood sheathing directly applied or3-1-10 oc
purlins.
Rigid ceiling directly, applied or 10-0-0 oc bracing,
Except:
-0-0 oc bracing: 1&17,1 5-16.
1 Row at mid t 5-2% 8-1818-17; 11-1517-20
FORCES Ib Max"mum Compression/Maximurn Tension
TOP H D 1-2=0/1 54, 2.3=.35691587, 3-4=-3126/585 4-5=-29221611,,
8-9-2 080/54K9 -10"- 6/57 71"10-1 1=- 7 241543.r 1'1-1 _- 556/5 63 , 12-1 3=0/1 54, 6-7=- 1 51538
BOTCHORD 2-21=-38012747 20-21=-246/2223; 19-20=91/1628 18-19=91116283 1 =-
114/17263 16-17=-15153
15-16--2/407 -1 =-1 07/9.28■ 14-15=274/2714} 1 -12741271
WEBS 3 -21= -540/192r5 -21=-64/615y5-20 -99912707 -1 �' / " + 8i=-1 =-
102811227
15-17=-1 22/2051■ 8-15=-3211114,
-1 `L-3211114, 1 1- 15=-7501177',
i-750117 i 11 -1 40/258,7-20=-462J528, 1 601709
NOTES
1) Wind: ASCE 7-0; 0mph; h_ft; TDL=4. f;' BCDL=4. f' 'at
egory 11; Exp C; enclosed; C -C Exten*oq2);
Lumber DOL 1 . lath
� grip DL -1 ..
2) T LL-. ASCE 7-98, X35.0 p f (flat roof snow); Esc ' Fall E
3) Unbalanced snow loads have been considered for this design.
4) Th is truss has been designed for
r at r of m i n roof l ive I oad of 20.0 p f or "1. 0 times fl at roof load of 35.0f
on overhangs non -concurrent with other liveloads. I�
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 p f bottom chord live load non co ncurr nt
with any other lira Ind.
r plates unless otherwise indicated.
Job
Truss
E1
Truss Type
ROOF TRUSS
T KMPONEN T -IF} Idaho Falls, ID 83403, Eric
NOTES
Qty I Ply
1 I 1
REX.ISELLER$14141JR(ID) H
L _ I Job Reference (op
6.200 s. Feb 112005 MiTek In d u i , Inc.
i n l
Thu Apr 2108:44:27 2005 Page
8) This truss requires plate inspection per the Tooth Gount Method when this truss i
chosenfor quality assurance inspection,
9) Provide mechanical connection (by others)f truss to bearing platecapable of withstanding
upliftjoint 12.
10Thi trussidesigned in accordancewith the 0IntationiResidential �� stip .� �.'� F.'� ��d �f�r�
standard
LOAD CASE(S) Standard
Job Truss
Q28 I E1 -CAP
Truss~Type
PIGGYBACK
I UL;K COMPONENTS -IF, l l l� Falls, 0 83403 Eris
-0-0
Qty I Ply
4x4
6.200 s Feb 11
-0-0 '
REX.ISE LLERSI4-1 41JR(1 D)H
1
Job Reference
2005 MiTek In tries, Inc. Thu Apr 21 08:44:27 2005 P
age I
uml
Plate Offsets(X:':-1 r -i 4:0-�1-'1 0-1-
L[I N (psi
TLiL 35-0
(Roof u=35.0)
T+L 8.0
BOLL 0.0
DL 8.0
LUMBER
TOP CHORD
HOT HC
WEBS
SPACING 2.0.0
Plate Increase 1.1
Lumber Increase +1.1
f Ren Stress Incr y E
CSI
TC 0.16
BC 0.13
I
Code II . 0 ITP1 00 (Matrix
SPF 1650F 1.5E
X 4 SPF 165OF 1.5E
X 4 SPF tad/Std
REACTIONS (lb/size) 1=182/0,5.8,5=18210-5-8
Max U p I iftl =-4(1add case , 7load case 5)
Max Grav 1=21 (1oa case ), 5i 1 .(I ad case )
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-101128, 2-3=-270170P 3-4=-270170,4-5=-101/28
E30T CHORD 2-6=-27122014-6=-27/220
Ny
3-6=-141108
D FL
in
(loc)
Ifdefl
Lld
PLATES
Vert(LL)
-0.00
6
>999
240
MTZp
Vert(TL)
-4.01
fi
>999
180
Harz(TL)
0.01
5
nla
nla
BRACING
TOP CHORD
BOT HCS
Weight: 9 lb
FLIP
197/144
1.x'.2
Structural wood sheathing directly applied or 4-0-0 oc .
Rigid ceiling directly applied or 10-0-0 oc bracing.
DOTES
1Wind: ASCE 7-02; 0mph; h= ft; T C L=4. psf; B DL=4. p f; Cate II' E enclosed; .
or(2),
Lumber DOL=1,33 plate grip DOL=1. .
2) TOLL: ASCE '- X35.0 p f (flat roof snow); E F Fully E
3) Unbalanced snow loads have been considered for this deli n.
4) This tru ss has leen designed for a 10.0 p f bottom chord live load nonconcurr nt
with any other Ire loads.
5) This truss requires plate inspection per the Tooth Court Method when this truss is chosenfrquality
assurance inspeCtrW.
6) Bearing at joint(s) 1, 5 considers parallel to grain value using N IIT I I angle to grain formula.
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate able ofwithstanding
� p p47 lb uplift at
joint 1 and 47 Ib uplift at joint 5.
8) Th is true is designed in accordance with the 20 03 1 rpt •
ern tint Residential Code sectionsI..1 1.1 r d
R802.10.2 and referenced standard ANSI/TPI 1.
9) SEE MiTek STANDARD PIGGYBACK TRUSS r NE TI DETAIL FOR
CONNECTION TO BE TRUSS
LOAD CAS EO Standard
Fj-o--b-
i
ruse
Truss Type
E13 ROOF TRUSS
i
i
STOCK COMPONENTS -IF, idaho Falls, ID 83403, Eric
-O- -7-4
Qty
Ply i REK.ISELLERSf4141JR(ID)H
I
Job Reference
0.200 s Feb 112005 MiTek Industrites, Inc. Thu .fpr 2108:44:312005. Pa
ge I
10-9-10 1 - o 19-0-0 22.0-0 L4.0.Q 27 -o -o -9-4 33-8-14 .0-0
5-2-6 5-2-6 -0-0 3- 0.0 19 2-0-0 3-0-0 2,94-1 j1-1
6x10 T1 5X10
10 MT Fi
8.00 F12
--7
0
19
18
17 16 15
3x4, =
4x4 =U6
LOBI'; p
= 8x8
1-0-0
E
44 —
4x8 = U5 =
19-0-0 -0-0 4-0-2 27-0-0 29,.94
-0.0 3-0- 0-0 3-0-0 -9-4
8:0 -5 -Q1'0 -2 -
Qty ,--
9:0-5-010.0-14],
-0-0
8-2-12
DEFL
8-2-7
(iac)
7-9-9
P late 1 L Set (XY� 's 1 - 16 . '- -0
�- L - 7:0-6-070 -1 -8]7]
LOBI'; p
19-2Q
X999
240
Vert(TL)
-0.29
TALL �XwO
,999
SPACING�f-0
Harz(TL)
0.08
I
n/a
Plates Increase
1.15
TC 0.90
TSL
Lumber Increase
"�.1
.4�'
.0
ALL
Rep Stress[n.r
E
# 0.7
B[L .0
Oji Il00�3ITP1OO(Matrix)
LUMBER
TOPCHORD 2 X 4 SPF
r1 OF 1.5E
ESOT CHORD 2 X4 SPF
1650F 1.5E
WEBS 2 X 4 SPF
Stud/Std
E
44 —
4x8 = U5 =
19-0-0 -0-0 4-0-2 27-0-0 29,.94
-0.0 3-0- 0-0 3-0-0 -9-4
8:0 -5 -Q1'0 -2 -
Qty ,--
9:0-5-010.0-14],
-0-0
8-2-12
DEFL
in
(iac)
Ucfefl
!Jd
Vert(LL)
-4.1 fi
19-2Q
X999
240
Vert(TL)
-0.29
19-28
,999
180
Harz(TL)
0.08
13
n/a
nla
BRACING
TOFF H F D
BOT CHORD
WEBS
REACTIONS TION (Ib/size) _ 172910- - 1 X14=1035/0- - , 1 =4 2JM ha ni l
MaxHort =1Ioad case 5)
Max Uplift. = 41[Oad case ), 14=-44j (load case , 13=- (load case
)
Max
rav = 3 (l ad case ), 14= (1 a case 3),13= 86(load case 3)
fR?
U6 =
r04
PLATES
MT .0
T18H
Scale = 1:99.6
Weight: 233 1
GIMP
1971144
971144
Structural wood sheathing directly applied or3-7-0 oc
purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
Row at midpt 5-1917-175 8-1619-159 10-14r
-1
FORCES 1b) - Maximum ompr ion/Max-I u Tension
TOPCHORD D 2=011, =- 11 f 428■327011 2 4-5=-2505/452; 5-
iii5=- ..1- �7{j
8-9=-931/309J 0-1 -8031245) 10-11 =-435/713 11-12=-254/60, 12-13=-312179, - -968/358
BOTCHORD -34112383) 19-20=-214118893 1 19=-09/1362, 17-18=-6911362,16-17=-23/917,15-16=0/601)
__ _
14-1 0/231 , 1 -1 0/439
WEBS 3-20=-512/1823 - 00i.- 11578, 5-19=-9081247, -1 9=134/8 2: 7-17=-741208-17=0/700,
8-1 =-1 156/241, 9 -1 6=-2 3111 , -1 _-10 6 Oil 8 9 , 10-1 5=1091111 , 10-14— 1 03137 ,
11-14=-324/174,11-13=-535/33P 6-17=-8221102
NOTE
1) Wind: ASCE 7-02; OMph; h= ft; T C L=4. p f; BC L=4. p f; Category 11;
Exp s enclosed; C�C Extari
r(2);Lumb r DOL=1,33 plate grip D L=1.33.
2) TOLL; ASCE 7�3; Pf=35.0 psf (flat roof n E ■ Fully Exp.
3) Unbalanced n w loads have been considered for this design,
4) Th is truss h as bee n desalt reed for g rc ter of m in roof I ive load of 20.0p f or 1.00 times flat roof load of 35.0 pf
n overhangs no n -co ncurrent with other rive loads.
5) Provide adequate drainage t0 prevent water ponding.
6) Th is truss has been designed for a 10.O p f bottom chord live load non on
current with any other live IodJ
7) All plates are MT20 plates unless otherwise indicated.
8) This truss requires plate inspect -ion per the Tooth Court Method when this truss is chosen for quality
assurance inspection.
&WO &W0%q@)jor truss t0 truss connection.
r Job Truss
E1
STOCK MP NFNT -IFS Idaho
NOTES
Truss Type
ROOF TRUSS
Falls, ID 83403, Eric
Qty Ply
1
I
REX1 LLE1 /4-'I /J�R(1 D) H
'Job Reference (optional)
6.200 s Feb11 2005 MiT k Industries, Inc. Thu Apr 2108:44:312005
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at: joint 2, 441 lbs uplift at joint 14 and
46 Ib uplift at joint 13.
1 1 This truss is designed in accordance with the 2003 Ir temational Residential Gude sections R502.1 1.1 and R802.10.2 and referenced standard
ANSVTPI 1.
LOAD CASE(S) Standard
Truss Truss Type � Qty e Ply
i
E13 -CAP PIGGYBACK
i
ZZ
ULA UUMP ENT -IF, Idaho Falls, lE 83403, Eric
-2-0.0
- o
I
3-0-0
3-0-
0-
-0-0
REX.lSELLERS1414lJ R(iD)H
I
Job Reference o tinal
6.200 s Feb 11 2005 MiTek Industries, inc. Thu Apr 2108':44:312005
K
6-0-
--0
--
I ate Offsets X7 : � f2:0-2 -15 0-1-1 ] L4:0-2-1 5 � -1-1
LOADING (ps�
TCL 35.0
(Roof Snow=35.0)
TGDL $,0
BCLL. 0.0
DL
LUMBER
TOPCHORD
ESOT CHORD
WEBS
sPAcNG z -o -o
csi
REFL
Plates Increase 1.15
TG 0.27
Vert(LL)
Lumber increase 1.15
BC 0.26
Vert(TL)
Rep Stress Incr YES
WB 0A9
Harz(TL)
Cade ERC20-03I7PI2042
(Matrix)
n 1a
4 SPF 1650F 1-5E
X 4 SIF 1650F 1,5E
X 4 SPF td./td
REACTIONS TION (lb/size) 1=28410-5.8, 5=28410-5-8
Max Upliftl = load case , =- (load case 5)
Max G rev 1 =3 (load case , =33 (load case 3
FORCES 1b) - Maximum Compression/Maximum Tension
TOP H RD 1-2=-161/4252,3=.407/10933-4=-407/`109t4-5=-161/42
BOT CHORD 2-6=-431323, 31323, 4- --43/323
WEBS -=-141148
BRACING
TOPCHORD
-0-o
--0
in
loc)
I/deft
LJd
0.01
6
>999
240
-0.02
4-6
>999180
0.02
5
n 1a
n/a
1 [010s 0 0 T
PLATES
MT20
Page 1
Scale = 1: 13.1
co
0
Weight: 15 Ib
RIP
1971144
tructu raI wood sheath i n g directly applied or 6-0-0 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1 ' i nd: ASCE 7-02; 0mph; h= ft; T L=4. pM f; BGDL=4. p f Category II ; E ; enclosed; C -C Exterior(2);
Lumber CSO L^+1.33 plate grip. DOL=1.33.
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow'); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 Th is truss has been desig ned for a 10. 0 p f bottom chord live Load r` onco n u rrent with any other live
5) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
6) Bearing at ioint(s) 1, 6 considers parallel to grain value using l 1. Pl 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection by others) s) of truss to bearing in late capable f withstanding
� .�7Ib uplift at
joint 1 and 73 lb uplift at joint 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502-1
1.1 and
R802.10-2 .10. and referenced standard ANSI/TPI 1.
9) SEE MiTek STANDARD PIGGYBACK TRUSS ECTION DETAIL FOR CONNECTION
LOAD CASE(S) Standard
Job
Truss.
E +1 4
Trus. Type
ROOF TRUSS
TOCKCOMPONENTS-IF, Idaho Falls, ID 834039 Eric
1
4-3-13 1 8-2-12
.4'5 A A-
P _
4-3-13 10-1 4-10-10
8.00 F12
1. 5x4
1.5x4
3x6
4x i
4x8,
4x4
QtYr Ply REX-1SELLERS/4-14/JR(1D)14 M
Job Reference (optionalL
6.200 s Feb 11 2005 MiT k Industries,Inc. Thu Apr 2108:44:33
18-0-
10-0-2
.,10-61-8-1
Ildefi
-0-0
-0
4-10-10
2-0-0 0
-10 0
-10-6
6-34
2-0-0
6x6
=A
16 1514
3x6 —
A dp
4 =
—
--1 18-0-0 0-- -- 8-0,0
B--1 --4 -0-0 8-- 9--7
Plate Offsets ,Y):
LOADING
(ps�
(toc)
Ildefi
Ud
PLATES
SPACING
2-0-0
(Roof rte=.�
Plates lora
�1.�1
T DL
8.0
Lumber Increase
1.1
B LL
0.0
Rep Stress Iver
YE
BCDL
8.0 a
Code IF0/TP10.
LTE
TOFF CHORD 2 X 4 SPF 165OF 1.5E
:SOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
CS]
TC 0.71
BC 0.53
B 0.4
(matrix)
C4
Scale = 1.108.2
D FL
in
(toc)
Ildefi
Ud
PLATES
Vert(LL)
-0,16
13-14
X999
240
MT20
Vert(TL)
-0.32
13-14
X999
180
1
H orz(TL)
0.07
11
n!a
n1a
BRACING
TOPCHORD
BOTCHORD
REACTIONS Ob/ i e) 1=252/Mechanical, 17=2125/0-5-81 11=166810-5.-8
Max I -Ir 1= -lad case )
Max Up[iftl =-46(load case , 1 = 4 I ad case , 11=- 0 load case 5)
Max Gray I =4 (l ad case , 117 47 load case , 11= 4 (l ad case )
Weight: 198 Ib
FIFA
1 97/1 44
tr ctu ral wood sheath ing di redly appi red or 3-2-11 oc
purlins.
Frigid cei ling di redly ap p lied o r 10-0-0 bracing,
Except:
6-0-0 0 c b ra l n : +1-17.
1 Flow at midpt 5-177 6-16Y 7-167 -14
FORCES 0b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=4341232y 2.3=,47/261 r 3-4=-281325; 4-5=-2135815-6=-1 65/3 -7=-84713 7-8=-1 47813981
1 8-9=-2329/439, -10=-2562'410, 10-11 z--3065/413,11-12=0/1 65
BOT CHORD 1-17=-168/275Y 16-1 7= i 4 , 15-1 6= Oil 022, 14-15=011 022 7 1 -1 --51'1 1141 =-"156/2
WEBS 2-17=-511/173t 1 71 -586' 209, -1 7=-1 312 ., 1 01673 ' -1 "1 1 / 1 , 7-1 =i / ■ 1 J.
7-14=-1 97/981, 8-14=-1 144 � 8-13=-79/727Y 10-1 3=-646/21
TE
1 Wind: ASCE 7-02; mph; h= ft; T DL=4. p. f; BCDL 4. pf; Category 11; Exp C4, enclosed; C -C Exterior
(2);
Lumber DOL=133 plate grip DOL -1. .
2) TOLL ASCE 7-98; Pf---35.0 p f (flat roof snow); Exp ; Fully E L= 4 -OIAD
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live Road of 1. f r 1. `
� times flit roof load of 35.0 pf
on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) Th is truss has been des lg reed for a 10. 0 p f bottom chord l i e load non co n u rr nt with any other live loads.
7) This truss require5 plate inspeution per the Tooth Court Method when this truss is chasers for quality
assurance ICI p ct[on.
8) Refer to girder(s) for truss to true connections.
9) Provide mechanical connection (by othe f truss to bearing plate capable of withstanding 46 1b uplift at
C01qiiBbJd4§R bbaypat joint 17 and 406 Ib uplift at joint 11
Job Truss Truss Type
02988 " E14 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho
Falls, ICS 83403, Eric
ary I qty
I 1 1
IES,/ ELLE R/-1 41J I(I)I
Jots I f ren io nal
6-200 s Feb 112005 MiTek Industries, Inc. Thu Apr 2108:44:33 2005 Page 2
NOTES
10 This truss is designed In accordance with the 2003 Intemational Residential Code sections R502.11.1 and 8802.1.2 and referenced
ANSI/TPI 1.
LOAD CASE(S) Standard
Fne F.
Truss
E1
Truss Type
EF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 834 3, Erie
C
3
4-3-13 10-15 10-10 -10-10
6X6
A- A
Qtyc ply E -/ ELLE FSS/4-'14/j ! J D) H
Jab Reference(optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 2108:44:33 2005
-o
7--
0-0 --
5x8
4-1
5-2-
0-0 0-0-
5-7-4 2-0-0
Page 1
--
Scale 1:89.8
4x
16-0-0
7--
1
4x8
14
3x6
-0-0
--0
4X4
Plate Offsets (X,Y):[1:0-8-320-0-141,-],_16:0+0,0-1-915 � . E iC [10:0-2-7,0-0-21
LOADING (ps�
TCLL 35.0
(Roof Snow --35.0)
TCL 8.0
BCLL 0.0
BCL 8.0
LUMBER
TOPCHORD
BOT CHORD
WEBS
BRACING -0-0
Plates Increase 1.15
Lumber increase 1.1
Rep Stress InGr YES
Code I , 0 /TP1 0
X 4 SPF 1650F 1.5E
4 SPF 1650F 1.5E
X 4 SPF Stud/Std
CSI
TC 0.55
BC 0.42
WB 0.77
(matrix)
1
3x4 =
--
7--
8-0-0
--7
DEFL
in
(Ioc)
Ildeff
LId
Vert(LL)
-0.11
12-13
X999
240
Vert(TL)
-0.2212-13
X999
180
Horz(TL)
0.06
10
nJa
nfa
BRACING
TOPCHORD
B T CHORD
fv
REACTIONS (lb1size) 1=239/Mechanical, 16=2141/0-5-83 10=166410-5-8
Max Hort 1=-lod case 5)
Maxlupi r 1=- 7 l ad case ,1 =47(load case ,10=41 load case 5)
Max Gray 1 X01 (load case , 16=21 (load case , 1 0=Ica case 3)
PLATES
TO
Weight: 1 lb
0
GRID"
1971144
Structural wood sheathIng directly applied or 4-0-13
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 1-16.
I Row at midpt 4-16P 5-15p -1 -1
FORCES (1) Maximum ; Comr sionlMa im rn Tension
TOP ■ r ■ORD 1-2=-3701204,2-3=-38/354,
i =-370120 7, =-38 , 3-4=01343,4-5=-933135915-6=-7311345,6-7=-14901416,
0 343!4-5!_93313591^-7 11345` -7i-1490'41 7-8=-2078/445Y - i- 0
8-9=-2244/420, -10=-2594/421, 10 °11=0/1
BOTCHORD 1-16=-144/239,15-16=0/492F 14-15=0/1112,13-14=011112,12-13=-43/1557,10-12=-17111983
WE
4-1 =0/111 ,1 14=01111 1 -1 =-43/1 1 - =-
WE 2-16=-44411765 3-16=-455/190p 4-16=1 5951268, 4-15=0177'1 1 5-15=1 771154 -1 762111
i
-1 =-1381734)-1 �-x`630}2431 7-1 =-631 103 9-12=-4341182
lTE
� T1-ri true r��ir platy ir���ti�r� far the T��I� �ur�� ithd �r, t(�i fru i �r� 'i'
Job
t
True
E1
Truss Type
ROOF TRUSS
STOCKIIP E T -IFF Idaho Falls, ID 83403, Eric
e II
1
REX.lSEI.LERS14141JR(ID)H
d
!Job (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Air 2108:44:33 2005 Page
NOTES
1 ) This trussis designed In accordance with the 2003 International Residential Code sections 8502,11.1 and R8,02-10.2 and referenced standard
ANSI/TPI 1
LOAD CASE(S) Standard
Job Truss'Truss Type
Q2988 I E16 I ROOF TRUSS
STOCKP NET -1Fx Idaho Falls, ID 8303, Eric
1
0
4-3-13 1 8-2-12
14-0-0
19-0-0
4-3-13 -10-15 5-9-4 5-0-0
6x6 Ill C 1200
F
Qty & Ply FE.LLEI14-1H
0
.II I,ob Reference {optional)
6.200 s Fear 91 2005 MiTek Industries, Inc. Thu Apr 2108:44:35 2005 Page 'I
24-1)-n
3x4 =
0--
6x10 MT18H=
AA
--
A- n.n
1=6
Scale = 1:81.1
B-2-1
--1
14 13 12 11 10
3x8 -
1 4 -n -n
5-9-4
5x8
M -0-A
10-0-0
3x8 =
30-9-9
P lateffset[1:0-0-13,Edge] L4:0-3-5,Edge],X0-1 ! ], [ :0-1- , Edge][14:0-3-8-i AR.
LOADING(psQ
TOLL 35.0
(Roof n =35.0)
T[L 8.0
!LL 0.0
BL 8.0
SPACING - -0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I nr YES
Code IRC2003ITP12002
LUBE
TOP CHORD 2 X 4 SPF '1 F1. E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPFStud/Std
1
TC 0.91
BC 0.58
WB 0,93
(Matrix)
1 .5x4 11
C EF
in
NO
Vd fl
Utt
'rt(LL)
-0,2411-13
-19,71144
>999
240
Vert(TL)
-0.5511-13
>639
180
J H r T'L)
E
0.07
8
n/a
n1
BRACING
TOPCHORD
BOT CHORD
WEBS
REACTIONS (lb/sIze) 1=21,8/Mechanical,14--216810-5-8,8=165810-5-8
Ma
X216810- - , =165810- -
a Hort 1=- (l aid case 5)
Max U p1iftl=-11 load case ), 14=-4301oad case ), =4 41 ad case 5)
Maxr I = 4 1 a case , 7(Ioa case ), 8=2381(load case )
--7
PLATES
GRIP
MT20
1971144
IT1H
1971144
1120
-19,71144
Weight: 175 Its
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt -14� 4-13p 5-113r 5-11 , 7-11
FORCES (1b) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=-38713531 2-3-01421 P 3-4=-1 1371313, 4-5=-7861323, 5-6=01 5791421 a 6-7=-21 51/422, 7-8=-30441429!,
8-9=0/1 54
BOTCHORD 1-14--262/237,1 -14=-345121 ,1 -1 3=011356, 11-12=011 3561 10-11=4 60/2292y 1 0=-1 6012292
WEBS 2-14=-4971157,3-14=-222313931 3-13=1 3011549Y 4-13=-21611221 1=-1 233/180, -11 119/45
7
6-11 -29/35, 7-11 -881 /228, 7-10 =01230
CITES
1) Find: ASCE - 0r ph; h= f#; T C L=4. p f; B L=4. p f; Category 11; Exp ,; ailosed; C -C E t ri r( a
Lumber D L=1 .33 plate grip DOL=1,33.
2) TOLL: ASCE 7-98; Pf= 35.0 p f (flat roof snow); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of miry roof live load of 16.0 p f or 1.00 times flat roof load of 35.0 psf
on overhangs non -concurrent with other lire loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load noncon urr nt with any other live loads.
7) All plate are I T 0 plates unless otherwise indicated.
8) This truss req u i res plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
9) Refer to 1 rder fo r tru ss to truss coir nections.
1 Provide mechanical connection (by others) rof truss to bearing plate capable of withstanding 113 Ib uplift at
joint 1, 430 ib uplift at joint 14 and 424 lb uplift at joint 8.
Continued on page
Job Truss -- Truss Type
E16 IF TRUSS
STOCKCOMPONENTS-IF, Idaho Falls, ID 834033 Eric
QtY Ply RE XJS ELLE RS/ -1 / ID)H
I
_ Job Reference (o tiona,
6!200 s Feb 11 2005 MiTelk Industries, Inc. Thu .fpr 2108:44:35 2005 Page
NOTES
1 1This truss is designed in accordance Frith the 2003 1 nt rn ti nal Residential Code sections 8502;1 1.1 and R802-10.2 and referenced standard
LOAD CASE(S) Standard
Job
Truss Truss Type
E17
ROOF TRUSS
STOCK MPO E IT -IF, Idaho Falls, ID 83403, Eric
CS
dM. AML IML r -A -ASEL
1-D-0
5-`4
19-0-0
7-0-Y
6x10 MT18H=
Q Ply
RE7L.ISELLERSf4-141J R(1D)_ H
Job Reference optional
6.200 s Fe -Ib 11 2005 MiTe . Industries, Inc. Thu Apr 2108:44:38 2005 Page 1
3x8 -
i --
0-0 5--
6x10 MT18H=
-0-0
0-
6-2-7 2-0-0
1
3x4 I I
12-0-0
--4
v
4x1
I ate Offsets (XY): 1: -1-' .��' _ge], [3:0 -6- 0 2,0 -1 - 8], [
(pso
TOLL 35.0
(Roof Snow=35.0)
T C L 8.0
I3CLL 0.0
BCDL
SPACING --
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I n r YES
Code IRC2003ITP12002
3x6 3x.6
19-0-0
--0
CSI
T -7
BC 0.49
I3 x'.99
(Matrix)
LUMBER
TOFF CHORD 2 X 4 SPF 1650F 1.5E
BOT HCS 2 X 4 SPF 16,50F 1.5E
WEBS 2 X 4 SPF Stud/ til *Except'
W2 2 X 4 SPF 1650F 1.51E, W6 2 X 4 SPF 1650F 1.5E
7-0-0
1
3x8
38-0-0
--7
Scale = 1:85,6
:0-1-11,Edae -
TEFL,
in
(loc)
Ildefl
L!d
Vert(LL)
-0.151Q-12
>999
240
Vert(TL)
-0.25
10-12
X999
180
Harz(TL)
0.09
7
nla
n1a
BRACING
TOFF CHORD
BOT CHORD
WEB
f E 71 1(lb/size) 1=35/Mechanical, 15=225010-5-8,7=1760/0-5-8
Ma
=225010- - , =1760/0- -
a HerHorz 1= -(lad case 5)
Max U pl ift1=-: 4(1 ad case ), 1 = (load case ), = lad case 5)
Max G rav 1 =1 78(Icad case ), 15=2881 (load case ), 7= load case )
PLATES
1 T20
MT1 8H
Weight: 169 lb
N
one
rN_
RIP
1971144
197/144
Structural wood sheathing directly applied.
Rigid ceiling directly applied or -0-0 oc bracing.
1 Flow at midpt 2-15 , 4-1 4j 4-1
FORCES (1b) „ Maximum Tension
TOP H D 1- =- 116 '4, - =-1479'347, -4=-1065/349, 4- =-2002/466, 5-6=-2603/486 6-7=-3329/474 - = /1 4
BOT HO 1-15=-541/170114-15=-541/170113-14=-9111992P 12-13=-91/19923 11-12=-9111992,10-11=-9111992,
9-10=-208/25407 7-9=-208/2540
EH -15=-270714715 -14=-157/1870, -14---109/1630 4-14=-15501202! 4'-12=01271, 4-10=-4591. 6,
5-1 =-60/495, 1 =-664/1 66, 6-9 -0/214
TE
Thi. tri r�rir'� p1�t `rr�p�ticr� per t1� Tt ��t It1��� �� t1�i tri i i���r� fir �uiit
Job TrustTruss T
ype
Q2988 E1 !ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
Qty Pry E.I ELLEl4-1 1J (ID)H
I I I
Job Reference (qe
6.200 s Feb 112005 MiTek Industries, Inc.
ions!
Thea App` 21 08.44.39 2005 Page
TE
1 ) Th is truss is designed ire accordan ce with the 2003 Int m tional Residential Code sections 8502.11 #1 and R802A 0.2 and referenced standard
ANSVTPI 1.
LOAD CASES} Standard
Job
Truss
Truss Type
Q2988 E18 IROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ICS 83403, Eric
10-0-0
17-8-4
6-2-12 3-9-4 7-8-4
l 0 MT20H =
Qty I Ply I REX.ISELLERSI4-'i4IJR(II])H
1 1 1
Job. Reference (optional
6.200 s Feb -112005 MiTek Industries, Inc. Thu Apr 2108:44:42 2005 Page 1
f
7--4
8.00 3 3x10 = 5x8
4-0-
IM QR
-0-
a;§ -p 60.0.(
1 1
1--0 -- -0-
0 19 18 17 16 1
4x4 6x1 0 R6_ 6x8 =
1. 5x4 11 uip&o 5x6
Scale = 1:89.6
6-2-12 10-0-0 17-8-41- 25-4-8 2E.1018 34-0.8
PI aterffs t Q(� ! [1. -1-11,_ d ], L �-�,�R�- �� ��- - ,�'�- ]�1�,��"1-11Ed . 1,�- r0-(16:0-4-010-1-91�-
-
LOADING (psi
TOLL 35.0
(Roof Snow=35.0)
TIAL 8.0
B LL .0
13DL 8.0
PACs 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r YES
'bode IRC2003ITP12002
CS]
TC 0.93
BG 0.75
WB .7
(Matrix)
LUMBER
BEl
TOFF CHORD 2 X 4 SPF 165OF 1.5E *Except*
T2 2 X 4 SPF 21 O F 1.8E
BOT CHORD 2X 4 SPF 1650 F 1 ZE
WEBS 2 X 4 SPF Stud/Std *Except*
EF 165OF 1 .EI W4X 4 SPF 165OF 1.5E
1 3 2 X 4 SPF 1650F 1.5E
DEAL
in
(loc)
Ildefi
Ud
Vert(LL)
-0.2413.14
X999
240
Vert(TL)
-0.3713.14
X999
180
Horz(TL)
0.20
10
n!a
n/a
BRACING
TOFF CF O R
BOTCHORD
'LST
REACTIONS Ibli 1=183/Mechanical, 10= 71 /--, 20=2510/0-5-8
Max Hort 1 =(ld case 5)
Max up1 ittl =- 4 load case ,10=,451(load case , 0 (I d case )
Maxrav 1=iod case ), 1 0=41oad case ), 20=3281 (load case 2)
PLATES
MT20
TH
Weight: 186 Ib
GRIP
197/144
1481108
Structural woad sheathing directly applied or 2-2-0 oc
purlin
- -
puriin .
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 1-20,19-20.
1 Row at mid Ft 2-20, 4-191 4-16, 5-16y -14
FORGES (1b) - Maximum per ssiorr/Maximurn Tension
TOP CHORD 1-2=-92J1240) 2-3=-905126323-4=-661125814-5=2434/5%5.6--m-2567/489t -7=-2540/481,
7-8=-32711508.,8-9=4925/607P 40=- 10-11=01154
1=011
BOT CHIC 1-20=-10101225119-20=M1010/225 18-19=-160121983 1 1 --16012198, 1 -'17=-1601 1
[f��j _ �Tf�j '�JJy�� _yapyJ 8�^y!_ `[�+,y■���jj�J�y +�1f� 7
15-16=-211/2750P
5-1 V i..11/i".750P 14-1 5R -,14712557 r 13-14=-37314066.7 1 -1, =-1 67/267 4p 10-12=-152/2364
WEBS 2-20=-30971496,2-19=-21612320P 3-19=-299/48,4-19=-2206/31714-18=0/29514-16=-331311I
5-16=-1450/177:5-15=0/539, 6-15=-178/591, 7-15=-14/635,7-14=-9/68218-14---157U/23618-13=018559 —1 5=-14/635, —1 I -9/682.' -1 1 T' U/ 1 -1 018552
-1 = 24612027, -�1 -15231150 r
NOTES
1) Wind, ASCE 7- p h; h= ft; T C L=4. psf BCD L=4. F f; Category lir Exp ; enclosed- -C Exterlor(2);
Lumber DOL=1.33 plata grip [SOL=1.334
2) TOLL: ASCE 7-98; F .0 psf (flat roof snow); E ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of rehire roof live load of 16.0 psf or 1.00 tiaras flit roof load of 35.0 psf
on -overhangs non -concurrent with other live loads.
5) P ro i de adeq u ate drainage to prevent wafe r ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonc n urr nt with any other live loads.
All plates are MT20 plates unless otherwilseindicated.
Continued on page
u Job
STOCK OSIPONENT -IF, Idaho Falls, 1D 83403, Eric
Truss Truss Type !Qty Ply
1 E78 ROOF TRUSS 11
l E I ELLER// -141, f (lD)H
1
Joh Reference (optional)
6.200 s Feb 11 2005 MiTek Industries., Inc. Thu Apr 2108:44:42 2005 Page
NOTES
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Refer to girders) for truss to truss connections.
1 ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint 1, 451 lb uplift at joint and
486 lb u plift at jo i nt 20.
11 This true is designed in accordance th the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referanceff stanciaril
N IITPI 1.
LOAD CA,SE(5} Standard
'Job3
True Truss Type
E19 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
B-0-0
M
1-9-4
-8
5-9-
5x8 =
1 -7-0
Qt
3-
Gify I PI]I I REXJSELLER514141JR(113)H
2 Job !farm tonal
6.200 s Feb 11 2005 I iTe . Industries, Inc. Thu Apr 2108:44:42 2005 Page 1
5-9-
5-1018 0-0-0
34-0-8
U
8x
--
3x4
6x 6
mm -
5X8 _
5-6-0 3- - A-04
1-6-0 5-8 0
4x5
23 22
3x6 11
9x10 MT't 8 H =
1 20 19 1
2x44x8 = 6X8 =
8x8B;*D N�
1
5x8
8x8 _
6x6 _
Scale = :84.3
31
0
A
CD
Irm
REACTIONS ((lb/size) 1=-1405/Mechanical, 12=352710-5-8,23=696610-5-8
Max Hort 1=34(I ad case )
Max Upliftl=-1 895(load case ), 12=-1 load case , =- (a a case )
Max Grav 1= (l ad case , 1. =4 1 (10 case ), = (Io d case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H O RD 1-2=-96213355,2-3=-3,81709,3-4=-381548,4-5=-5976/18317 5-6=-5976/1831,6-7=-597611831,
7-8=.q7225/2166, B-9=-6258/1876, -j0=-770212231, 10-11 =-912 11, 11-12=-6346116%
12-13=0/1 1
BOTCHORD ORD 1- -- 761/834,- =-27611 4Y 1- --10431381 , 0- 1=-I !' 16Y 19-20=-104313816F
1 1 =-1 773/6394, 1 1 1 6 7l l■ 16-17=-186117184Y
=-1861171, 1 1 =-1 9861794 ! 1 1 =1 30915476■
12 4---1 205■ 5020 i f J
WEBSY - 7i F 6 ---1 699/5988, 3-22=-68611214-22=-5787/16627 4-2 =-49611339, 4-19=827/289%
=
6-19=-509/37P
- 0{ + i 7 P 7-1 `56311) 7-18=-240515553
8.=5240 5. 555■ + -1 64312450 P 1 - 8411 1 F 8-16=-177314622 - 1 773146, ■
9-16=1
13913723,10-16=-1 ' 712/397 10-1 5=-30611560, 11-15=-918/3476, 11-14---23331750
DOTES
1 -ply true to be connected together with 0.131 "" bails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-19-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs nn d as follows: X 4 -1 row at--
), All loads ars considered equally applied to all plies, except if noted as front F or back (B) fare in the LOAD
F--( ) section. Ply to ply connections have be -en provided to distribute only loads noted F) or (B),
unless otherwise indicated.
Continued on page
4
-2-1 i!_
13-9-8
1
2.5-4-8
1 0 V- - 1-0- 45,&E38.0-01
6-2-12 1-9-4
5-9.8
-9-8
5-9-8
1-6-0 1-8 4-0-8 1-6-0 2-5-8
..
Plate Offsets
LX,Y): [1:0-3-0,0-2-12]7
.
[12:0-3-820-2-8]1_�.0-3-020-3-8],
1
LOADING (ps�
TALL
M
SPACING
-0-0
CSI
DEFL
in (loc)f i Ild Ll
PLATES
GRIP
l Y
��R�]
(Roof ■ o��J.�'7��I #0)
plates Increase ease
1.1
T
0.58
Vert(LL)
0.26 17 >999 240
TO
197/144
TCDL
8.0
Lumber Increase
1.15
B
95
Vert(TL) -0.40
- F
942 180
MT1 8H
197/144
TOLL
p Stress In r
B
0.99
H rz TL
.1 1 n/a n1
BCDL
Code I /TP1200(Matrix)Weight:
4351
LUMBER
BRACING
TOPCHORD
2 X 4 SPF
1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 7-7 o
BBOT CHORD
2 X 6 LSF No.2 *Except*
purlins.
134 2 X 6 DF I 800F 1.6E
BOT H RD
Rigid call ing d Erectly appal led or 10-0-0 oc
bracing,.
WEBS
2 X 4 SPF
Stud/ tai *Except
Except ;
W 4 SIF 1 F 1.5E3 W1 12
X SPF
1 5OF
1.5E
- - bracing ■ 1-23,22-23,
W14 2 X 4
SPF 165OF 1.5E
'REBS
1 Row at midpt
4-22
REACTIONS ((lb/size) 1=-1405/Mechanical, 12=352710-5-8,23=696610-5-8
Max Hort 1=34(I ad case )
Max Upliftl=-1 895(load case ), 12=-1 load case , =- (a a case )
Max Grav 1= (l ad case , 1. =4 1 (10 case ), = (Io d case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H O RD 1-2=-96213355,2-3=-3,81709,3-4=-381548,4-5=-5976/18317 5-6=-5976/1831,6-7=-597611831,
7-8=.q7225/2166, B-9=-6258/1876, -j0=-770212231, 10-11 =-912 11, 11-12=-6346116%
12-13=0/1 1
BOTCHORD ORD 1- -- 761/834,- =-27611 4Y 1- --10431381 , 0- 1=-I !' 16Y 19-20=-104313816F
1 1 =-1 773/6394, 1 1 1 6 7l l■ 16-17=-186117184Y
=-1861171, 1 1 =-1 9861794 ! 1 1 =1 30915476■
12 4---1 205■ 5020 i f J
WEBSY - 7i F 6 ---1 699/5988, 3-22=-68611214-22=-5787/16627 4-2 =-49611339, 4-19=827/289%
=
6-19=-509/37P
- 0{ + i 7 P 7-1 `56311) 7-18=-240515553
8.=5240 5. 555■ + -1 64312450 P 1 - 8411 1 F 8-16=-177314622 - 1 773146, ■
9-16=1
13913723,10-16=-1 ' 712/397 10-1 5=-30611560, 11-15=-918/3476, 11-14---23331750
DOTES
1 -ply true to be connected together with 0.131 "" bails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-19-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs nn d as follows: X 4 -1 row at--
), All loads ars considered equally applied to all plies, except if noted as front F or back (B) fare in the LOAD
F--( ) section. Ply to ply connections have be -en provided to distribute only loads noted F) or (B),
unless otherwise indicated.
Continued on page
4
Truss
Truss Type
g
E19 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
TE
Qty I Ply
REX/ ELLEF 1 -1 /JR(ID)H
Joh Reference op#ionel
6.200 s Feb 112005 M!Tek Industries, Inc. Thu Apr 2108:44:42 2005 Page
3) Wind: ASCE 7-02; 0i ph; h= f ; T DL . p f; BCDL . p f, Category II; E� ; enclosed; C -C Exterior� ; Lumber DOL=1.33 plategrip
4) T LL: ASCE 7-98; Pf=35.0: p f (flat roof snow); Exp ; Fully Exp.; L= 45-0-0
5
- -
5 Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of miry roof live load of 16,0 p f or 1.00 times flat roof load of 35.0
F f on overhangs non -concurrent
with other lie roads.
7) Provide adequate drainage to prevent water ponding.
8) This truss, has been designed for a 10.0 p f bottom chord live load nonc n u rr nt with any other live
9) All plates are MT20 plates unless them indicated.
1 Th is true req u 1 res plate in spection per the Tooth Co u nt Method when this truss 'is chosen fo r q utility assu rau e i res tion®
11 Defer to girder(s) for truss to truss connections.
1) Provide mechanical connection by thers) of truss s to bearing plate capable of withstanding 1895 lb uplift at 'pint 1 1209 lb uplift at joint 1
and 2366 lb uplift at joint .
1 ) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and 1.10.2 and referenced standard
NSUTPI 1.
14) Girder carries hip end with B-0-0 end setback.
1UpIifit for fin LC exceeds 1ireits
1 ) Hanger(s) or other connection device(s) shall he provided sufficient to support concentrated leads 884 Ib down and 368 Ib up at -0-0 and
884 Ib down and 3,68 lb up at 8-0-0 n bottom chord.. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Snow: Lumber Increase= .1 5, Plate Incr ase=•1.1
Uniform Loads (pelf
Vert: 1- =- , (F )x -1 -86, =-1 , 1 - - 0 F=-1 '0), 1 1 =- (F 1 0)t 1 -17i- 0 F -1 0),15-1 1 1 14-1 +1 t
12-14=-1
Concentrated Loads (1b)
Vert: 22=-884(F) 16=-884(F)
Rnt 7k
Truss
Truss Tp
a
E ROOF TRUSS
STOCK COMPONENTS-IFp Idaho F11, I , Eri
Job
*9
Truss
E
Truss Type
ROOF TRUSS
STOCKI P N EJ T -I F, Idaho Faller ID 834037 Ed C__
N MW
.2-0-0
--o
6--7
6--7
12 -ID -0
-`-
5x6
KI
Qty Ply
ISE . S ELLERS/4-14/J I (ID) H
Joky Referenq����
6.200 s Feb 1112005 [Tek industries, Inc, Thu p'rr 21 08:44:44 2005 Page 1
19-10-4
3x8 =
8-0-0
Scale = 1:67.7
3x8 11
--7
11 1
1.5x4 3X8 U4 =
--9
19-10
7-10-4
1.5x4 11
Plate Offsets Q ,Y): 12:0-0-13, Ed[4,0-3-010,-2-3]
LOADING (psi
T LL 35.0
(Roof no .0)
TCL 8.0
BOLL 0.0
BL .0
LUMBER
TOP CHORD
BOT H RD
'EBS
SPACING -0-o
Plates Increase T.1
Lumber Increase 1.1
Rep Stress I n r YES
Code IRC2003/TP12002
X 4 SPF 1650F 1.5E *Except*
T2 2 X 4 DF . 4 OF 2.OE
X4SPF 1650F 1.5E
4 SPF stud/Std *Except*
W6 2 X 4 SPF 1650F 1.5E
csi
TC 0.93
BC 0.44
WB 0.94
(Matrix)
REACTIONS(Ib/size) 7=1401/0-5-8, 2=1616/0-5-8
Ma
=1 1 /0- -
a Hors =load case )
Max U pI W=- (load case ) : =-372(1 o d case 5)
Max G rav 7=1 759(1 od case , 2=1 4ld case 2)
8--0
8-1-1
DEFL
in
(loc)
]fdefl
L!d
Vert(LL)
-0.49
l-8
X999
240
Vert(TL)
-0.24
8-10
3999
180
Horz("fL.)
0.06
7
n!a
n1a
BRACING
TOP CHORD
BT CHORD
WEBS
4
PLATE"
MT20
Weight; 136 l
W
co
FLIP
197/144
Structural wood sheathing directly applied or2-2-0 oc
purling, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
I Row at rn i d t 6-715-10
Rows at 1/3 pts -7
FORCES 0b) - Maximum ori r i nlMaximurn Tension
TOP CHORD 1-2=0/154r 2,3=.21491332v -4=-1598134 14- =.0122 '/3491 - =- / -7=-461/115
BOT H D -11=-483/1 943 1 -1 1=- I / 1 4, -1 = 279/ 1 X94, - =- 791 ! , 7- =- 7 /1294
WEEDS 11=01208, -1 0=-7521169, 4-1 0=01314, -1 0=1 35/499,5-84/31 1, 7=-1 743/381
i
MOTES
1) Wind: ASCE -0 ph} h= ft; T DL=4. p f, BCDL=4. p f; Category 11; Exp ; enclosed; C -C Exterlor(2);
Lumber DOL=1.33 plate grip DC L=1 .33.
2) TCLL: ASCE 7- =35.0 psf (flat roof snow); Exp a Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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) TIS is truss has been designed for a 10.0 psf bottom chord l ive load nonconcurrent rent ith any other I Eve loads.
7) This. truss requires plate inspection per the Tooth Court Method when this truss is chaser for quality
assurance inspection.
8) Provide mechanical corgire cti n (by others). of truss to bearing plate capable of withstanding 353 lb uplift at
jo int 7 a rd 372 1h r p lift at joint 2.
9) This truss 'is designed 'in accordance with the 2003International id ntial Code sections R502.1 1.1 and
R802.10.2 and referenced tandard ANSIfTPI 1.
LOAD CASE(S) Standard
Joh _
Truss
Truss Type
Qty
Q2988
E4
ROOFTRUSS
-,�
I
REX.lS E L L E RS14-14IJ R( I D)H
Job Referee fop
STOCK; COMPONENTS -IF, Idaho Fells., ID 83403, Eric 6.200 s Feb 11 iTek Industries, Inc.
-2-0-o, -11-4
2-0-0 -11-4
9-5-10
4--
14-0-0
-6-
5x6
0-6-
--0
4x8
7-0-0
6--0
ional)
Thu Apr 2108:44:46 2005 Page I
ft
1-0-0
6x8
6x6
0X0 14 13 12 11 109
3x4 - 3x8 = 3x4 =
7--7
7--7
Folate Offst .0-1 ` 6 E d q ■0 -3-
LOADING
-
LCAIl
(ps�
in
(loc)
TALL
Ud
I�IN
-,�
r��w�=. �
I�It Irrra
1.�I(Roof
TSL
BC 0.46
Lumber Increase
1.1
ALL
.
Rep Stress I nr
E.
BCDL
.
ode ll03FTFrI0
LUMBER
TOP CHORD
BOT H R
WEBS
1--
0--0
a6-0
1 .5x4 I 1
7-0-0
--0
CSI
DEAL
in
(loc)
Ildefl
Ud
TC 0.66
Vert(LL)
-0.14
13-14
y999
240
BC 0.46
Vert(TL)
-0.22
13-14
X999
180
WB 0.97
Horz{TL}
0.08
9
n!a
nla
(Matrix)
X 4 CSF 240OF 2.OE *Except*
T1 2 X 4 SPF 165OF 1.5E
X4 SPF1650F 1.5E
4 SPF StudiStd *Except*
W9 2 X 4 SPF 165OF 1.5E) W8 2 X 4 SPF 165GF 1-5E
REACTIONS (lb/size) 2=161610-5-8, 9=140110 -5 -
Max Hrz=47(1ad case 5)
Max[ ft =- 7 1 ad case , =- (lo d case 5)
Max Gray 2=2371(load case ), 9=1 4 l ad cause 2)
BRACING
TOP CHORD
BOT CHORD
WEBS
5x1
3x4 11
1-0-0
LATE
MT20
M
Scale No* 1:74.2
C
M
Weight. 169 Ib
TIP
1971144
Structural wood sheathing directlyapplied or 3-8-15
purlins, except e n d verticals.
Rigid ceiling directly applied or 9-9-7 oc bracing.
1 Row at m idpt 7-% .-
Rows at 113 pts 6-10
FORCES (lb) - Maximum Compression/Maximum Compression/MaximumTension
TOIL H D 1-2=0/1 , 2-3=-30 891323, - -27261344,} 4-5=-2003/327,5-6=1552/322, 7=-231 /58y 7-8=-1611281
- =-1 73129
BOTCHORD 2-14=-52412367913-14=-42011971,12-13=-228/1248j 11-1 2=-228112481 10-11 =-22811248) -1 0=-5/25
WEBS 3-14=415/153,4-14=46/461, 4-13=-739/205, 5-13=-51299, 6-13=.l 29151 , -11=01247,
6-10=-1805/334, 7-10=-5511148, 8-1-324/1863
COTES
1) Find: ASCE 7-02; 0mph; h= ft T IAL=4. f; L= ■ p Category Il; Exp ; enclosed; C -C E rl r( );
Lumber DOL=1.33, plate grip IDOL=1.33.
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp,
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of mr i n roof live load of 16.0 psf or 1,00 times flat roof load of 35,0 psf
onoverhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for- a 10.0 p f bottom chord live load nonco currant with any other live loads.
7 This truss requires plate i n pocti n per the Tooth Gout -it Method when this truss is chosen for quality
assurance inspection.
8) PI-ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 1b uplift at
jo int 2 a nd 358 lb u p I ift at joint 9.
Continued on page
Job
P
T r s s T-russ Type
E IF TRUSS
COMPONENTS -IF, I aho Falls, ID 83403, Eric
NOTES
9) This truss is desig n d i n accordance with the 20031 nternation al Desi
ANSITTIRI 1.
LOAD CASE(S) Standard
J QtY FSI
1
REX.ISELLER5I4-14/JR(1D)H
Job Reference (opt
6.200 s Feb 112005 MiTek Industries, Inc. Thin Apr 2108:44:46 2005 Page
dtil Code sections 8502.11.1 and [.1.2 arid referenced standard
1Job
Trus i Truss Type
ES IROOFTRUSS
MPONENT -IF5 Idaho Falls, ID 83403, Eric
1
Qty ! PI
1 7 1
REX.ISELLERS1414JJR(I O)H
Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 2108:44:4
5-7-4 10-9-10 1 -0-0 20-6-0 25-0-0 28-0-0
5-7-4
--C
U4i
3-0-0
5x5 .=
5x8 12 11 1
4 3x8 = 3x6 2x4 11
8-2-7 7-9-9 -0-0 -0-0
-0-la—te Offsets MY): [1:0-1- Edge,_[4:- E . 11_ [7 - -8.Ed �
LOADING (ps�
TOLL 35.0
(Roof S now=35.0)
TL 8.0
BOLL 0.0
BDL 8.0
LUMBER
TOP CHORD
BOT CHORD
FEES
SPACING - -0
Plates Increase 1.1
Lumber increase 1.1
Rep Stress In r YES
Code IRC20031TPI2002
4 SPF 1 F 1.5E
X 4 SPF 165OF 1.5E
4 SPF Stu d/Std
CSI
TC 0.90
BC 0.62
B 0.92
(Matrix)
REACTIONS (lb/sIze) 1-1409/Mechanical, 8=140910-5-8
Max Hort 1=347(load case 5)
Max Uplift'I=-23'I(load case 5}, $=-355(lvad case 5)
Max Grav 1=2035(load case 2), 8=1738(1aad case 2)
DER
in
(Ioc)
IJdefl
Ud
Vert(LL)
-0.16
1-12
>999
240
Vert(TL)
-0.35
9-11
X949
1$0
Horz(TL)
D.+QT
8
n!a
n1a
BRACING
TOS' CHORD
BOTCHORD
WEBS
r�
J
PLATES
MT20
2005 Pagel
Scale = 1:75.7
Weight: 11lb
GRIP
197/144
Structural wood sheathing directly applied or 3-2-15,oc
purlins, except end v rti alst
Rigid ceiling directly applied or 6-0-0 oc bracing.
I Row -at m idpt -11 r 6-% 7-
Rows at 1/3 pts -
FORCES (lb) - Maximum Compression,/Maximum Tension
TOP CHORD 1-2=-3113/361, 2-3=-26961385, 1385, -4^-1775131 , 4-5=-1 325/319, 5-6=-4581148, 6-7=-5261134,
7-8=-1 739/340
BOT M D 1- 1�-X 60/2401,11-12=-402/1863, 10-11=-19511026,9-10:;---19511026,8-9=-3/7
EE 2-12=-554/2073 3-12=-1 0 1 x -1 -9431270, 1.
11=ii 51242; -11 � 3317339 -9=ml 42512937
6-9=-273/58-,7-9=-250/1535
NOTES
1) Wind: ASCE 7-02; ph; h= ft; T DL=4. psf; BCDL=4. p f; Category 11; Expo ; enclosed; C -C E rior ;
Lumber DOL=1,33 plate grip DOL=1,33.
2) TOLL: ASCE 7-98; Pf=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 water ponding.
5) This true has. been designed for a 10.0 p f bottom chord live load nonconcurr nt with any other live loads.
6) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to beadrig plate capable of withstanding 231 Ib uplift at
joint 1 and 355 lb uplift at joint 8.
9) This truss is designed ire accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and refe ren ced standard N I PI 1.
LOAD CASE(S) Standard
Job
Truss Truss Type
E6 ROOF TRUSS
STOCK MP NEN` S -IF, Idaho Falls, ID 83403, EdcI—
--4
w
CJ..iy k Ply I REX.ISELLER51494iJR(IO)H
1 1 1
I !Job Re rent
6.200 s Feb 112005 MiTelk Industries, Inc -
n -
18 -0-0
1 --
23-0-0
--0
5-10-65x8 X0-0
5x8i
5-0-0
-0
■
Thu Apr 2108:44:512005 Page I
9-2-7
12 11 10 9 8
U4 U4 4x5 2X4
18-0-0
-0-
U8
-L 23-0-0
--
28,0-0
0
■
C0
Cq
cm
T
Scale = 1:81.1
LUMBER
TOPS CHORD
BOT HCS
WEBS
X 4 SPF 1650F 1.5E
4 ;SPF 1OF 1.5E
X 4 s P F Stud/Std
REACTIONS lb1siz) 1=1417/Mechanical, 8=141710-5-
MaxHorz 1=347 l ad case 5)
Maxplifkl=- (load case , =- 47(Ioad case 5)
Maxrev 1 =201lad case a 8=1 (load case )
BRACING
TOE CHORD
B T CHORD
WEBS
Structural wood sheathing directly applied ort -
purlins, except end verticals.
Rigid ii ire directly applied or 9-5-5 oc bracing.
1 Row at midpt x4-11, 11 a -11; -
Rows at 113 pts 7 -
FORCES (IIS) - Ma irnum Compression/Maximum Tension
TOP CHORD 1-2=-3079/3587 7 - =- 1 , 3-4=-2372/381, 4-5=-149113061, 5-6=4 131 i 6-7=-720/2105
7-8=-1514/363
BOT CHORD 1 =-550/2380) 11-12=-366/17033 10-11 = 110/609Y -1 0=-1 101609, 8-9=-5117
WEBS 2-12=-694/242) 4-12=-1 2217977 -11=-1 105/306, -11 =--67/174,6-1 1 =-204/1167, 6-9=-1 029/23%
7-9--21611258
NOTES
1) Wind: ASCE -0 mph; h= ft; T L= . p f; B BL=4} p f; Category 11; Exp ; enclosed; C -C Exterior(2);
Lumber BOL--
1.33 plate grip DOL -1.33.
2) TOLL: ASCE 7-; =35.0 psf (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This true has been designed for a 10-0 p f bottom chord live load non concurrent with any other live las.
6) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for true to truss connections.
8) Provide mechanical connection (by others oftruss t Barin lata capable of withstanding � .� � tt.nd cnlb uplift at
joint 1 and 347 lb uplift at joint 8.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 ars
R802-10.2 and referenced standard NSI/TPI 1..
LEAD CASE(S) Standard
9-2-7
8.9.9
5-0-05.0.0
_
Plate Offsets (X,Y) -
,11 � -1-?Edi �'�: 1 Z7
TOLL
SPA 1N2 -0-0s1
DEFL
1n (Ion)
I/d fI
Ud
PLATES GRIP
(Roof sn_ .0
Plat In r as 1.�1
T i1
.
'" rt LL
-0.22 1-1
240
MT 197/144
T D L
Lr Increase
�r1.1
BC 0.70
rt(TL)
-0,44 1-12
>752
180
.
BOLL 0.0
Rep Stress I n r YES
W13 0.82
H or TL)
0.07 8
n1a
n/a
B BL 8.0
Code IRC2003ITP12002
(Matrix)
Weight: 158l
LUMBER
TOPS CHORD
BOT HCS
WEBS
X 4 SPF 1650F 1.5E
4 ;SPF 1OF 1.5E
X 4 s P F Stud/Std
REACTIONS lb1siz) 1=1417/Mechanical, 8=141710-5-
MaxHorz 1=347 l ad case 5)
Maxplifkl=- (load case , =- 47(Ioad case 5)
Maxrev 1 =201lad case a 8=1 (load case )
BRACING
TOE CHORD
B T CHORD
WEBS
Structural wood sheathing directly applied ort -
purlins, except end verticals.
Rigid ii ire directly applied or 9-5-5 oc bracing.
1 Row at midpt x4-11, 11 a -11; -
Rows at 113 pts 7 -
FORCES (IIS) - Ma irnum Compression/Maximum Tension
TOP CHORD 1-2=-3079/3587 7 - =- 1 , 3-4=-2372/381, 4-5=-149113061, 5-6=4 131 i 6-7=-720/2105
7-8=-1514/363
BOT CHORD 1 =-550/2380) 11-12=-366/17033 10-11 = 110/609Y -1 0=-1 101609, 8-9=-5117
WEBS 2-12=-694/242) 4-12=-1 2217977 -11=-1 105/306, -11 =--67/174,6-1 1 =-204/1167, 6-9=-1 029/23%
7-9--21611258
NOTES
1) Wind: ASCE -0 mph; h= ft; T L= . p f; B BL=4} p f; Category 11; Exp ; enclosed; C -C Exterior(2);
Lumber BOL--
1.33 plate grip DOL -1.33.
2) TOLL: ASCE 7-; =35.0 psf (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This true has been designed for a 10-0 p f bottom chord live load non concurrent with any other live las.
6) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for true to truss connections.
8) Provide mechanical connection (by others oftruss t Barin lata capable of withstanding � .� � tt.nd cnlb uplift at
joint 1 and 347 lb uplift at joint 8.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 ars
R802-10.2 and referenced standard NSI/TPI 1..
LEAD CASE(S) Standard
Job—
Truss
w f
E7
Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls', ID 83403, Eric T
6-11-
-1 y1-4
--
Qty E Ply
1 I 1
REXJSELLER514-14IJR(1o)H
j Job Reference (qp
6.200 s Feb 11 2005 MiTek Industries, Inc.
0-0-0
-00 4-4-4 1 -0-0
6_6, 0 *8-:x.4
6x6
W*
-7-1
R n, ;
10-0-0
I 0--D
Plate -Offsets
-- E _.[w4---
LOADING (psf) SPA
TALL .0 Plates Increase 1.15
(Roof Snow=35.0) 111 ��-
Lumber Increase
T ISL .0 �1,
BLL Rep StressI nr ECode IFZC2003[TP12002BCDL 8.0
1
4x4
0-0-0
10-0-0
12 11 10
4 = 4,4 =
8-0-0
:0.- Ed - _
CSI
TC 0.91
BC 0.75
WB 0.96;
(Matrix)
a
Tonal)
Thu Apr 2108:44:52 2005 Fags 1
DEFL
in floc)
Iltiefl
Uel
Vert(LL)
-0.28 1-13
X999
240
Vert(TL)
-0.57 1-13
?586
18:0
Horz(TL)
0.07 9
n/a
n!a
LUMBER BRACING
TEMP CHORD 2 X 4 SPF 165OF 1.5E TOFF CHORD
SOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stu WSW BOT CHORD
WEBS
REACTIONS (lb/sIze) 1=1417/Mechanical, =141710-5-
Max Ho rz 1= 4 l acase 5)
Max U pal i 1=- 2 (load case ), =- 7(l aid case 5)
Max Grav 1=1 (l ad case 2), =1 17 l ad case 1
Scale` 1:86.6
Wl
co
PLATES
MT20
Weight 180 Ib
GRIP
197/144
Structural wood sheathing directly applied, except end
verticals.
Rigid ceiling directly applied or 9-6-4 a braci g.
1 Row at rn dpt 4-115 5-11, 6-1 -% 7-91 11
FORCES (lb) - Maximum Compression/Maximum Tension
T P H I .I 1-2=-28931346, 2-3=-23831348.2 =-1945/3 O F 4-5=1 11'1x"28 , 5-6=-7071300, 6-7=-7411297,
7-8=1 25112 , 8-9=-209169
BOT H R 1-1 =-53112210, 12-13=-326/14463 11-12 =-32611446, 10-11=-109161 , -1 0=-931392
WEEDS 2-13=-7731270,4-13=-1451916Y 4-11=-1256/343,5-11=-203/186,6-10=-641/57,7-10=-581820,
7-9=1288131Z 6-11=-229/1233
TE.
1) Wird: ASCE -02x 0mph h=2 ff; T DL=4. p f; DL=4. p f Category 11; Exp enclosed; C -C Exterior
(2);
Lumber DOL=1,33 plate grip [SOL=1.33.
2) TOLL: ASCE 7-98; F =3 5.0 p f (flat roof now); Exp ; Fully Exp.
3) Unbalanced n o loads have been considered for Wis. design.
4) Provide adequate drainage to prevent water ponding.
5) This true has been designed for a. 10.0 psf bottom chord live load nonco nu rr nt with an
other live loads,,
6) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quaI4
assurance inspection.
7 Refer t girder(s) for truss to truss. connections.
. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at
joint 1 and 337 1b uplift at joint 9.
9) This truss is designed in accordance rith the 2003 International Residential Code sections R50211.1 and
R802.10.2 and referenced t ndard ANSIITPI 1.
LOAD CASE(S) Standard
Job
i Truss
Truss Type -- qty ply
Q2988
E8
i
ROOF TRUSS 13 i
STOCK COMPONENTS -IF, Idaho Falls, 1D 8340.3, Eric
I
I
-7-
10-9-10
16-0-0
REJC.15 ELLE kS/414l3R(ID)H
1
Job R feren
6.200 s Feb 112005 MiTe Industries, Inc..
22-
5-7-4 5-2-6 5-2&10 T1 8H$;V
N
R!
-10-4
28-0-0
3-1-1
--7
8�2-7
4 = 4x8 = 3x4
+16-0-0
7-9-9
-0-0
V
Thu Apr 2108:44-.55 2005 Page
4x4 =
1
CD
E
T
T
Scare = 1:78.6
Plate Offset. -1- Ed 6[: --0,,- 1l -] ---P 0-1-81
LOADING (pst I-
T LL, FS I -0- ! CSI DEFL in(loc)I/ fl Lid PLATES RIF
Plates Increase1.15 1 T � 1 ' r� LLI _n 1 1-1
knuvi
" .0
TCL
8.0
BOLL
0.0
BL
.0
LUMBER.
TOFF CHORD
BOT CHORD
WEBS
Lumber Increase 1.1
Rep Stress I n c r YES
Code IRC2003ITP12002
4SPF 1 OF 1.5E
4 SPF 165OF 1.5E
SPF Stud/Std
BC 0.60
WB 0.70
(Matrix)
REACTIONS (l b/s `r a 1=1409/Mechanical, =140910-5-8
Max Hort, 1= (load case 5)
M ax U PIi1 l - 251(1oad caste , 8 =- load case 5)
Max Gray 1=1 981(load case 2), 8=1 . (l ad case )
Vert(TL) -o.zs 1-12 >999 Sao
Horz(TL) 0.07 8 n!a n!a
BRACING
TOFF CFO RCS
BOT H R[
WEEDS
MT20H
MT1 H
Weight: 1Ike
IZX" IIHM
148/108
1971144
1144
Structural Food sheathing directly applied or
purlins, except end verticals.
Rigid ceiling directly applied or 9-10-14 c bracing.
1 Row at ml pt 3 -11,5 -9,7 -8,6 -
FORCES (1b) - Maximum CompressionlMaximum Tension
TOPCHORD -3023/398, 2- =-SIA 0; 14191 -4 R1 7/3531 1 21 81351 r 5-6` 888/286 6 7=- 4 =-
BOT CHORD 1-12=-510/2328,11-12=-35411777Y 1 -11 1 0/ a 1 =-120/ 66, --97/460
WEBS 2-12=-563/208 x3-12=1 0 116580 -11=-9421264F 4-11=-5/2153 -11=-1 601946, 5-9=-8181131 6-9=-781966
J
6-8=-1 406/302
NOTES
T D L=4. p fL D L= . p f, Category 11; Exp ; enclosed; C - Eta r( ) a
Lumber DOL=1.33 plata grip DOL=1. 3.
2) TCLL: ASCE 7-98; P#35.0 pM f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 p f bottom chord live load n n on u rr nt with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection,
8) Refer to girder(s) for true to truss connections.
9) Provide mechanical connection (by others) of true to rig late capable fwithstanding
g �' p1 Ib u p I rft at
joint I and 325 lb uplift at joint 8.
0) This truss is designed in accordance with the 2003 International Residential Code sections R 0 .1 .1 and
R802.10.2 and referenced standard AIS UTPI 1.
LOAD CASE(S) Standard
Job Truss True Tp
Q2988 E8 -CAP PIGGYBACK
0
STOCK COMPONENTS -IF, Idaho Falls, I D 83403, Erle
-.0-0
2-0-
00
-0-0
--0
4
K4
QtY Ply REX_/S E LLE P 1 -1 1JR(l D) H
`onal
Thu Apr 2108:44:55 2005 Page 1
%'ob Keference o
6.200 s Feb11 2005 I iT k Industries, l roc.
6-0-0
-0-0
-0-
1.5x4 11 2x4
5.0-
LUMBER
TEMP H FAD
BOT CHORD
WEBS
2 X 4 SPF 165OF 1,5E
2 X 4 SPF 1650F 1.5E
X 4 SPF Stud/Std
REACTIONS 1h/ ize) 2=26810-5.8, 4=26.810 -5 -
ax pllft2=- (load case , 4=- (l ad case 5
Max Gray =4lad case 2), 4=344(10 case )
FORCES lb - Maximum CompressionlMaximum Tension
TOP H RD 1.2=0134, 2-3=-230137x 34=23013T 4-5=0./34
ESOT CHORD 2-6=01123, 4-6=01123
WEBS -=0187
BRACING
TOP H RD
E30T CHORD
Lid
240
180
n/a
PLATES
MT2
-0+0
2-0-0
Scal
-0-
Sa:l = 1:13.8
00
Weight: 15 lb
GRIP
197/144
Structural wood Sheathing directly applied or 6-0-0 oc
purlins.
Rigid ceiling directly applied or 10-0-0 brad n R
NOTES
1) Wind: ASCE -02;ph; h=2 ftt T IAL=4. p f; DL=4. p f; Category, II; E ; enclosed; - Exterior 2 .
Lumber DOL=1.33 plate grip LC L=1.33.
2) TOLL: ASCE 7- =35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of min roof lire load of 16.D p f or 1.00 times flat roof load of
35.0 pf
on overhangs non -concurrent with other live loads.
5) This truss hay been designed for a 10.0 psf bottom chord live load non concurrent with any other live
6) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plateable f withstanding 1b uplift at
joint 2 and Ih uplift at joint 4.
p
8)
This tr=uss is designed in accordance with the 2003 International Residential Code sections R502-11.1 and
R802.10.2 and referenced standard .NSI/TPI 1.
9) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
1 - 1
-0-
.
2-0-5
LOADING
(psi
-
T LL
35.0
SPACING
2-0-0
CSI
DEFL
in
to
I1d fl
(Roof Sn w=35.0
Plates Increase
1.15
TC 0.09
Vert(LL)
- . -0
2
>999
T DL
8.0
Lumber Increase
1.15
BG 0.04
Veit(TL)
-0.00
6
>999
BCL,
0.0
Rep
Stress I n cr
YES
WB 0.05
Hr(TL)
0.00
4
n1
B DL
Code IF 2003TTP12 02
(Matrix)
LUMBER
TEMP H FAD
BOT CHORD
WEBS
2 X 4 SPF 165OF 1,5E
2 X 4 SPF 1650F 1.5E
X 4 SPF Stud/Std
REACTIONS 1h/ ize) 2=26810-5.8, 4=26.810 -5 -
ax pllft2=- (load case , 4=- (l ad case 5
Max Gray =4lad case 2), 4=344(10 case )
FORCES lb - Maximum CompressionlMaximum Tension
TOP H RD 1.2=0134, 2-3=-230137x 34=23013T 4-5=0./34
ESOT CHORD 2-6=01123, 4-6=01123
WEBS -=0187
BRACING
TOP H RD
E30T CHORD
Lid
240
180
n/a
PLATES
MT2
-0+0
2-0-0
Scal
-0-
Sa:l = 1:13.8
00
Weight: 15 lb
GRIP
197/144
Structural wood Sheathing directly applied or 6-0-0 oc
purlins.
Rigid ceiling directly applied or 10-0-0 brad n R
NOTES
1) Wind: ASCE -02;ph; h=2 ftt T IAL=4. p f; DL=4. p f; Category, II; E ; enclosed; - Exterior 2 .
Lumber DOL=1.33 plate grip LC L=1.33.
2) TOLL: ASCE 7- =35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of min roof lire load of 16.D p f or 1.00 times flat roof load of
35.0 pf
on overhangs non -concurrent with other live loads.
5) This truss hay been designed for a 10.0 psf bottom chord live load non concurrent with any other live
6) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plateable f withstanding 1b uplift at
joint 2 and Ih uplift at joint 4.
p
8)
This tr=uss is designed in accordance with the 2003 International Residential Code sections R502-11.1 and
R802.10.2 and referenced standard .NSI/TPI 1.
9) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty Ply REX.lSELLEFt514141JFi(ID)H
Q2988
E9
RDOG TRUSS
3 �
STOCK MPONENT -IF, Idaho Falls, Ips 8303, Eric
5-8-4 , 10-11-10
+ a
i
--6
6x12 MUOHo:�e
Job Reference optional
6.200 s Feb 11 2005 WiTek Industries, Inc. Thu Apr 21 08:44:59 2005 Page 1
--0
--1
.6x10 MT18W:�,
44 =
r
-0Y0 00-0-
6-9-1
- -
- -1
8-3-15
1
16-3-0
7-11.1
w
13 1
4X4 = 4x!2 : 2x4 11
0--0
4--0
4--0 4-3-0
Plate ffet(X,Y):L1: - - Edge [6:0-6-1210-2-
LOADING p
TOLL 3590
(Roof n =35.0)
T DL 8.0
BOLL 10.0
BGDL -.0
SPACING --0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I v e r YES
Code IRG20031TP112002
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5F_
BOT CHORD 2 X 4 SPF 165OF 1.5E *Except*
B2 2 X 4 SPF StudlStd
WEBS 2 X 4 SPF Stud/Std *Except*
7 2 X 4 SPF 165OF 1.5E
WEDGE
E
Left: 2 X 6 LSF No. , Dight: 2 X 6 DF No.
TC 0.82
BC 0.83
VVB 0.85
(Matem)
REACTIONS TI (lb/size) 1=1 I ch n ical, 8=2119/0-5-8
MaxH orz 1=-(ld case 5)
Max !pliffl=-8(Icd case )} 8;--110 case )
Maxr 1=load case ,=08(Icd case )
:0--.Eda
8x1 _
6-5-1
1.5x4 11
38-0-0
DEFL
in
(loc)
Ildefl
1Jd
Vert(LL)
-0.21
14
X999
240
Vert(TIL)
-0.3$
1415
X999
180
Horz(TL)
0.16
$
nfa
nIa
BRACING
Top' ISD
BOT HOOD
WEBS
Scale = 1:102.1
ELATES GRIP
MT20 1971144
TH 1481108
MT18H 1971144
Weight: 202 lb
Structural wood sheathing directly applied or2-7-13 oc
purlins.
Rigid cc lin directly appli d or 10-0-0 oc bracing,
n,
Except:
6-0-0 oc bracing: 12-13.
1 Row at mldpt -14, 7-113 -1y 4�1
FORCES (lb) - M i um omprc icr /Ma imumTension
T P H 1-2=-3961/63Z - = 8/65 , -4-- 1 /594 � 6.7=-27165/583i 7-8-=-36341578) 547
4-5=-1913/555i5-6=-2092/552
BOT H RD 1-15=-432/3092P. 14-15=-28012558 13-14=-122/1993P 1 13=-11 x'39,1 111 1 =0/7 t 6-11=-129/963P
1 11=-287/2782, 8 -10 28712782
'REBS 2 -15= -541/2,04,3 -15= -96/643,3-14=-973127014-14=-1521875,11-13=-125/2112,5-11=01808)
11=-840/20'1, 7-1'0=01 64, 5-13=1 259193, 4-1 =-221/508
NOTES
1) Wird: ASCE 7-02; 0m ph; h = f t; T D L=4.8p f 1 I D L =4. pf; Category 11; Exp ; enclosed; C -C Exteri r( )
Lumber COOL=1.33 plate grip DOL=1.33.
) T LL: ASCE 7-98; Pf=35.0 psf (fret roof snow); Exp ; Fully Exp.
Ir
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of min roof I i e load of 20.0 psf or 1.00 #i es flat roof load of 35.0f
p
n overhangs non -concurrent i f h other live loads.
5) Provide adequate drainage to prevent water ponding.
6), Th is truss has been desig ned for a 10. 0 psf bottom chord I mre load r nconcu rr ant with any other l ive loads.
7) All plates are MT20 plates unless otherwise indicated.
Continued on page
Truss.
E
Tru Type
:GOOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
1.
Qty PIS E .1 LL RS/4 I /J ID)H
3
°I
. -aJob Reference
optional
r � sFib 112005 M!Tek Industries, Inc. Thu Apr 21 08:44:59-2005 Page
NOTES
8} This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9} Refer to girder(s) for truss to truss connections.
10} Provide mechanical connection Eby others) of truss to bearing plate capable of withstanding 38$ ib 'uplift at joint '1 and 512 lb uplift at joint 8.
11j This truss is designed in accordance with the 2003 Intematianal Residential Code sections R502.11,'{ and R802.10.2 and referenced standard
ANSIlTP11.
LOAD CASE(S) Standard
Q1)
Truss
E-1
Truss Type
PIGGYBACK
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eft
-.,-
lil.f
2-0-0
I
00
CD
LOADING (psq
T LL 35.0
(Roof sn =3.0
TOOL 8.0
FALL 0.0
BDL 8.0
LUMBER
TOP HFC
BOT CHC
EES
M
w
4-3-0
0
. . .. . .......
ty ply
i
kEX1SELLE__RS/4-141JR(ID)H
Job Reference
optional]
6.200 s Feb 11 2005 MiTelk Industries, Inc. Ther Apr 21 :44:59 2005 Page 1
4x4
3
4-3-0
2x4
2x4 =
-11- 4--0 7-- --0
SPACING -o-o
Plates Increase 1.1
Lumber Increase 1.1
Fop stress Inr YES
Code IRC2003fTP12002
X 4 SPF 165OF 1.5E
X 4 SPF 16r5oF 1o1.5E
X 4 SPF ,stud/Std
--
3 -3 -
CSI
DFL
in
(Ioc)
lldefl
L,Id
TC 0.29
Vert(LL)
-O.QO
2-6
X999
244
BC 0.09
Vert(TL)
-0.01
2-6
X999
1$0
WB 0.08
Horz(TL)
QAO
4
n1a
n!a
(Matrix)
REACTIONS lb/size) 2=39510-5-814=395/0-5-8
Ma
=39510- - ,4=395/0- -
a Uplift �-1 3 l ad case , 4=-1 3(load case 5)
Max Gray =4 0(load case , 4=4 (l ad case 3)
FORCES 1b) Maximum imum ompre on/Ma imu Tension
TOP CHORD 1-=0/34, 2-3=-358166, 3-4=-358166, 4-5=0/34
ESOT CHORD 2-6=0/227) 7, 4-6-0/227
EBS 6--0/1 4
BRACING
TOP CHORD
BOT HD
PLATE
MT20
10-6-0
2-0-0
Scale = 11
9
�r
0
Weight: 22 I
1P
1971144
Structural wood sheathing directly applied or 6-0-0 ac
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)Wind: ASCE 7-02; mph; h= ft; T C L=4.. psf; l DL=4. psf; Category U- Exp ; enclosed; C -C E t r-ior(2);
Lumber DOL=1.33 plate grip IDOL=1.33.
2) T ALL: ASCE 7-98,, Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
3') Unbalanced snow loads have h eti considered for this assign.
4 This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf
n overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord lire load n n n ur*r nt with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical connection others) of truss to bearing plate capable of withstanding 123 lb uplift at
joint 2 and 123 1b uplift at joint 4.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIITPI 1.
9) SEE !Tel T ND F D PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
i
Truss
F1
Truss Type _. _ Qty ply
ROOF TRUSS 13
STOCK COMPONENTS -IF, Idaho Faffs, ID 83403, Eric
1'
-M-O
-0-0
7--0
7-3-0
REX.IS ELLERSI4-141J R(ID)H
1
I I I ,fob Reference op
6'.-200-
s Fels 112-005 M iTek Industries, Inc.
6x8 MT18H
14-6-0
7-3-0
tiona
Thin Apr 2108:45:00 2005, Pagel
-0-0
Plate Offsets ..[2:0-0-1.3,Ede 1 Ed
LOADING (psfj
TCLL 35.E
(Roof 5naw=35.0}
TCDL 8.0
BOLL 0.0
B1_ 8.
LUMBER
TOP CHORD
ET CHORD
WEBS
SPACING
-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I nr YES
Code I . 003If P]0B
X 4 SPF 165OF 1.5E
X 4 SPF 165OF I .E
PF Stud/Std
1.5x4 11
7-3-0 14-6-0.
7-3-
csi
rc 0.66
BC 0..36
WB 0.16
(Matrix)
REACTIONS (lb1size) 2= 1 / - - , 4=915/0-5-8
Ma
1 /8- -
a U P I ift =- 7(lc d case ), 4=- ' I ad case 5)
Max Grav 2=11 (I ad case , 4=1 168(load case 3)
FORCES lb - Maximum imum mp i n/Maxir um Tension
ion
TOP CHORD 1-2=0/1 54, 2-3=-8961141, 3-4=-896/141, 4-5=0/1 54
BOT CHORD -=0/571, 4-6,01571
WEBS 3-6=0/291
DOTES
7--0
Scale = 1 :3 .7
J4
QEFL
in
(Ioc)
Ildef!
Ud
PLATES
Vert(LL)
-0.10
46
X999
244
MT20
Vert(TL)
-0.17
46
X999
180,
MT's 8H
Harz(TL)
0.01
4
n}a
nla
Weight: 1b
GRIP
197/144
197/144
BRACING
TOP CHORD Structural wood heath'i ng directly applied or - -10 o
purlins.
BOT H IDA Rigid ceiling directly applied or 10_0..0 oc bracing,
1) Wind: ASCE 7-02; 0mph; h= ft; T DL= .8p f� DL=4. p f Category 11; Exp ; enclosed; C -C E t rior( );
Lumber DOL=1.33 plate grip DOL=1.33,
TOLL: ASCE 7-; Pf=35.0 Pf (flat roof grow); Exp ; Frilly Exp.
3) Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of rain roof lire load of 16.0 p f or 1.0 tires flat roof load of 35.E psf
n overhangs non -concurrent with other live loads.
5) This true has been designed for a 10.0 p f bottom chord lira load noncon urr nt with any other lira loads.
6) All plates are MT20 plates unless otherwise *Indicated.
7) This true requires p late inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at
joint 2 and 267 Ib uplift at joint 4.
9) This truss its designed ire accordance with the 2003 International nal F e id ntial Code sections R502.1 1.1 and
R802.10.2 and referenced standard N If pl 1.
LOAD CASE(S) Standard
Joh
Truss
Tues Type
Q2988 F1G ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
--o
7--
clry I Ply
1 1 1
E I ELLE FSS/4-1411 R(ID)H
A
Joky Reference Wional
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 2108:45:012005 Page 1
4X4
14- :
7--
2-0-0
Scal
0-
Scale = 1:3.4
0
Plate Offsets XY)
LOADING(psfl
T LL 35.0
(Roof Sri =. 0)
TBL 8.0
BOLL 0.0
BIL 8.0
LUMBER
TOP CHORD
BOT CHORD
OTHERS
5x5 M1120= 5x5 M 112=
2:0-0:13r Ed `I . P-0,1 BEd
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress Incr NO
Code II 00 /TP1200
X 4 SPF 1650F 1. E
4 SPF 1650F 1.5E
4 SPF Stud/Std
S1
TC 0.62
BC 0.28
WB 0.09
(Matrix)
14-6-0
14-
4--
1 4-M
DEFL in
NO
fldefl
LJd
Vert(LL) -0.46
11
nfr
120
Vert(TL) -4,07
11
nor
90
Horz(TL) 0.00
10
n1a
n1a
BRACING
TOPS CHORD
BOT H D
FOLATES
TO
M1120
Weight: 61 lb
GRIP
1971144
1971144
Structural wood sheathing directly applied or 6-0-0 o
purlins!
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=418/14-6-0, 1 = 1 114- - , 1;5=1 4/1 -0,1=194114-6-0� 17=239114-6-% 1 =- 0/14-6- ,
1=194114- 6-0, 1 =239114--0, 1=,.20/14.6-0
Max U p l ift =- 47(1 ad case , 1 0=- 47 l ad case ,1 =- (l ad case ), 17=1 1 0(lad case ),
18=1 4lad case ),1 - lad case , 13=-1 1 0(lad case ), 12=-1 4lad case
Max Gray = (l ad case ), 1 = lad case 3),15=1 74(load case 1), 1 = 7(I ad case ),
17= 4 (l ad case , 1 =1 (load case ), 134= 7 load case ,1 = 4 (l ad case ,
1 =1 (load case )
FORCES 1 - Iain rn Compression/Maximum Tension
TOPCHORD 1-2=0/1 4 x 2-3=-1 32JO I 3-4=-89/5-8.y 4-5=-102185, 5-6=-1 06114 -7=-106/143 7-8=-1 02J8-9=-89/58,
9-10=-132/0) 10-11=01149
BOT H f D -1 0/1347 17-18=0/1 34P 16-17=0/1 4,1 -16=01134P 14-15=011 349 13-14=011 4,1 -13=011 341
WEBS 6-15=-140/0, 5-16=-272/86,4-17=-289/114P 3-18=-961% 7 -14= -272J86,8 -13=-289/114j -1 =-96/60
NOTES
1 Wird: ASCE 7-02; ph; h= ft; T DL=4. p f; B DL=4. psfh ,Category 11; Exp ;enclosed" C -C Exterior(2);
Lumbar DOL=1,33 plate grip D L=1.33.
2) True designed for wind loads in the plane of the truss € nl . For studs exposed to wird normal to the face),
see I' ETak "Standard Gable End [`feta 111F
3) TL.L ASCE 7-; r pf (flat roof snow); Exp a Fully Exp,
4) Unbalanced snow lo -ads have been considered for this design.
5) This truss has been designed for greater of rein roof live load of 16.0 pf or '1.00 time flat roof load of 35.0 psf
n overhangs non -concurrent rrrent ith other live loads.
6) Th is truss has been des i g nod for a 1, 0.0 psf bottom cho rd I iv a load nonco n u rr nt with any other live loads.
7) All plates are MT20 platesunless otherwise indicated.
8) All plates are 1.5x4 MT20 unless otherwise indicated.
Continued on gaga
Job Truss
02988 F1 G
Truss Type _ �}
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 8.403, Eric
NOTES
CKY 1 Ply
1 1 1
REX_!S ELLERSf4'14lJ R(tD)H
Job Reference 0ption l
6.200 s Feb 112005 MiTek Industries, Inc. Thu Apr 21
08:45:02 2005 Page
9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
10) Gable requires continuous bottom chord bearing.
11) G ab le stud spaced at 2-0-0 oc.
1) Provide mechanical connection (by other) of truss to bearingplate capable of withstanding 247 lb uplift at joint
u pl rft at J of nt 16) 11 l b u plift at jol nt 17, 145 lb u pi ift at jorint 1 � 62 lb u pl ift tjoint 14 11 1 lift tjoint 1 nd�f Tl�i tr � � � � l �u���ft t joint �l .
u i designed in accordance with the 00 International ti r~ I Residential Code sections R502.1 1.and
R802.10.2 andreferenced standard
IITT131 1.
LOAD CASE(S) Standard
Job
Truss
F2
d Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403} Eri
1
I
ti
0
3-11-7
7--0
-
1 43
I EXI ELLEI 1 141JR(ID)H
Joh Reference optional
6.200 s Feb 11 2005 MiT k Industries, Inc. Thou Apr . 1 08:45:02 2005 Page 1
4x5 11
3
UZE
3-
--0
3-11-7
4x8 7 !
Plate Offsets(X,Y): 1 --1 ,0--
4x1 o 11
-11-7
3-11-7
5:0-2-IZO-2a
T LL
35.0
SPACING
1-0-0
(Roof Snow=35.0
plates Increase
1.15
TCDD,
8.0
Lumber Increase
1.15
-0.14.
"'o
Rep Stress I n r
NO
BCDL
8.0
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 DF oto..
WEBS 2 X 4 SPF Stud/Std *Except*
W3 2 X 4 SEF 165OF 1.5E
7.3.0
CSI
TC 0.37
BC 0.94
WB {1.88
(Matrix)
REACTIONS (lb/size) 1=520710-5-815=5847/0-5-8
Max U p I iftl =-1 (l ad case , -1 212(load case 5)
Max Gray 1 =Old case ), 5=0(iad case )
1 0--
14-6-0
-11-7
DEFT.
in
(lac)
Ifdef!
Ud
Vert(LL)
-0.08
7-8
x999
240
Vert(TL)
-0.14.
7-8
X999
180
Hotz(TL)
0.44
5
n!a
n1a
BRACING
TOPCHORD
ET CHORD
4
TE
MT20
Sl 1:33.5
Weight: 140 lb
GIMP
1971144
Structural wood sheathing directly applied or 5-3-0
purlins,
Rigid ooilirig directly applied or 10.0-0 bracIng.
FORCES (1b) - Maximum CompressionlMaximum Tension
TEMP CHORD 1-2=-7025/144712-3=-4847/103613-4=-4849/10373 5=-739711524
BOT CHORD 1-8=-1 15815727, 7-8=-1 15815727, -7=-1223/6041, 6-9=-1 22316041 � 5-9=-X22316041
WEBS 2-8=-493/2468i 2-7=-221214739 -7=-1 088/51617 4-7=-261315577 4-6=-585/2912
TE
1) -p ly truss to he Co n n ect d together ith 0.131 T10" Nai is as fo l lows:
Top chords connectecl as follows: 2 X 4.1 row at 0-9-0 oc.
Bottom chords connected as follows. rows at 04-0 o .
Webs connected as follows: 2 X 4 - I row at 0-9-0 o .
2) All loads are considered equally applied to all plies, except if noted as front F) or back B face in the LCA
CASE(S) section. Ply to ply connections have been provided to distribute only [oads noted a F or (B),
unless oth rwi e indicated.
3) Wind: ASCE 7-02.- mph; h= ft; T L=4. p f; B DL=4.Op f; Category II; Exp ; enclosed; C -C Exterior(2);
Lumber DOL=1.33 plate grip °L=1.33,
4 T LL: ASCE 7-98: =35.0 pM f (flat roof snow); Exp ; Fully Exp,,
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10.0 p f bottom chord live load n n on urr nt with any other live loads.
7) This true. requires pIat inspection � .
per the Tooth Count Method when this true i chosen for quality
assurance inmecti n.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1080 Ib uplift at
joint 1 and 1212 lb uplift at joint .
Continued on page
�o� Truss Truss Type Qty I Ply REX.ISELLER514-141JR(ID)H
F2 I ROOF TRUSS I i
to I UUA U M VU N E NTS -1 F, Idaho Fal Is, lid 83403, Ed
43
Job Reference (optional)
6.200 s Palo 112005 MiTek Industries, Inc. Thu Apr 2108:45:02 2005 Page
NOTES
9) This truss is designed in accordance wolth the 2003 Intemation l Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSITTPI 1.
1 I rd r ca Mes tie -i n span (s) : 28-0-0 from 0-0-0 to 11-0-0; 38-0-0 from 11-0-0 to 14-6-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1 1 5, Plate I n r a = 1.1
Uniform Loads (pry
! ■ 1-3=43,3-5=43, 1 - -6 8 5(F#-" 677) ■ 5-9=-940(F=-932)
Job Truss Truss Type
Q2988 HF -131 j KINGPOST
STOCK COMPONENTS -IF, Idaho Falls, ID 834Q3, uric
LOADING (psi]
TOLL 35.0
(Roof Snow --35.0)
TCDL 8.0
BCLL 0.0
BGOL 8.6
LUMBER
TOFF CHORD
ESOT H ISD
OTHERS
1
M
dty__Tply REX.ISELLERS1494IJR(ID)H
E
Job Reference (optional
6.200 s Feb 11 2005 -MiTek Industries, Inc. Thu Apr 2108:45:03 2005 Page i
-11-1 1 7-11-
4X4
K,
2x4 8 7 G 2x4
1. 5x4�YA I I 1 .5x4 � I
F FUN -0-0 I CSI
Folates Increase 1A5
Lumber Increase 1.1
Rep Stress I n r YES
Code IRC2003ITP12002
X4 SPF +1 OF 1.5E
X 4 SPF 1650F 1,5E
4 SPF Stud/Std
TC 0.10
r
BC 0.02
E 0.13
(Matrix)
Scale = I: 29.8
7-11
DE I✓ L in Inrl 1fefl Lid DLTE I0
Vert(LL) n1a - n/a 999
Vert(TL) n/a - n1a 999
Ho r z TL 0.00 5 n/a n1a,
BRACING
TOP CHORD
BOTCHORD
MT20
`weight: 31 Ib
Structural wood sheathing ire tl applied or 6-0-0 o
purlins.
Rigid id ceiling directly epplled or -10-0-0 oc bracing.
EACTI ON S (Ib1 i e) I =9417-11 - r =9417-11 -, 7=1 -11- 8, 8=2 3117-11 -8 , =23117-1 1 - 8
Max U p l ifs =- 0(load case ), = load case 5)
Max G rav 1=117 load case , 5=1 1 7(load case , 7=1 load case 1), =337 load ease 6=33 load case 3)
FORCES (lb) - Ma it urn Compression/Maximum Tension
BOT H RD 1 =0/11 } -8=0/11 i, 7 0/11 1 =0/ 11
WEBS 3-7=-72/0, 2-8=-30412K 4-6=-3041250
TE
1) Wind: ASCE 7.02; 90mph; h= fta T DL=4. p f, DL= . p f, Category 11; Exp r enclosed; C -C Exterior ;
Lumber DOL=1.33 plate grip LC L=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wird normal to the face),
see MiTe"Standard Gable End D taii
3) TALL; ASCE 7-; Ff=35.0 pf (flet roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for a 10.0 p f bottom chord live load noncon urrent with any other live loads.
6) This true requires plate inspection p r the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Gable requires continuous bofforn chord bearing.
8) Gable studs spaced at -0-0 e .
9) Provide mechanical connection (by others) of truss to bearing prate capable of withstanding 230 lb uplift at
joint 8 and 230 lb uplift at joint 6.
10) This truss is designed in accordance with the 2003 International Residential identical Cede sections R502.1 and
R802.10.2 arid referenced tandard ANSI/TPI 1
LOAD CASE(S) Standard
Jab
Q2988
Truss
HF -El
truss Type I q�Y � ply
FINK I 1
STOCK 1 P 1 ENT - , ldah Falls, ID 83403, Eric
k
0
14.
--0
REX.ISELLERS14141.lRt1DJH
I
Joh Reference Loption_q)1._
6.200 s Feb 112005 MiTek Industries} Inc. Thu Apr 2108:45:04 2005 Page 1
12-6-0 1 15-6-0
--0 6x6 `0 -0-o
7 8
6x6 \\
22 27 ZO 19 18 17 16 15 14 13
4 U4
- -
19-11-8
Plate Offsets (X,Y): 11 Ed .�[9:0-2-11 E
LOADING(psQ
T LL 35.0
(Roof Snow=35.0)
T LCL 8.01
B LL 0.
BCL 8.0
11
R,
LO
I
Scale = 1: 71.1
LUMBER
TOFF ISD
SOT ISD
WEBS
OTHERS
SPACING -0-0
Plates Increase 1.1
Lumber Increase r1.1
Rep Stress I n r YES
Code IRC2003ITP12002
1
TC 0.1
BC 0.02
WE 0.21
(Matrix)
bEFL
Vert(LL)
Vert(TL)
Horz(TL)
BRACING
TOPCHORD
BOTCHORD
WEB
PLATES
MT20
Weight: 149 IIS
IFS
1971144
Structural wood sheathing directly applied or.-- a
,purlins, except Band verficals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 9_15o -% 7-17 6-1815-19?
1 -14
REACTIONS (lb/size) 1=45119-11-8, 13=130119-11-8715=195119-1 1- , 16=204/19 -11- 1 1 7=204/1 -11- ,
1 ,19 {1 1 7 19=205/19-11-8, =/rt1 11- , 211 =209119-11-8, 22=1 8311 -11- ,
14=214/19-11-8
a Horz 1= load ease 5)
M ax UpIiftl =-1 01(load ease ,1 =- 4(I ad case ),17=-24(Ioad case , 19=-1 44load case 5),
0=-1 0(lad case )., 21=-1 lad ease )r =-+1 9Ioa,d case 5),14=1 (Id case 5)
Maxrev 1=. 4 (load case , 1 ='191(load case ), 1 = 4(1 d case ), 1 = 0 lad case ),
17= load case , 1 8=292(l oad case , 19= 99(1oad ease ,� = 9 (load ease 2),
1= 94(I ad case )} = (load ease ), 14--311 (load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOS'' CHORD 1-2;---326176; 2-3;---204/1027 3-4;---1 071979 4-5--z-106/114p 5.6=.l 071254) 9-10=-118/256` 10-11 i-1' 0511049
�yy�]
11-12=-3/26 1 1 =-417 1 - 1 1 12 1 1 1 7' .i-8rr+ f
1 1, - �-1 1 /21 1
ESOT IS D 1-22=-3/8921-22=-3A 20-21 =-/ a1 - --31 , 18-19=.3187 17.1 B= -3/8 16-17=-31811.5-16=M
a1,
14-15=-3/8,13-14=-318
'EBS -+15=-25210 a 8-16=-277143, 7-17=-276/43P 6/43, -1 =-260/0, 5-19=-267/1633 4-20=-264/179; 3-21 =- 7 177
2-22=-231/147a 1 -14= 28111■ 11-13=-1671103
NOTES
1)Wind: ASCE 7-02; ph h= ft; T DL=4. pf; BC0L=4. P f; Category 11; Epp ; enclosed; C -C Exterior •
Lumber IDOL=1.33 plate grip COOL=1:33.
2) Truss designed for wird loads in the plane of the truss only. For -studsd used to win(normal t th
"Standard �' � �` �����
� SIT
to ndard Gable End Detail"'
3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; 'Fully Exp.
4) Unbalanced 5now loads have been considered for this design.
5) Provide adequate drainage to prevent water ponding.
� n designed for a 10.0 p f bottom chord live load n nc n urrent with any other live loads.
X 4
SPF
1650F 1;E
X 4
SPF
1E 1.5E
X 4
SPF
StudlStd
X 4
SPF
Stud/Std
1
TC 0.1
BC 0.02
WE 0.21
(Matrix)
bEFL
Vert(LL)
Vert(TL)
Horz(TL)
BRACING
TOPCHORD
BOTCHORD
WEB
PLATES
MT20
Weight: 149 IIS
IFS
1971144
Structural wood sheathing directly applied or.-- a
,purlins, except Band verficals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 9_15o -% 7-17 6-1815-19?
1 -14
REACTIONS (lb/size) 1=45119-11-8, 13=130119-11-8715=195119-1 1- , 16=204/19 -11- 1 1 7=204/1 -11- ,
1 ,19 {1 1 7 19=205/19-11-8, =/rt1 11- , 211 =209119-11-8, 22=1 8311 -11- ,
14=214/19-11-8
a Horz 1= load ease 5)
M ax UpIiftl =-1 01(load ease ,1 =- 4(I ad case ),17=-24(Ioad case , 19=-1 44load case 5),
0=-1 0(lad case )., 21=-1 lad ease )r =-+1 9Ioa,d case 5),14=1 (Id case 5)
Maxrev 1=. 4 (load case , 1 ='191(load case ), 1 = 4(1 d case ), 1 = 0 lad case ),
17= load case , 1 8=292(l oad case , 19= 99(1oad ease ,� = 9 (load ease 2),
1= 94(I ad case )} = (load ease ), 14--311 (load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOS'' CHORD 1-2;---326176; 2-3;---204/1027 3-4;---1 071979 4-5--z-106/114p 5.6=.l 071254) 9-10=-118/256` 10-11 i-1' 0511049
�yy�]
11-12=-3/26 1 1 =-417 1 - 1 1 12 1 1 1 7' .i-8rr+ f
1 1, - �-1 1 /21 1
ESOT IS D 1-22=-3/8921-22=-3A 20-21 =-/ a1 - --31 , 18-19=.3187 17.1 B= -3/8 16-17=-31811.5-16=M
a1,
14-15=-3/8,13-14=-318
'EBS -+15=-25210 a 8-16=-277143, 7-17=-276/43P 6/43, -1 =-260/0, 5-19=-267/1633 4-20=-264/179; 3-21 =- 7 177
2-22=-231/147a 1 -14= 28111■ 11-13=-1671103
NOTES
1)Wind: ASCE 7-02; ph h= ft; T DL=4. pf; BC0L=4. P f; Category 11; Epp ; enclosed; C -C Exterior •
Lumber IDOL=1.33 plate grip COOL=1:33.
2) Truss designed for wird loads in the plane of the truss only. For -studsd used to win(normal t th
"Standard �' � �` �����
� SIT
to ndard Gable End Detail"'
3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; 'Fully Exp.
4) Unbalanced 5now loads have been considered for this design.
5) Provide adequate drainage to prevent water ponding.
� n designed for a 10.0 p f bottom chord live load n nc n urrent with any other live loads.
pne
Truss I Truss Type I qtly I ply
HF -El I FINK I i
1 UL;K COMPONENTS -IF, Idaho Falls, ID 83403, Eric
NOTES
1
E .1SELLEF 1 1 J (iD)H
Job Reference i
6.200 s Feb 11 2005 MITek Industries, Inc.
k
Tonal
Thu Apr 2108:45:04 2005 Page 2
7) All Plates are 1.5x4 T unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen foru i
� iii assurance lrl�tlr1.
9) Gable requires continuous bottom chord bearing.
1) Gable studs spaced at 2-0-0 0C.
11) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 101 Ib uplift atjoint 1 s
� � � � �� uplift ����rnt 1, 24 IIS
uplift t joint 17 144 lb uplift at joint 19, 160 IIS uplift at joint 20, 156 lb uplift atjoint 21, 139 Ib uplift at joint 22 and 156 Ib uplift j .
nt 14.
12) This truss is designed in accordance with the 2003 int mationaI Residential Code sections R502.1 i.1 and R802.10.2
and referenced standard
N IfTP[ 1.
LOAD CASE(S) Standard
Job Truss Truss Type
Q2988 HF -E19 FINK
STOCK I PONENT-IF, Idaho Falls, IIS 83403, Eric
I
14.
))H
Job Reference _ optional
6.200 s Feb 112005 MiTek Industries, Inc. Thu Apr—2-i 08:45:05 2005 Page 1
10-11-8 1 1-11-0
4
7
1X13
25 24 23 22 21 20 19 18 17 16 15 14
4 3x4 3x4
1-11-0
Qty
Ply
REXISELLE 14-141JR 11
1
1
LOADING
(ps�
))H
Job Reference _ optional
6.200 s Feb 112005 MiTek Industries, Inc. Thu Apr—2-i 08:45:05 2005 Page 1
10-11-8 1 1-11-0
4
7
1X13
25 24 23 22 21 20 19 18 17 16 15 14
4 3x4 3x4
1-11-0
LUMBER
TOP CHORD
ESOT H1
OTHERS
X 4 SPF 1650F 1.5E
4 SPF 165OF 1.5E
4 SPF Stud/Std
BRACING
TOP CHORD
BOT H RD
WEBS
Scale = 1:81.8
It'd et1 Ud PLATES
n1a 999 MT20
n1a 999
n/ n/
Weight: 139 1
GRIP
971144
Structural wood s heath in g directly app Ii d o rr o
purlins.
Rigid id iIin directly applied or 10-0-0 oc bracing.
1 Row at midpt 7-20F -21., -1
REACTIONS(lb/size) 1=37/21-11-0.113=37121-11-01 20=125121-11-0.121=198/21-11-02 22=206/21 -11 -Or
23=202121-1
=206/2 11-
=202121-1 1-0, 24--210121-11-0,25=171/21-11-03 19=198121-11-0, '17= 0 / 1-11- ,
16=202121-11-07 1 =1 0121-11-0, 14--171121 -1 1 -0
Max Uplift2l =-1 1 (load case , =-1 load case , =-'I4 load case 4`-1 54(load case 5),
=-1 (l ad case ),1 =i1 1 I ad case , 17=1 lad case , 16=-1 4 (I ad case ,
1 =-1 4 I ad case 5),14=-125(load case 5)
Max Gray 1=load cage ), 1=load case , 0=(lad case , 21=0 load case 2),
= load case , = (lead case ), 4= (I ad case ), 25= 4 load case 2),
1 = load case ), 17= (l ad case , 1 = (load case , 1 = 0 load case ,
1 4=4(Ioa.d case )
FO R E(1b)r - Maxi m u m Com pression/ Maxim um Tension
TOP CHORD 1-2=.453127,2-3=-347158 3-4=1198152, 4-5=- 1501540 - =-151/113, - '=-1561230 7 7- =-I 561230
8-9=-15111133 -10=-1 0/ r 10-11=-198152,11-12=-347/58,12-13=-453/27
BOT CHORD 1-25_01292, 24-25=0/292, -4=0/292,22-23=0/292y21-22=0/292120-21=0/292,19-20=012929
18-19=0/2927 17-1 =0/2923 16-1 7=01292, 15-16=0/292, 14-1 5=0/292113-14=0129
WEBS 7-20=-264107 6-21 =- 71/1 , 5-22--26711 , 4-23=-263/165, 3-24=-273/175, 2-25=-225/131
8-19=-271/1327 -1 267/1 , 10-1 6=-26311653 11-15=-27311757 12-14=-2251131
TE
1) Wind" ASCE 7-02; 6mph; h= ft; T DL=4.6p f; CSL=4. p fx Category II Exp ; enclosed; C -C Exterior(2);
Lumber [SOL=1.33 plate grip DOL=1.33.
2) Truss designed for windloads 'in the lane f the truss only. For �
F � � tedexposed � wind (normal t� �h fay
see iTe Standard Gable End Detail"
3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof now) Exp ; Fully Exp.
4 Unbalanced snow lauds have been considered for this design.
5) This truss has been designed for a 10.6 P f bottom chord live load noncon urr int with any ether live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
Continued on phage
_
21-11-0
LOADING
(ps�
TALL
.0
SPACING
--0
I
TEFL in (loc
r(Roof =
Plates Increase
�1.1
T .1
Vert(LL n1a -
T DL
8.0
Lumber Increase
1.1
BC 0.05Vert(TL)
n1a .
E LL
0.0
Rep Stress In r
YES
WS 0.35
H r (TL) 0.01 1
L
.0
Code I 00 ITP1 00(Matrix)
LUMBER
TOP CHORD
ESOT H1
OTHERS
X 4 SPF 1650F 1.5E
4 SPF 165OF 1.5E
4 SPF Stud/Std
BRACING
TOP CHORD
BOT H RD
WEBS
Scale = 1:81.8
It'd et1 Ud PLATES
n1a 999 MT20
n1a 999
n/ n/
Weight: 139 1
GRIP
971144
Structural wood s heath in g directly app Ii d o rr o
purlins.
Rigid id iIin directly applied or 10-0-0 oc bracing.
1 Row at midpt 7-20F -21., -1
REACTIONS(lb/size) 1=37/21-11-0.113=37121-11-01 20=125121-11-0.121=198/21-11-02 22=206/21 -11 -Or
23=202121-1
=206/2 11-
=202121-1 1-0, 24--210121-11-0,25=171/21-11-03 19=198121-11-0, '17= 0 / 1-11- ,
16=202121-11-07 1 =1 0121-11-0, 14--171121 -1 1 -0
Max Uplift2l =-1 1 (load case , =-1 load case , =-'I4 load case 4`-1 54(load case 5),
=-1 (l ad case ),1 =i1 1 I ad case , 17=1 lad case , 16=-1 4 (I ad case ,
1 =-1 4 I ad case 5),14=-125(load case 5)
Max Gray 1=load cage ), 1=load case , 0=(lad case , 21=0 load case 2),
= load case , = (lead case ), 4= (I ad case ), 25= 4 load case 2),
1 = load case ), 17= (l ad case , 1 = (load case , 1 = 0 load case ,
1 4=4(Ioa.d case )
FO R E(1b)r - Maxi m u m Com pression/ Maxim um Tension
TOP CHORD 1-2=.453127,2-3=-347158 3-4=1198152, 4-5=- 1501540 - =-151/113, - '=-1561230 7 7- =-I 561230
8-9=-15111133 -10=-1 0/ r 10-11=-198152,11-12=-347/58,12-13=-453/27
BOT CHORD 1-25_01292, 24-25=0/292, -4=0/292,22-23=0/292y21-22=0/292120-21=0/292,19-20=012929
18-19=0/2927 17-1 =0/2923 16-1 7=01292, 15-16=0/292, 14-1 5=0/292113-14=0129
WEBS 7-20=-264107 6-21 =- 71/1 , 5-22--26711 , 4-23=-263/165, 3-24=-273/175, 2-25=-225/131
8-19=-271/1327 -1 267/1 , 10-1 6=-26311653 11-15=-27311757 12-14=-2251131
TE
1) Wind" ASCE 7-02; 6mph; h= ft; T DL=4.6p f; CSL=4. p fx Category II Exp ; enclosed; C -C Exterior(2);
Lumber [SOL=1.33 plate grip DOL=1.33.
2) Truss designed for windloads 'in the lane f the truss only. For �
F � � tedexposed � wind (normal t� �h fay
see iTe Standard Gable End Detail"
3) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof now) Exp ; Fully Exp.
4 Unbalanced snow lauds have been considered for this design.
5) This truss has been designed for a 10.6 P f bottom chord live load noncon urr int with any ether live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
Continued on phage
Truss
1. HF -E19
Truss Type I Qty
FINK
STOCK -COMPONENTS-IF, Idaho Falls, IIS 83403, Eric
Ply
1
REX.1S ELLERS14141J R(iQ).H
Job Deference
6.200 s Feb 112005 MiTek Industries, inc.
i real
Thu Aper 2108-045:05 NO -05 Page 2
TE
7) This truss requires plane inspection per the Tooth Court Method when this truss is Gho n foruali assurance Inspection.
r�
able requires ontinuou bottom chord bearing.
�1
8) 9)
+
Gable studs spaced at 2-0-0 .
1 Provide mechanical connection (by others)of truss to bearing plate capable f withstanding 113 1b uplift
lbs uplift at l int 23, 154 Ib uplift at joint 24, 125 ICS uplift at joint 25,113 IIS uplift at Dant 19, 163 Ib uplift atjoint 17, 146 lb uplift at joint
uplift at joint 15 and 125 lb uplift t joint 14.
11 This true is designed in accordance with the 2003 Intemationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard
1 I/TP1 1.
LOAD GASES) Standard
Job Truss ' Truss Type Qty - Ply REXJSELLERS/4-14/JR(ID)H
02988 HF-E1CP KINGPOST 1 1
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Eric 6.200 s Feb 112005 MiTek Industries, Inc. Thu Apr 21 08:45.05 2005 Page 1
2-11-12 5.11.8
2-11-12 4x4 = 2-11-12
Scale = 1:23.7
14.
3
Yo
zx4
2x4 /j 1.5x4 II 1.5x4 II
115YA 5-11-8 ,
5-11-8
LOADING (psf) SPACING 2-0-0 CSI DEFL in{ O 1ldeil L/d
TOLL 35.0 Plates Increase 1.'15 TC 0.10 Vert(LL) nla - nla 999
(Roof Snow=35.0) Lumber Increase 1.15 BC 0.02 Vert(TL) nla - nla 999
TCDL 80,
.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a ala
BOLL 0.0 Code IRC2003ITP12002 (Matrix)
BCDL 8.0
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 x 4 SPF 1650E 1.5E
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
BUT CHORD
PLATES
MT20
Weight: 21 Ib
GRIP
1971144
Structural wood sheathing directly applied or 5-11-8 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=1615-11-8, 5=1615-11-8, 7=108/5-11-8, 8 -20415.11-8, 6»204/5-11-8
Max Uplift8=-222(load case 5), 6=222(load case 5)
Max Grav 1=112(load case 5), 5=112(load case 5), 7=108(load case 1), 8=300(load case 2), {6=300(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=.134/52,2-3=-158167,3-4--158167,4-5=-134/52
BOT CHORD 1-8=0176, 7-8=0176, 6-7=0176, 5-6=0176
WEBS 3-7=-74/0, 2-8=-2741238, 4-6=-2741238
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; C -C Exterior(2);
Lumber DOL=1.33 plate grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face),
see MiTek "Standard Gable End Detail"
3) TOLL: ASCE 7-98; Pf= 35.0 psf (fiat roof snow); Exp C; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at
joint 8 and 222 Ib uplift at joint 6.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1 Job
True
I9
S
truss Type
QtY 11 Fly it EXI ELLEF 14-"1r41JR(ID)H
Q298-8 �jl IROOFTRUS 109
_ --- - . Job I eferen
STOCK M P N E IT -1 F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 00 MiTek Industries Inc.
LOADING (Ps1
TOLL 35.0
(Roof Snow=35.0)
TDL 8.0
BOLL 0.0
DL 8.0
I
I
G
ro
1
--0-
z -o -a 1-11-11 3
i nal
Thu Apr 21 08:45:06 2005 Page I
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress In r YE
Code IRC2003ITP12002,
CS!
TC {l.55
BC 0.03
WB 0.00
(Matrix)
DEFL
in
(Joe)
Ildefl
Ud
SLATES
Vert(LL)
-O.UU
2
X999
240
MT20
Vert(TL)
-O.flD
2-4
>999
184
Horz(TL)
-0.00
3
n1a
n!a
Weight: $ Ib
.le='1;11`8
FIE
197/144
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP H RD Structural good sheathing directly applied or 1-11-11 oc
E30T CHORD 2 X 4 SPF 165OF 1.5E Purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 bracing.
REACTIONS (lb/size) =37910- - , 4=16/Me h ars i al, 3=-19/Mechanical
MaxHorz 2=151(load ease 5)
Max U p l =- (l ad case ) x =- (Ioad case 6)
Max Grav=577(l ad ease ), 4= (l ad case ), = Ioa ease 5)
PONCES (lb) - Maximum Compression/Maximum Tension
TOFF CHORD 1-2=0115092-3=-162/23
BOT CHORD 2010
NOTES
1)Wind: ASCE 7-02; h; h= ft; T DL= . fa l3DL= . psfr Category II; Exp ; enclosed; sed; - Exterior(2)-
Lumber
eri rLumber D L=1.33 plate grip DOL -'I . .
2) TOLL: ASCE 7-98; Pf=35.0 p f (fiat roof snore); Exp ; Fully Exp,
3) Unbalanced snow loads have been considered for this design.
This, truss has been deSi n d for greater of rain roof live load of 16.0 psf or 1.00 tunes flat roof load of 35.0 p f
on overhangs .nor- ncurrent with other live loads.
5) This truss h as bee n designed for a 10.0 f bottom chord I i e load no neon current with any other live loads.
6) inspection This truss requires rplate par the Tooth Count Method when this true is chosen for quality
assurance inspection.
7 Refer to glr r•(s) for true to true conn ections.
8) Provide mechanical connection (by others) of truss to bearing plate capable f withstanding 222 lb uplift of
joint 2 and 86 Ib uplift at joint 3.
9) This truss is designed in accordance with the 2003 Into pati nal Residential idential Code sections R502.1 1.1 and
8802.1.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Joh
Truss
Truss Type
o� Ply
Q298$
J2
R QEF TRUSS
a 1
STOCK OM FON E NT. -IF Idaho Falls, ID 83403, Eric
LOADING (psf)
TGLL 35.0
(Roof Snow=35.0)
TCDL $,0
BCLL 0.0
BCDL 8.0
LUMBER.
TOP CHORD
BOT CHORD
r
I
-2-0"0
FR—EX-/SELLERS14-141JR(ID)H
_ I.DIJ l Vf r 1 L;t: rjtiar n iI
6.200 s Feb 11 2005 MiTek Industries, InG. Thu .fpr 2108-.45:06 2005
1
SPACING -o
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress InCr 'SES
Code IRC2003TTP12002
CSI
TC 4_B1
BC 0.11
1NB 0.00
(Matrix)
DEFL
X 4
SPF
1F
1.5E
2
X 4
SPF
1 OF
1.5E
CSI
TC 4_B1
BC 0.11
1NB 0.00
(Matrix)
DEFL
in
(lac)
Ildefl
Ud
Vert(LL)
-0.41
2-4
3999
24{}
Vert(TL)
-0.0r3
2-4
X999
1$0
Horz(TL)
-0.00
3
nla
nfa
BRACING
TOP CHORD
REACTIONS ((lb/size) = / 'l oh ni 1p 2=43610- - , = of o h n i t
Max Horz 2=, (load case )
MaxU pl` ift =- 1(load case , 2=-1 (lo d case 5)
M ax G. rav 3 =1 47(load ca s e 2), 2= fond case # 4=6 8(load vase 4
FORCES (1b - Maximum Corn pression/Maximum Tension
TOP CHORD 1-2=0/1. 5212-3=-191/58
BOT CHORD 2=0/0
FOLATES
I IT 0
Weight: 13 l
Scale = 1 :1 7.0
1P
1971144
Structural wood sheath -Ing directly applied or -11-11 oc
puriln.
Frigid ceiling directly ectl applied or 10-0-0 oo bracing.
NOTES
1) Wi nd: ASCE 7-02 mph; h= ft; TC D L=4.8 p f; B C DL=4, p f; Category II; E x p C ; e n c I o d • C �C Exterior
(2);
Lumber DOL=1.33 plate grip DL=1.33.
2) TOLL: ASCE 7- Ff=35.0 p f flat roof snow); E • Full
y Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of rni n roof lige loan! of 16.0 p f or 1.00 times fat roof load of 35.E psf
on overhangs non -concurrent with other live loads.
5) This true has been designed for a 10.0 p f bottom chord lire load n noon urrent with any other five load
s.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for: truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing late a .
� � pally �� withstanding 51 Ib uplift at
joint 3 and 189 1b uplift at joint 2.
9) This truss is designed in accordance with the 2003 International •
Residential d� sections F0.11.'1 and
R802-10.2 .2 a rid referenced stand .rid ANSIITPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Q2988 J B IROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, 183#03, Erre 6.200 s Feb 11
I
I
i_-0
-5-8
Ply EXI ELsLEf /4-1 1J i t D) I--1
1
Joh Reference (n
2005 I iT k Industries, Inc.
-0-0 -5-8 1-6-3
iiona!
Thu Apr 21
1.5x4 11
1
Plate offsets (X,Y): [6:0-2-4;0-241.
LoaoiwG (psfl
TCLL 35.0
(Raaf Snow --35.0)
TCDL 8.0
BCLL D_d
acoL $.a
LUBE
TOP H RD
BOT CHORD
WEBS
SPACING -0-o
Plates Increase 1.15
Lumber Increase 1,1
Rep Stress In r YES
Code IRC2003ITP12002
X 4 SPF 16,50F .E
X 4 SPF 1 650 F I .E
X 4 SPFStud/Std
CSI
Tc 0.66
Bc 0.04
vu13 0.04
{Matrix}
REACTIONS alb/sire) 5=120/Mechanical, 2=44610-5-8
Max Ho: =(lad case 5)
Max Uplifts=- (Ioad ca , =-1 load case )
Max Gray 5=1 load case ), 2=672(l oad case )
FORCES 0b) - Maximum ompre ion/ la. it um Tension
TOPCHORD 1-2=01154,2-3=-230/12,3-4=-44/62,4-5=-131/6
ESOT CHORD 2-6=-68/33,5-6=-79156
WEBS 3-64170, 3-5=-40/67
MOTES
2
2-5-8 1--7 0-0-12
DEFL
in
[hoc}
1ldefl
L.fd
Vett(LL)
-0.00
2-6
X999
240
Vert(TL)
-O.DD
2-6
,999
180
Horz(TL)
-O.UO
5
nla
nla
BRACING
TOP CHORD
BOTCHORD
0 :4 :O7 2005 page 1
Scale = 1:17..0
PLATES
MT20
Weight: 18 Ib
GRIP
1971144
Structural wood sheathin directly applied or -11-11
Purlins, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1) Wind* ASCE 7-02; ; 0mph; h= ft-- T L= , p f; BCD ,= . p f; Category II Exp C enclosed; C -C Exterior
Lumber DOL=1.33 plate rip 1 L-1. 3.
2) TOLL: ASC 7-98; Pf=35.0 p f (fiat roof snow); Exp ; Fully E
3) Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of min roof live Dead of 16.0 p f or 1.00 tires fiat roof load of 35.E psf
on overhangs non -concurrent with other live loads.
5) This truss lyes been designed for a 10- 0 p f bottom chord live load nonconourr nt with, any other live loads -
6)
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Refer to girders) for truss to true connections.
8) Provide mechanical connection (by others) of true to bearing late capable of withstanding � � t� drn lb uplift at
joint 5 and 196 Ib uplift at joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections x;502.11.1 and
$302.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Truss _ a Truss Tp
r
J3 IROOFTRUSS
COMPONENTS -IF, Idaho Falls, 11 83403, Eric
q
i2-0-0 0-0
Qty
7
Ply
i
ISE ./ EL.LE1 /4-1 1 J (I E H
Job Reference (Opti r 1
6.200 s Feb 11 2005 MiT k Industries, Inc. Thu Apr 2108:45:07 .0
Scale 1:22.2
LOADING (p I
TOLL 35.0 SPACING 2 Wt 0-0 CS1 [TEFL in (Ioc) I/ fl Ud PLATES
GRIP
(Roof " Plates Increase t15 TC 0.66 Vert LL -0.06 - MT20-
1971144
T DL 8.0 Lumber Increase 1.15 BC 0.26 ' e (TLS -0.14 2-4 >500 180
B LL 0.0 p Stress I n r YESH rz(TL) -0.00 3 n/a n1a
BCDL 8.0 Code IRC2003TTP12002 (Matrix) Weight: 1Ib
s
LUMBER -
T P CHORD 2 X 4 SPF 1650F 1.5E TOP H RD Structural w ' ' '
�d sheath dire��l app] or 5-11-11 oc
BOT CHORD 2 X 4 SPF 1650F 1-5E purlins.
BOT CHORD Rigid celfing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) ,= 0 11 I h n i ,a 1, 2=517/0-3-8,,4=46/Mechanical
Max Harz =(Ioad case )
Max Up W3=11 load ,case ),=173(load case 5)
Max G rav 3=313(load case , 2=772(load case , 4=104 load case 4)
FORCES 0b) - Maximum Corn p ression/M aim urn Tension
TOP CHORD 1-2=0/1 52,2-3=-245/136
BOT CHORD 2-4=0/0
TE
1)Wind.- ASCE -0 0 h; h= ft Y DL=4. p f; B DL`4.� f; Category 11; E �; n 1�d,- Etr'
r(2)
Lumber DOL=1.33 plate grip DOL=1. .
2) TCLL: ASCE 7-98; Pf=35.0 p fflat roof snow); � E
� �� � F Fully Exp.
3) U n balanced sn ow loads h ave been co n ider d for this desi g n.
This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times file roof load of 35.0f
n overhangs non -concurrent with other live loads, �
5) This truss has been designed for a 10.0 p f bottom chord lige load
nonnurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method w h n this tru.ss is chosen for
assurance inspection.
7 Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others)of truss to bearing plat capable �� withstanding n
126 lb uplift at
joint 3 and 173 lb uplift atjoint 2.
9) This truss is designed in accordance with the 2003 International Residential
Code sections R502.1 1.1 and
R802-10.2 and referenced standard ANSIITPI 1.
LOAD CASES) Standard
Leh - - � Truss
_ Truss. Tpe �Ct
-
10*401;T64
ROOF Truss
STOCKI' P NE T -IF, Idaho Fall , ID 83403, Eric
r
i
- e Jeb Ref erfrpa�eption l
6.200 s Feb 11 2005 M iTek Industries, Inc. Thu 'pr 21080.45:07 2005 Page 1
2x4 IMBEEMENNIN
3
Scale = 1:20.4
LOADING (psp y SPACING -- ! D�EFL i t� Icy l�lel
TOLL .o d o FOLATES GRIP
(RoofSnow--35.0)Pl t Increase 1.1 T 0.73 Vett(LL) ,0.06 1-
rr� � fT ���
T C L . Lumber Increase 1.1 B 0.26 ' ert(TL) -0.14 1-3 >500 1
80
BCLL 0.0 r Rep Stress I n r YES WB 0.00 Hor- L -0.00 2 r
DL 8.0 Code IRC2003ITP12002 (Matrix)
Wel
ht: 15 l
LUMBER BRACING
- L
TSE' HIS 2 X 4 SPF 1 O F 1.8E TOPCHORD RD truetural wood sheathin direetlell«� or 5-11-11
BOTCHORD X4 SPF 1F 1.5E purlins. y oc
BOA' H RD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (lblslze) 1=287/Mechanic-al, 2=241/Mechanicalo 3=46IMechanical
MaxHorz 1=17 (I ad case 5)
MaxUpliftl =-11(load ease ), =_1 (load case )
Max Gran I=41 load ease , 2=371(loa l ease , 3=1 04fload case 4
FORCES (lb) - Maximum imum empre ion/Ma imum Tension
TOP CHORD 1-2=-169/169
BOT CHORD 1-3=010
NOTES
1Wird: ASCE 7.02; mph; h= ft; T DML -=4. p f.- B ILL=4,8 f; Cate I11-.
Ep , enclosed; -
E,tertr)
Lumber DOL=1.33 plate grip D0L=1 .33.
2) TOLL: ASCE 7-98; pf=35.0 p f (flat roof snow); E ' Fu I I E .
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0
P f boftom chord live load n o n co nu rr a nt with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss i
chosen for quality
assurance inspection.
6) Refer r t it er(s) for truss to truss con eetion .
) Provide mechanical connection other f true
to bearing plate capable of withstanding1 I
joint Iand 1 Ib uplift t joint ..8) pili �
This truss i designed in accordance with the 2003 International .e id
ential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASE(S) Standard
47,
Truss
J13
Truss Type
ROOF TRUSS
STOCKi PON EATS -1 F, Idaho Falls, ID 83403, Eric
�- '2-0-0
-0-o
..5-
2-5-8
Qty I Ply
1
RE]C.IS E LL E RS14-141JR(1 f]) H
I _j Job Ref ren(optional.)6. 00 Feb 112005 I iT k Indu brie , Inc. TruApr 2108:45:08 2005 Page I
-11-
1--0
_�q
0
I ate Offsets X ; [8:0-2-470-24
LOADING (psi
T LL 35.0
(Roof Snow=35.0)
T DL 8.0
3LL 0.0
DL .0
LUMBER
TOPCHORD
BOT CHORD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rap Stress Incur' YES
Code IRC2003/TP12002
X. 4 SPF 1650F 1,5E
X 4 SPF 165OF 1.5E
X 4 SPF Stu d/Std
-- , 3-11-8
2-5-8 1-6.0 -0-
CSI
TC 0.66
BC 0.05
W13 0.09
(Matrix)
REACTIONS. Ib/size) = 1M hani al, =52510- -8
Max Hort =(lad case 5)
Max Uplift =- load case , 2=479(load case )
Maxrav 6=3530 oad case ), = (l ad case 2)
FORCES (1b) - Maximum Compr i n/Maxima Tension
TOP CHORD 1-2=011 � - 41 1 a 3-4=-330/0 4-5=-82/32, -82/32, 5-6=# 1/
SOT CHORD 2-8=,56/170i � =-65'1201, 6-7=-741250
WEBS - =-78/6 � 3-7=-61/1027 4-7=-33/12314-6"&."=360/107
Scale = 1:27.1
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc
purlins, except end verticals.
SOT CHORD Rigid ceiling directly applied o r 6-0-0 oc Bracing.
NOTES
1) Wind: ASCE 7-02; mph; h= ft; T D L=4. p f� BCDL=4.8psfv Category 11; Exp ; enclosed; C- Exterio .
Lumber DOL -1.33 plate grip DOL=1. ,
2) TOLL: ASCE 7-98- Pf-= 35.0 p f (fiat roof snow)- Exp ; Fully Exp.
3) Unbalanced n o loads have been considered for this design.
4 This truss has been designed for greater of min roof live load of 16.0 sf
� or 1.00 times fat roof load pf
on overhangs non -concurrent with other live loads.
5) This tars- has been designed for a 10.0 p f bottom chord live lead noncon urr nt with any other live
6) This true requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
7) Refer to girder(s) for truss to true connections,
8) Provide mechanical onnechon (by others) f true to bearing late
� capablef withstanding 99 lb uplift at
joint 6 and 179 Ib uplift at joint 2.
9) This truss is designed 1n accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced t: ndard ANSINPI 1.
LOAD CASE(S) Standard
DEFL
In
I
I d #I
Lid PLATES GRIP
rt1-L
-0.00
8
>999
240MT20 1971144
Vert(TL)
- . 1
8
>999
180 a
H r °L
0.00
6
n/a
.n1a
Weight: 29 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc
purlins, except end verticals.
SOT CHORD Rigid ceiling directly applied o r 6-0-0 oc Bracing.
NOTES
1) Wind: ASCE 7-02; mph; h= ft; T D L=4. p f� BCDL=4.8psfv Category 11; Exp ; enclosed; C- Exterio .
Lumber DOL -1.33 plate grip DOL=1. ,
2) TOLL: ASCE 7-98- Pf-= 35.0 p f (fiat roof snow)- Exp ; Fully Exp.
3) Unbalanced n o loads have been considered for this design.
4 This truss has been designed for greater of min roof live load of 16.0 sf
� or 1.00 times fat roof load pf
on overhangs non -concurrent with other live loads.
5) This tars- has been designed for a 10.0 p f bottom chord live lead noncon urr nt with any other live
6) This true requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
7) Refer to girder(s) for truss to true connections,
8) Provide mechanical onnechon (by others) f true to bearing late
� capablef withstanding 99 lb uplift at
joint 6 and 179 Ib uplift at joint 2.
9) This truss is designed 1n accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced t: ndard ANSINPI 1.
LOAD CASE(S) Standard
Job
Truss
TTU55 j]Ip@
MONO TRUSS
STOCK COMPONENTS -IF, Idaho Falls, lid 83403, Frit
PIate Off s at s X Y) : _L,2-:_0- I r1
LOADING p
TOLL 35.0
(Roof Snow=35.0)
T DL 8.0
BOLL 0.0
B D L .
CD
0
Qty
wPly FALL 1II-!
Job Reference (optional
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 2108:45:08 2005 Fuge I
-z-o-o 4-0-11 s-ao
--0- 4-0-11 -11-
1. 5x4 11,
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
[hep Stress Incr YE
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 1 650 F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stu d/Std
CSI
TC 0.66
BC 0.46
WB 0.21
(Matrix)
REACTIONS (lb/size) =1810-- , =35910-5-8
Max Horz = 1 load case 5)
Max U p li =-1 (load case ), =-1 l ei case 5)
Max Grav 2=920(load case ), = lad case 2)
FORCES (Ib - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=0/154,2-3=-60610,3-4z---166195,4-5=-223193
BOT CHORD 2-5=-134/349
WEBS 3-5=-4211162
TE
3X4
B-0-0
-0-0
DEFL.
in
(loc)
Ude#i
Ud
Vert(LL)
-0.19
2-5
X484
240
Vert(TL)
-0.42
2-5
>220
180
Horz(TL)
0.00
5
nla
n1a
BRACING
TOIL HO RD
E T H RD
Scale � 1#35.1
i PLATES GRIP
MT20 1971144
'eight: 34 Lb
Structural wood sheathing directly appli d or -0-0 o
purlins, except end verficals.
Frigid ceiling directly applied or --0 oc bracing.
1) Wind ASCE 7-02; 0mph; h= -fit; T [ L= . f ! E DL= . p f; Category 1111; Exp ; enclosed; C -C E terio r ;
Lumber- CSOL=1.33 plate grip DOL=1. .
2) TELL. ASCE 7-98; -35.0 psf (flat roof snow), Expo ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 p f or 1.00 times flat roof load of 35.0 pf
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom dhord live load nonconcurrent with any other live loads.
6) This truss requires plata inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 IIS uplift at
j i nt 2 and 147 lb uplift at J pint 5L.
8) This truss is designed in accordance with the 2003 International' Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1
LOAD CASES) Standard
# of
Tru ss
Tru. Type
MONO TRUSS
- � o
STOCK COMPONENTS -117, Idaho Falls, IC 83403, Eric.
LOADING (psi
TCLL 35.0
(RootSnow--35.0)
TCL 8.0
BOLL 0.0
--BC[L 8.0
LUMBER
TOP CHORD
BOT CHORD
'REBS
4-0-11
-0-11
Qty --
2
PIS' " F E / ELLEF / 14/J (1 D) H
E
Job Reference optional
6.200 s Feb 11 2005 MiT k Indu trig , Inc. Thu Apr 2108-045-.08 2005 Page 1
-0-0
3-11-5
1. 5 x4 11
K
8-0-0
3x4
SPACING
2-0-0
CSI
DEFL
in
(loc)
Ildefk
Ud
Plates Increase
1.15
TC 0.42
Vert(ILL)
-0.19
1-4
X484
240
Lumber increase
9.95
BC 0.46
Vert(TL)
-0.42
1-4
>22p
'lgp
Rep Stress incr
YES
WB 0.27
Horz(TL)
0.01
4
n1a
n1a
Cade lRC2003lTPI2002
{Matrix}
SPF 1 5O F 1.5E
X 4 SPF 1 F1. E
X 4 SPF Stu df td
REACTIONS (lblsize i=38910-5-8, 4=38910- -
Max H rz 1 =231(lo d case 5)
Max Upliftrl=-1l d case a =-1740 ad case 5)
Max -G rav V- 567(I diad case ), = 7(I ad case 2)
FORCES (lb) - Ma irnum or"pr i n/Ma imurn Tension
TOP CHORD 1-2=-631/18, 2-3=-1 78183) 3-4---201/8
ESOT CHORD 1-4=-1921449
WEBS -543/2-32
RAIN
TOP CHORD
130T CHORD
PLATES
MT20
Weight!.-, 31 l
Scale = 1 :32.7
IIP
1971144
Structural woodsheathing directly applied or 6-0-0 oc
purlins, except end verticals.
Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES
1) Wind. ASCE 7-02; 0mph; h- fit; TCDL=4. pf, l3DL= , f; Category lI, Exp C,- enclosed; - ,
Lu mb r LSO L=1.33 plate grip [SOL=1. .
TCLL.: ASCE 7-98; .F S* p f (flat roof now); Exp ; Fully Exp.
3) Unbalancedsnow loads, have been Considered for this design.
4) This truss has been designed for a 1 . 0 P f bottom chord live load non concurrent with any other- lig
5) This truss requires plate iresp cti n per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 14 Ike uplift
joint 1 and 1 l uplift at joint 4.
7) p
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and
8802,10.2 and referenced standard ANSITTPI 1.
LOAD CASE(S) Standard
Fjob
Q2988
STOCK
Truss
M
COMPONENTS -IF, Idaho
1
Truss Type Qty I ply
ROOFTRUSS i
0
Falk, IE 83403, Eric
--0-0
r4ro
MT."
-5-
-1 1-8
1-6-0
REX./5ELLERS/4-14/JR(lD)H
1
IJob Reter nce (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Thu Apr 2108-.45:09 2005
5
4x4 = 8. 00 12
-5- -11- -0-0
10
Plate Offs t i
LOIN - �
SPACING -
T LL 1 l
(Roof
now=35.0)
TBDL
8.0
BALL
0.0
BCDL
8.o
LUMBER
TOFF HB
BOT CHORD
'REBS
Plates Increase .1
Lumber In crease 1.15
Rep Stress l nr YES
Code IRC2003ITP[2002
CSI
TC 0.66
BC 4.15
WB 0.27
(Matrix)
REACTIONS TI Ib/size) 6=359/ ech ni al, 2=618/0 -5 -
Max Hort 2=31 80oad case )
MaxU pl ift =-'1 ' l ad case , =-1 7(l oad case
Max Grav 6=520(load case ), =lad case )
PA e
DEFL
X 4
SPF
165OF I -E
Ud
X 4
SPF
1650F 1.5E
>999
X 4
SPF
-0.43
6-7
Stud/Std
180
CSI
TC 0.66
BC 4.15
WB 0.27
(Matrix)
REACTIONS TI Ib/size) 6=359/ ech ni al, 2=618/0 -5 -
Max Hort 2=31 80oad case )
MaxU pl ift =-'1 ' l ad case , =-1 7(l oad case
Max Grav 6=520(load case ), =lad case )
PA e
DEFL
in
Ooc)
I/def!
Ud
Vert(LL)
0.01
7
>999
240
Vert(TL)
-0.43
6-7
X999
180
Hotz(TL)
0.01
fi
nla
n!a
PLATES
MT20
=1
Scale = 1:34.9
Weight: 38 Ib
1P
1971144
BRACING
TOPCHORD Structural wood sheathing directly applied or -0-0 o
purlins, except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES (lb) - Maximum Compress ion/Maximum Tension
TOP CHORD 1-2=0/1 54, -=-623/0. 3,4=.731/19) 4-=-1 64/84, 5-6=-202181
BOT CHORD 2-8--61/327, 7-8_-701379, 6-7=1 80/608
WEBS 3-8=-1 76/55, -7=-1 29/327, -7=-1 011 79P 4-6=-6731200
NOTES
1 Wind: ASCE 7.02; mph ; h= ft; TCD -L= . p f; BCD L=4. Pf; Category 11; Expo ; enclosed; C -C Exteflor(2);
Lumber DO.L=1.33 plate grip D L=1. .
2) TOLL: ASCE 7+98; Pf=35.0 p f (flat roof snow); Expo ; Fully Exp.
3) Unbalanced no r loads have been considered for this design.
4) Thi . truss has been designed for greater of mire roof lire load of 16.0 p f or 1.00 tirnes flat roof load of 35.E psf
on overhangs non-concurre n t with other live loads,
5) This truss has been designed for a 10.0 p f bottom chord lire lead nonconcurrent with any other live loads.
6) ThIs truss requires plata inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) ar to girder(s)for truss to truss connections.
8) Provide a han i al connection by others) of truss to bearing late capable f withstanding nd n 1 7 i
� p b uplift at
joint 6 and 167 lb uplift at joint 2.
9) This true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 an
R802.10.2 and referenced tandard ANSIITPI 1
LOAD CASES} Standard