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Job Truss
� Q7554 Al
Truss Type
ROOF TRUSS
ST COMPONENTS -IF, Idaho Fills, ID 83403, Eric
I
--
2-0-0
A2-7-0
Qty I Ply I RE)CIMUHLES7EIAf16-221EJ(ID)H
7
Job Reference (opfion
6.200 s Feb 112005 MiT k Industries, Inc. Fri Jul 2114:16-.38 2006 Page 1
U6 =
in
-7-
27-2-0
6-6-12 0-0
Scale i 1:51.4
-1 .SX4 11
5x8
I. 5x4 11
6-6-12 12-7-0 18-7-4 25-2-0
--1
r"1
-Plate ('XY): [2:0-1-5,Edge], [ [9:0.4-010-3-01
� --
LOADING (psf]
TCLL. 35.0
(Roof Snow ----35.0)
TCL 8.0
scLi.. 0.0
gCI3L 8.0
LUMBER
TOP CHORD
BOT H RD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC20031TP12002
4 SPP 1I= 1.E
SPE 1F'1.E
X4SPF Stud/Std
CSI
TC 0.76
BC 0.42
WB 0.99
(Matrix)
REACTIONS (Ib1size) 2=145710-5-8, 6=1457I0-5-8
Max Harr 2=101 (load case 7)
Max Up] ift2=-166(load case T), 8=-166(load case 8)
Max Grav 2=1793(1oad case ?), 6=1793(lnad case 3)
DEFL
in
(loc)
Ildefl
Ucf
Vert(LL)
-0.10
9
,999
240
Vert(TL)
-0.79
9-10
X999
180
Horz(TL)
0.0$
6
ala
nla
BRACING
TOP CHORD
BOT CHORD
PLATES
MT20
Weight: 95 lb
.IP
1 97fl 44
Structural wood sheathing directly applied or 3-9-2 o
purlins.
Rigid ceiling directly applied or 10-0 c bracing.
FORCES (1b) Maximum rnum rnpresslon '1a imum Tension
TOPCHORD 1- =11142, =-2433#104.1 -1 Oil 19t. 4 =-1505 '11 $ - =- 4 ll O5p-7=Oi14
BOT CHORD 2-10=-85/1989,9-10=-8511989,8-9=-111198,916-8=-1111989
WEBS 3-10=012373 =-101411 , 4- --R 7P 5-9=-10,141102P 5-8=0/237
NOTES
1) Wird: ASCE 7-98: 90 phh= T DL 4 psf-; B DL`4. psf; Category 11; Exp Q enclosed; MWFRS interior
zone; Lumber DOL --1 .33 plate grip DOL=1 ..
2) TOLL: ASCE 7-; Pt=35.0 psf (flat roof snow); Exp ; Fully Fp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of rain roof lave load of 18.0 psf or 2.00 times flat root load of 35.0 psf
n overhangs note -concurrent with other live loads.
5) This truss has been Assigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 1b uplift at
joint 2 and 166 lb uplift at joint 0.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 ad
R802.1 and referenced standard AN S IfTP1 1,
LEAD CASE(S) Standard
Ll
Job . Truss Truss Type
Q1554 AlGROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
--0
12-7-0
12-7�16
-0
1
RE]f1Ml1HLESSElNIB -22lEJ (10)H
d
Job tuna(tonti
6.200 s Feb 11 2005 MiT k Industries, Inc. Fri Jul 21 14:16:39 2006
12-7-0
7--0
l
Page 1
2-4-0
Scale = 1:51.4
Plate Offsets�,4:
LOADING (psQ
TOLL 35.0
(Roof 5navv--35.0
TCDL $.0
SCLL 0.0
BCDL 8.0
LUBE
TOP CHORD
BOT CHORD
OTHERS
:—1-1f.Ed l., r1 :-1-11.tE q 1-r 121:0-2-8.0-3-01
E.Il -0-0
Folates Increase 1.1
Lumber Increase 1.1
Rap Stress Incr NO
Code IRC2003ITP[2002
X4 SPF1 F1. E
X4 SPF1 OF 1.5E
X 4 SPF StudlStd
CSi
TC U.7'I
BC 0.3'I
WB G.'17
(Matrix)
5X5 =
25-2-0
25-2-0
DEFL
in
(Ioc)
ifdefl
Ud
Vert(LL)
-0.13
15
n!r
124
Vert(TL)
-0.14
15
ntr
90
Horz(TL)
0.00
94
Na
nla
BRACING
TOP CHORD
BOTCHORD
PLATES
IVIT20,
Weight: 108 lb
RIP
1971144
Structural wood sheathing directly applied or -0-0 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS TION (Ib/size) =386125- -0, 21=186125- , =203125-2-02 23=206/25-2-05 24=1'99125- -0, 25=223/25-2-0.5
26=151125-2-0, 20=203125-2-0,19=206125-2-09 18=199/25-2-0,17=2,23125-2-0,16=151/25-2-0,
14=386125-2-0
Max Hort2=101(load case 7)
MaxU p, ift =-• (10 d case 7), 2 2=^ (I oa d c as e 7), 23.=-37(i oad case 7), 4=-. (I oad case 7),
=- (load case 7), 26 =-1 42 (l oad case ), =- (I oad case ), 1 9=-38(l oad Gale ),
1 =- 9 l ad case '17=- lad case ,. 1 =-'14 (I oad case ), 4=-114(I a d case )
MaxGrav =5 0(1oad case ), 21=1 lad case i), = 09(load case ), = (l ad case ),
4= (l a d case ), = I oad case , 26=21 (l a d case ), . = Coad case ,
1 = 9(I ad case ,1 = 9 (1 case , 17=329fload case , 16=21 load case ,
14=5(Iad case )
FORCES (1b) - Maximum Compression/Maximum Tension
TOFF CHORD 1-2=011 40, 2-3=-! 21144, -4=-74156, 4-5=-78176, 5-6=-77/96, 6-7=-77/117, 7-8=-821135, 8-9=-82J1 30,
-1 -7711 K 10-11 = 7 °x/66,111 1 78141,12-13=-74144,13-14=-121136r 1 -15=01140
BOT H O - 0/10 1, 2 6 01101, 4- � f1 0 1, 4 11 0 13 2-2 3 -01101, 1- - 0/10 1, 20-21 01101,
19-20=011 1, 18-1 9=0/1 01, 1 -'1 8=011 01, 16-17=01101 , 14-1 =01101
'EE B-21 -15410, - 77149, 6-23=-264155,5-24=-263/51, 4-25=-274160, 3-26=-243/63y 9-20=-277147,
10-19=-264156Y 1 1 -Y1 7 = 151 ■ 1 1. =-274160, 1 - j ■ =-243163
TE
1) Wind: ASCE 7-98; mph; h= ft; T DL=4, pM f; B L=4k p t; Category 11; Exp enclosed; MWFRS interior
zone; Lumber DOL=1.33 plate grip D L=1.33„
2) Truss designed for wind loads 1n the plane of the truss only. For studs exposed to wird (normal to the face),
see !Tek "Standard Gable End Detail"
3) TOLL: ASCE 7-98; X35.0 p f flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been consiciered for this design.
Continued on page
Job
01554
Truss Truss Type I Qty Ply 7REX1MUFILESTEIN/6-221EJ(Ib)H
1
ROOF TRUSS
STOCK MF E T -1F, Idaho Falls, ID 83403, Eric
1
1
Job Reference (optional)
6.200 s Feb 112005 MiTek Industries, Inc. Fri Jul 2114:16:39 2006
Page
TE
5) This truss has been designed for greater of miry roof liveloadof 18.0 p f or 2.00 tires flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
Th is truss has been des ig ned for a 10.0
psf bottom chord live load noncon urr nt with any other lire loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) This truss requires plate inspection, per the Tooth Count Method when this truss is ch,osen for quality assurance inspection.
9) Gable requires continuous bottom chord bearing.
10) Gable studs spaced at 2-0-0 o.
11) Provide mechani al connection (by others) of true to bearing plate capable of withstand! nIb uplift at joint 2, 30 Ib uplifit at join. 22, 37 lb
uplift at joint 23, 29 1b uplift at Joint.24, 53 [b uplift at joint 25,142 Ib uplift atjoint 26, 28 Ib uplift at joint 20, 38 lb u lift. at 'pint 19, 29 1b u lift at
joint 18, 53 1b uplift at joint 171 142 1 b u p1 ift at joi nt 16 and 114 lb upl fi at joint 14.
12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
NS- TPI 1.
LOAD CASE(S) Standard
JOb
Truss Truss Type Oty I Ply F EXIM H LE TEIN/ - JE J (I D)H
i
A2 ROOF TRUSS2�
_ Joh Reference (optional)
STOCKF E T IF, Idaho Falls, I 40 , Eric 6.200 Feb X11 2005 IiT Industries, Inc. Fri Jul 1 14:1 :
-Frac I
Scale =1; 1.4
4X5
a
I
EA I
Plate Offsets
YY.
LOADING (psfl
TOLL 35.0
(Roof Snow --35.0)
TCI]L 8.0
BOLL 0.0
BCDL 8.0
2x4 11
6:0-2-10 -i
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r NO
Code II 0 P1200
LUMBER
TOP CHORD 2 X4 SPF 165OF 1.5E
BOT CHORD 2 X 6 DF N .2
WEBS 2 X 4 SPF Stu d/Std
12-7-0
&104
:04-050-4
CSI
CSI
TC 0.49
B -C 0.73
WB 0.96
(Matrix)
REACTIONS (IbIsize) = 0IO- - r =382010-5-8
Max Hort 2=1 (load case 7)
MaxUplift =- (load case , =- (l ad case 8)
Max Gray 2=41 fad case ), =41 (load case ).
8x8
18-5-4
-5-
-10-4
2x4 11
DEFL.
in
(loc)
ildefl
Ud
Vert(LL)
-0,14
9-10
X999
240
Vert(TL)
-0.24
9-10
>999
180
Horz(TL)
0.47
6
nIa
rola
BRACING
TOP CHORD
P-911611 u e s'
26-2-0
--
%F^ 1 %F
PLATES
MT20
Weight: 238 lb
F
GRIP
1971144
Structural wood sheathing directly applied or 5-4-6 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compress ion/Maximum Tension
TOP --I F C 1 -2=01152,2 -3= -6460148853-4=-422113'78,4-5=-42211378,5-6=-64601489,6-7=,0/152
B OT CH OR D 2-10 =42 7!55 88, 9 -10 =-42715588, 8-9=-35,515 58 8, - 3 55/55 8 8
WEBS -1 0 631'1373, 23651229, 4- 24013174, =-23651230, 5-8=-6311373
373
MOTES
1) 2 -ply truss to be connected together with 0.131"xY Nails as follows:
Top chords connected as follows: 2 X 4 1 row at 0-9-0 oc#
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as fol I ows: 2 X 4 -1 row at 0- -0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been }provided to distribute only loads noted a (F) or (13),
unless otherwise indicated.
3) Wind: ASCE 7-98; ph; h= ft T DL= . f; L , p f; Category 11; Exp ; enclosed; MWFRS interior
zone- Lumber D L=1 .33 plate grip CS L=1.33.
4 TOLL: ASCE 7-981. X35.0 p f (flat roof snow); Exp ; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof l i e load of 18-.0 p f or 2.00 tires flat roof load of 35.0 p f
on overhangs non -concurrent wM other live loads.
7) This truss has been designed for a 10.0 p f bottom chord live load nonconcurr nt with any other live loads.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
Continued on pie
Joky
1 554
Truss I
Truss Type qfy
� ply
A2
ROOF TRU55 1
NOCK COMPONENTS -IF, Idaho Falls, ID 83403, Erie
W
Job Reference optional
6.200 Feb 11 2005 M!Tek Industries, Inc. Fri Jul 21 14:16:40 2006 Page
MOTES
9) Provide mechanical connection (.b others) of mss to bearing plate capable of withstandi ng, 3931b uplift at Joi nt 2 and 3931 b uplift t joint %
1 ) This truss is designed 1 n accordance with the 2003 I nternational Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
NS SPI 1.
11) Girder carries tie -ire span(s) -11 from 0-0-0 t25-2-0
LCA CASE(S) Standard
1) Snow: LumbarIn r . =1.19, Plate Ina s -1 .1
Unifonn Loads (ply
Vert: 14=-86, -7=- r 2-6=-207(F=-191
Truss
Truss Type
ROOF TRUSS
STOCK COMPONENTS -,IF, Idaho Falls, ID 83403, Eric
I
1
4ty Ply REXfMUHLESTEINl6-221EJ(ID)H
1
j 2 Job Reference (optional)
6.200 s Feb 11 ZOUS MiTek Industries, Inc. Fri Jul 29 14-1-16:41 2006
-7-0
25-7-4
2-0-0 4-5-3 3-7-17 3-7-11 3-7-11 3-1-11 46-3 2-0-0
71
Scale = 1:51.
6x8 MT's 8H
page I
pi,
4-6-,3,
4-6-3
If I 1 11 1 %—.maw NNE1 ■wlf-%...
8-'1-1
8X8
12x12
3-7-11
3-7-11
Plate Offsets12:0-5-90-3-
01,- - - �I � - � Ia[13:0-3-810-4-01
LOADING (psQ
TCLL 35.0
(Roof Snow --35.0)
TCDL 8.0
BCL 0.0
gCOL $.D
BRACING 1-0-0
Plates Increase I. ITT
Lumber Increase 1.1
Rep Stress I n r NO
Code IRC2003ITP12002
19-0-13
-7-11
CS!
DEFL
in
(loc)
lldeff
TC 0.85
VertLL
-0.2912-13
X952
8C 0.86
Vert(TL)
-0.4912-'f3
>564
WB 0.84
Horz(TL)
0.13
8
n1a
(Matrix)
LUMBER BRACING
IN
TOFF CHORD 2 X 4 SPF 21 OF 1.8E TOFF FSI
SOT CHORD 2 X 8 DF 195OF 1.7E
WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD
W3 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPP 165OF 1.5E
W3 2 X 4 SPF 165017 1.5E
REACTIONS (Ib/size) 2=984110-5-8, 8=984110.5-8
MaxFI r =- (la d case 8)
Max Uplift =-0(loa i case 7), =- 1 d case 8)
Max Gray 2=1000 load case ), 8=1 (1 oad case 3)
3x8 11
3-7
-6-
Lid� PLATES GRIP M—
zao MTzo 197/144
180 � MT1 sH 1971144
n!a
i Weight: 2791b
Structural wood sheathing directly applied or 2-8-10 o
purlins.
Rigid ceiling directly applied or 10.0-0 oc bracing.
FORCES E (lb) - Ma im urn Compression/Maximum Tension
TOP CHORD 1-2=0/80 .3=..17540/160813-4=-14420/`1348,4-5=-1114211059I "^- ; 6 -7= -14420/1348Y
7 -8=-17539/1609P -=0180
E3T FA D 2-14=-1443/15646P 13-14=-1443115646o 1 -1 i 4182112861, 11-12=-11601128611 10-11=-1413115646
8-10=-1413115646
VVEE3-14�- 49l 04, 3-13=-3231130314-13=4113/4523 -12=437714245 5-12=-905/9658, 6-12=-4377/4,247
-11=-41 3145 23 3 7 -11 323113 04, -1 249/28 04
NOTES
1) 2 -ply truss connected together With 0.131 "x3l' Nails as follows:
Top chords connected as follows: 2 X 4 1 row at 0-9-0 oc.
Bottom chords connected as fol lowsF 2 X 8 , 2 row at -7 ..
Webs connected as follows: 2 X 4 - I row at - .
2) All l loads are considered equally applied to all plies, except 1f noted as front F) or back (6) face in the LOAD
CASEP section. Ply to ply connections have been provided to distribute only loads noted as F) or (B),
unless otherwise indicated.
Wind: ASCE 7-98, 90mph, h= f#, T DL . psf7 ,BCDLam.8p f, Category II Exp ;enclosed; MWFRS interior
zone; Lumber DOL=1.33 plate grip DOL=1.33.
4) T LL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
Continued on page
Job
Truss
131
'sem
Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, 10 83403, Eric
Ply
s '
2 11 Job Reference(optional
6.200 s Feb !'12005 MiTek Industries., inc. Fri Jul 11 14,-.1 1 d0 Page
NOTES
6) This mss has been Assigned for g renter of m i n roof live load of 18.0 p f or 2.00 tires fiat roof load
f 35.0 psf on Overhangs non-cnUrrn
With other live loads.
7) This truss Inas beam designed for a 10.0 psf bottom chord Jive I oa d noncon c urrent with a ny other .l'
�e Irl.
8) All plates are MT20 plates unless otherwise indicated.
9) This true requires plate inspection r the Tooth �n .
I t Method truss chosenfirs surae inspection.
10 Provide mechanical connection (by others) of truss to bearinglate capable ofwithstanding 1 1This truss i is upliftjoint at joint .
designed in e r with the 2003 Int coati nal F e i er�tial Code sections R502.1 1.1 and R802.1 0.2
and referenced standard
ANSIITPI 1.
1) Girder carries tie-in p .n( : - from 0-0-0 to 23-7-0
LOAD
- '-
LOAD CASE(S) Standard
1 now: Lumber In r a. =l.1 a Plate In r s e� .1
Uniform Loads (p1
Vert: 1-5=-43, 5-9=-43J 2-8=-800(F=-792)
1554
Truss Type
1F TRUSS
STOCK COMPONENTS -IF, Idaho Falls, I D 83403, Eric
I
I
-2-M
-0-0
11-9-8
2-0-0
1--
Ply
i1
1
FX/IVIUH:LE TElN# - /EJ(1D)H
[ Job Reference (optional)
6.200 s Feb 1 2005 MiTek Industries, Inc. Fri J-uI 2-114:16:42 2006
*EAIS
E']
-7-
2-7-0
--0
Page
Scale = 10-48.5
5X5
2-7-
-7-0
date Offsets (X,Y): -10-1-1 E a[14:0-1-11,Edgel,[21:0-2-8,0 - - a
LOADING (psi
TOLL 35.0
(Roof Snow --35.0)
TDL 8.0
BOLL 0.0
BDL 8.0
LUMBER
TOP f -III
BOT H RD
OTHERS
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r N
Code IRC2003TrP.12002
2 X 4 SPF'1! F1.5E
4 SPF 165OF 1,5.E
2 X 4 SPF Stud/Std
CSi
TC 0.71
BC 0.32
we 0.15
(Matrix)
DEFL
in
Poc)
Ilcfefl
Ltd
Vert(LL)
-0.11
15
n/r
120
Vert(TL)
-0.13
15
n!r
90
Ho2(TL)
0.00
14
nla
nla
BRACING
TOFF CHORD
BOTCHORD
16
PLATES
T2
Weight: 1lb
IP
1971144
Structural wood sheathing directly applied or -0-
purlins.
Rigid ceiling directly applied or 10-0-0 bracing.
REACTIONS 1b/size) 2=386/23-7-0, 21=186123-7-07 22=203/2,3-7-0123=206123-7-Di24=195123-7.-03 =
26=59123 -7 -Or r 20_203/23-7-0,3 19=206/23-7-0, 1 =195123-7-0117-237123-7-0, 16=59123-7-01
14=386/23-7
MaxHort 2= -(If case )
Max Upli 2=-1 11(load case ), 22=-31 (loI case 7), 2 =-. 7(I d case , 24=-2 load case 7
).,
. `- (load case 7), =-217(I I case , 0=-2 (I ad case ),1 =- f d case 8),
1 =-2 load case ),17= (I oa I case ),1 =-2 17 1 ad case , 14 -1 0 ( load case 8)
Ma x G rav 2= 58 3 (1 oad c e ), 21=1 86(load case 1), 22= 09(l od case ), 23 =2 9 9(l oa d case 2),
24=284(load e 2), 2 -4 (1oa 1 case 2), 26=81 (load case ), 20= (l d case 3)7
19=299( e , 1 = 41 ad case ),1 ` = 4 load case ),16=81 (load case 4),
14�583(load case 3)
FORCES (lb) - Maximum ompres i n a aimum Tension
TOP II I D 1.2=011403 2 '108141, + —4=- 69/501 4�- =-80169,5-6=-77189.r 77/11 2127 - �-
_ _a 212}
-"10= 771929 10-11=-77/59, �1 � 12 013% 12-13=-69/% 1 =14=-10811 , 14-1 0/140
BOT H RD 2-26=0196i 25-26=0/96, 24-2 -01K 23-24=0/96 22-23=0/96, =0/96, 21- 2^019 20-2'1=01919.20=0/96,
18-19=01961-17-18=0/963 1 -1 =0/96,14-1 =0/96
WEBS 21=-I 5310, 7-22=-.277/50, 6-23=-265155, 5-24=-260151 m 4-25=-290162m 3-26=4 551W
10-19=-,265156,11-18=-2601519 12-17=.290162113-16=-155198
NOTES
1) mind: ASCE 7-98; 90mph; h=2 ftT L=4. p f B DL=4. p f; Category 11; Exp ; enclosed; M FR interior
zone; Lura be DL=1 plate rip L=1 ..
2) Truss designed for wind loads in the plane of the truss only. For studs d t rid
ISI' 7' Detail"
� (normal t� the fey
see iT Standard Gable End D tai �
3) TOLL: ASCE 7-98; X35.0 psf (flat roof snow); Exp ; Fully Fop.
4) Unbalanced snow loads have been considered for this design.
Continued on page 2
CD
Jab
STOCK
ITIS
I rubs
BIG
*Oki
Truss Type Qty Ply RE)C!NlUHLESTEiNl6-221EJ(iD)H
ROOF TRUSS
COMPONENTS -IF, Idaho Falls, ID 83403, Eric
E
15-200 s Feb 11
1
J10b Reference (optional)
.
0OL M!Tek Industries, Inc. Fri Jul 2114:16&-42 20
5) This ��� � � dl�d �r ���• f i� r�� li
load f 1 . p f r 2.00 tines flat roof loaf f �. f ori
I other live loader-ru•rrxt
6) This truss has been designed for a 10.0
� I Phr live Id nonr�u ret with � other live Irf
All plates are 1.5x4 M T unless indicated.
9) 8) Yl�i true requiresplatinspection r Tooth Court Method when this trussi chosen for quality a •
Gable requires continuous bottom chord bearing. '� ur r� inspection.
n.
1 0 Gable studs spaced at 2-0-0 oc.
11Provide mechanical connectionothers) of truss to bearingI�t�
u�l i # 'rr�t I � uplift � capablef thstandr ng 111 I uplift at ji�t � lt� � I itt �t ' join
at joint , lb uplift at joint , 17 Ib uplift at joint Ib uplift � � �' 1bjint � I � upl � �t ��i nt •1 17 1b ulift �t . J � �t a� �r rpt � I� ��I i t ��i�t ''I l� uplift �t
� � � nt � n� 1 � l � ��1 ift �t ��ir�t 14.
1 ) This truss is designed r n accordance with the I ntmti na I Residential t'
n.I and R802.10.2 referenced standard 1.
LOAD CASE(S) Standard
ka
WOO.
Jab Truss truss Type Qty Ply REXIMIlHLEST EINjB-221E,f�'IDJH
��5� e'� I ROOF TRUSS ill .�
STOCKI I OT -FF, Idaho —Falls,i [U3-41-03—
., Eric
i
w�
9
-w-o
2-0-0
5-11-5
LOA
11-
5-11-5
11
-'11-
-4-'1
&00,F12
-4-1
i Job Reference (optional)
6.200 s Feb 11 2005 MiTek industries, lnr,F Fri Jul 21 14:16+44 2006 Page 1
4x6
3--0
5-11-5
Sca
11-
SI = 1 :64.9
4x1 �.
1
4X4
16-9-0
64-1
-9-
7
Plate Off -sets (XX). -j?.
�0-0-�:-.O-�0-7�Ed�e�l - ,
LOADING (psf}
TOLL 35.0
(Roof 5nau�r-35A)
TCDL 8.0
BCLL 0.0
BCDL 8.0
LUMBER
TOP CHORD
BOT H o D
WEB
SPACING - -o
Plates Increase 1.1
Lumber InGrease 1.15
Rep Stress i n r YES
Code IRC20031TP12002
X 4 SPF 165OF 1.5E
4 SPF 1F'1.E
X 4 SPF StudIStd
CSI
TC 0.76
E3C x,51
WB 0.64
(Matrix)
11,
-A"
7-0
10
4X4
DEFL
i n
(I oc)
Ildefl
Lld
Vert(LL)
-0-18
2-12
X999
240
Vert(TL)
-0.41
9-10
X284
180
Horz(TL)
0A5
10
nIa
nla
BRACING
TOP CHORD
ESOT H R
WEBS
REACTIONS (l b/size) 9=212/Mechanical, 2=129210-5-8, 10=208110-5-8
Horz 2=135(load case 7)
Max U p Iift =-1'(load case ), =-1 6 8 (1 oad case ), 10 ^-1 o (coed case 8)
Max Gray = 1 (, ad case , 2=1 load case ), 1 0=2081(load case1
--0
PLATES
MT20
Weight: 1 4 I
10 Oft-no0-0
GRIP
1 97/1 44
Structural wood" sheathing directly applied or -11-0 o
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
l
1 how at mid,pt -115 6_113 -10
FORCE` (111b) - Maximum Compression/Maximum Tension
ion
T P H RD 1-2=01142t -- 2500/ 1 ,7, 3,4� 4 856.92, =456111 � 5-6=803/111016-7=-658/116 7-
8-9=4201534
BOT CHORD 2-12=-15012063p 11-12=.56113590 10-11=-170188; 9-10=-446/275
'SEES 3-12--684/1237 1237 -1 =01576, 5-11 =-1 15911 , -11=-89115817-11=-38/1065, 7-1 =-164211 4
8-10=-820/148
NOTES
1) Wind: ASCE - h=; TL=4,f;LL4,f;Category 11enclosed; MWFRS interior
zeas; Lumber DOL;1.33 plate grip l L=1, , .
2) TOLL: ASCE 7-98; Pf=35.0 p f(flat roof snow); Exp C; Fully Expo.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of min roof live load of 18.0 p f or 2.00 titres flat roof load of 35.E psf
one overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent VAth any other live
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
a.
assurance in e tion.
7 Refer r to girder(s) for truss to truss o n nett [o n .
Provide mechanical connection (by others) of truss to bearing plate capable f withstand[nq 139 1b uplift at
joint 9,168 1h uplift at joint 2 and 105 lb uplift atjoint 10.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1
.1 and
and referenced standard ANSIITPI 1.
LrOAD CASE(S) Standard
Job
01554
Trust.
1
Truss Type {qty ply
ROOF TRUSS 12
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
-2-0-0
6.00172
REX/MU H LEST El N/ - 1FJ(1D)H
1
I Job Reference (optiona.1)
6.200 s Feb 11 2005 MMT k Industries, lnc. Fri J u 1 211-4:16:45 006
4
11
3--0
16-9-0
Page 1
Scala = 1:64.9
314 33 32
1 30 29 28 27 26 25 24 23
5X5 =
am
-0-0
Plate Offsets (X,Y):Ri-0-1 -1 1 1 Edgel [19: 0-1 -11 aEd a[27:0-2-80-3-0
LOADING (psi
TOLL 35.0 PACING --0
(Roof Snow --35.0) Elates Increase 1.1
T. DL 8.0 Lumber Increase 1.1
BOLL 0.0Rep Stress lnr H
r
BCDL 8.0-
Code 103TTE100
LUMBER
TOP H RD
BOT H RD
OTHERS
SEF 1 5OF I + E
X 4 SPF 165OF 1.5E
SPF Stud/Std
CSI
TC 0.71
ESC 0.31
WB 0.32
(Matrix)
DEFL
in
(loc)
Udefl
Lld
Vert(LL)
-0.13
1
nfr
120
Vert(TL)
-0.15
1
nlr
90
Harz(TL)
0.00
19
nIa
nla
BRACING
TOP H R
BOT CHORD
WEBS
PLATES
M724
Weight: 1lb
RIP
1-971144
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
Frigid ceiling directly applied or 10-0-0 bracing.
I Row at midpt 11-27
(lb/size) 19=124133 -6-012=389/33-6-0,27=185133-6-0128=203/3``3-6- =204/33- = {
32=200/33.6-01 33=218/33.-6-01 34=170133- -07 26=203133-6-0, =204133-
24=204/33-6-01 3=20 , 22=211/33-6-03 21 =17513 - , 0=292/33 }
Max H o rz 2=135(l oad case )
Max U plift =-74(i oad case 7) � 28 =- (l ad case 29=3 7(l oad Cas =-3 3(1 oa d case 7), =-(lad case 7), =-(loa case 7), =-load case ), 34=-1 Id case 9),
26=-25(lcad case )., =- (l ad case ), =- 3 (i d case , 3 =- l a l case 8),
=- (l ad case 8)a 1= (p a case , =- lad case 8)
Max G rav 1 9=175 (1 oad case ), 2=5 83 1 oa d case ), 27=1 8 5 (loa d case 1), 2 8=30 I oad ras e 2),
= 7(l aid case , - (loa case ), 1= (l ad case , = loa case 2),
= (1 d case 2), 4= (load case ), = (I d case , = ' I d case 3),
4= lad case ) =295(1 ad case ), = (load case 3), 21= (load case 3),
O'(Ioad case
FORCES (1b) - Maximum Compress !on/Maxim urs Tension
T E H D 1- =0114 , -3 =- 12 5/44, 3 -4=8 91473 4-5=-78/60, - =-7817 6-7=-3 3177 =-
9-10=-781139, j� � 1 0-1 1 =—� A ) 11-12=-83/150,12-11— —7811 a 1 -14= �- f14 -15=-79/60Y Y
1 -1 =-79/3 '+ 1 1 7=-76/42, 1 -1 8-1-x•88/30} 18-19=.97/70
BOTCHORD - - /� 33-34=0/96 -33=0/96, 1 3 =0/96 1=019 29-30=0196, _ 8_
0/967
26-27=0/96Y - =01 t 24-25=0196, -: �0 � 22-23=0196, 1-22=0196, 0-21=019 19-20=0196
WEBS 11-27=-1 5310Y 10-28--276/46, =!265156, 8-30=265153,7-31 266154■■5-32=-264/52,
3-34=-2621577
4=- -- 21577 1 -i 7 44� 13-25=-265157t 1 ■ 61531 1 75- 'Y' =-2641 1 -i =-272/ !
17-21=-23814-9i
18-20=-349169
HTE
1) Wind.- ASCE 7-98; ph; li ft; T DL= . psf, l3DL= . p f; Category II; E ; enclosed; MVVFRS interior
zone} Lumber D L- 1.33 plate grip C L=1 .33.
Continued on page
c+ry
0
Q1554
Truss
Truss
Type
Qty ply
C1'G
; ROOF
TRUSS
2 �
1 ULAUMPONEI T&IF, Idaho Falls, ID 83403, Erie
NOTES
6.200 s Feb 11
RE1(lMi1 hLESTEI hflB-221EJ41 DjH
Job F f re nc(optional)
2005 MiTek I ndu tri , I roc. Fri Jul 1 14-'1 x:45 2006 pa
ge 2
2) Truss designed for wind loads in the plane f the truss only. For studs exposed t wind
Detail,(normal the f, IIaT "Standard hP end
3) TOLL: ASCE 7.98 a X35,0 pf (flat roof snow); Exp ; Fully Exp.
4) Unbalance snow load �
f� � considered for this design.
5) This true has
been designed for greater of min roof live load of 18.0 f'
or 0 tri flat roof lad of 35.0 pf on overhangs non -concurrent
with other live loads.
6) This truss has been designed for a 10.0 p f bottom chord l ive lad n nconcu rr nt with a ny other•
ve loads.
7) II plates are 1.5x4 MT20 unless otherwise indicated.
) This truss requires plate inspection per �� Tooth Count Method ud hn this truss is chosen for quliassurance inspecti.
9) Gable requires continuous bottom chord bearing.
1 Gable stud's spaced at 2-M oc.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 1b uplift i
ft atjoint 28, 37 lb
uplift at joint 29, 33 lb uplift at joint 30, 35 lb uplift at joint 31, 29 lb uplift atioint 32, 53 lb uplift at JDint 33,129 Ii uplift �t i .
rt 1b uplift at
joint 6, lb uplift at joint , 1b uplift t. joint 4, lh Uplift at joint 3, Jh uplift at joint lbs lift at joint . ..20.
� � � � and , I.h uplift �t �� rpt
12) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11-1
and R802.10.2 and referenced standard
NSYTPI 1.
LOAD CASE(S) Standard
Jots
1554
Truss
Truss Type
(dry
Ply
C2
ROOF TRUSS
I 1
13-14
STOCK COMPONENTS -IF, Idaho Eads, ID 83403, Eri-6
--0
6-0-5
-0-
1110
� i-
6.00 FIT
M
5x6
RE)CfMUHLESTE1N16-22IEJ{ID)M
I_ ]Job Referenq optional)
G.200 s Feb 11 2005 MiTek Industries, Inc. Fri Jul 21 14:16:46 2006
i
--0
-6-0
5-3-0
'cafe = 1:66.8
3. 0 0 rl'2
11ate Offsets (X -Y)': [2-90-2-13 -0-911[9-0-10-050-0-10]
LOADING (psQ
T LL 35.0
(Roof n . )
TDL 8.0
BOLL 0.0
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress i n r YES
Code IRC2003ITP12002
LUMBER
TOS' FAD 2 X 4 SPF 165OF 1.5E
BOT FFD 2 X 4 SPF 165OF 1.5E
"EES 2 X 4 SPF Stu d/Std *Except*
W5 2 X 4 SPF 1F'1.:E
..
C5[
TG 0.90
BC 0.69
WB 0.55
(Matrix.)
11
3x4 I I
--
L o
28,3.0
dEFL
in
(Ioc)
Udefl
Ud
Vert(LL)
-0.34
13-14
X926
240
Vert(TL)
-O.4713-14
X594
180
Horz(TL)
0.20
11
nIa
nla
BRACING
TOPCHORD
E T ISOR
WEBS
REACTIONS (Iblsize) 9=1/Mechanical, 2=125010-5-8, 11=2206/0-5-8
Max Horz 2=134(load case 7)
Max U pr if =- load case , =-+1 (l ad =case 7), 11=- (l gad case 7
M ax Gray 9 = lad case ), 2=1 764(1oad case ), 11=2206( Toad case 1 �
1
4
33-6-0
5.3.0
PLATES
MT20
Weight: 130 lb
FII
197/144
Structural wood sheathing directly applied or 2-2-0 oc
purlins,
Rigid coiling directly applied or4-9-6 oe bracing.
1 Row at midpt -1
FORCES (1b) - Maximum Compress ion/Maxim uTension
TOS' CHORD i- =0/1 36Y2-3=-42011271 y .34=-3304/165, 4-5=-31461180, 5-6=-1 1WO,- - =1063179, 7-8=-90/1847,
8-9=-5511766
BOT CIS ILS 2-14=-286/3670113-14=-1 3412421, 12-13=4 211;54,1'1.1 =-. 18511 OO, 7-12=-1 856/124P 10-11 =-4216i
-1 =-6 611360
WEBS 3-14=-7631160, 5-14=01813, 5-13=-1 54 11 , -1 3=014621 7-13=-7812507Y 10-1 =-703/4027
1 =-! 170110 8.F 10 =-5 51437
NOTES
1) Wind: ASCE 7- mph a h= ft; T D L=4. f; B DL=4. p f, Category 11; Exp ; enclosed; MWFRS interior
zone; Lumber DOL=1.33 plate grip DOL=1,33.
2) TOLL: ASCE 7-98; 1 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 greaterof miry roof live load of 1 .0 p f or 2.00 times flat roof load of 35.0 p f
on overhangs non -concurrent with other I ive loads.
5) This truss has been designed for a 10.0 p f bottom chord live load n n oncurrent 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) Refer to girder(s) for truss to true connections.
Bearing at joints) 2 considers parallel to grain value using ANS111TP1 1 angle to grain formula. Building
designer* should verify capacity of bearing surface.
�r�tinued �� �a
Jobs
i runs
Truss Type
I
01554
ROOF TRUSS
I U� L;MV NhN r -I , Idaho Falls, ID 83403, Eric
NOTES
Job Reference (optional)
6.200 a Feb 112005 MiTek Industries, Inc. Fri J u l 2114-16:46 2006 Pa
ge 2
9) Provide mechanical
connection(byothers) f trusst rin plate �able fwithstanding276 lb uplift atjoint � �Ib uplift tjoint and Iuplift at joint
11.
10) This truss is des r n d in accordance with the 2003 Intemational Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
I/TP 11.
LOAD CASE(S) Standard
FJ—db True �I TruType e � -
I p Qty P ly
� I r
1554
ROOF TRUSS
ti I ULA COMPONENTS -IF, Idaho Falls, ID 83403, frit
-2-0-0
-
-0-
-0-5
114-10
5-4-6
6.00172
1 --0
REXlMUHiE5TE1Nl6-221E.](ID)H
I
I j ,.f o I efe re n (optional)
6.200 s Feb 11 2005 MiTek Industries, , Ire . Fri Jul 21 14:16:47 2006
Sxs I I
�41
-5-11
-6-0
Scale = 1:66.8
Plate Offsets(X,Y): [2-0_:1,5 -0-1 -`-
LOADING (pso
TCLL 35.0
(Roof Snow=35.0)
TCL 8.0
BCLL 0.0
BCDL 8.0
LUMBER
TOP CHORD
lT CHORD
WEBS
SPACING - -0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC2003rTP-12002
X 4 SPF 1OF 1.5E
X 4 SPF 21 OOF I - 8E
4 SPF Stud/Std *Except*
4 2 X4SPF 1 F1. E
1--0
3:0-4-.060-3-1
CS!
TC 0.90
BC 0.70
UVB 0.45
(Matrix)
REACTIONS (lb/sIze) 2 I o=188210-5-8
Max Hort =1 (Id case 7)
Max Uplift2=i1 92(load case ), 1 =-1 (l ad case 8)
Max Gray 2=228 8 (10 d case x 1 0=2 2 8 8 (10 a d case
24-9-9
DFL
Vett(LL)
Vert(TL)
Horz(TL)
BRACING
TOP CHORD
i s
��
E
n
o
d fl
LJd
PLATES
-0.6412-13
>61
240
MT20
-1.13
12-13
180
0.78
1
n/a
n1
Weight. 121 lb
GRIP
1971144
Structural wood sheathing directly applied or 1-10-2 oc
purl
-1 -
purl iris.
Rigid ceiling directly applied or 10.0-0 oc bracing.
I Flow at rnldpt 5-1317-13
FORCES 0b) - Maximum Compress ion/Maxim urn Tension
T P H RD 1.2=011363 2-3=-6237/349j3-4=-541'112459 4-5=-525412615 =- — =s
7-8=-525411393
■��f,[� ■d�+ —iii■ i,}� -i�Yj �� � ����
Y=— 5254! 1 3938-9=-5411/124 9-10=-6237/2321
61 0---663 6 /2 12■ 10-11=0/136
BOT H O R D 2 -14= -344/5512113 -14 -ml 971442ST 12-13=-57/4425-
1 x'/44 -1 -1 =1131551
WEB3-14=-66411579,5-14=0/71715-13=4483194- __
—1 I l AJ i
NOTES
1) Wind: ASCE 7-98; 90mph, h= ft; T i L=4. psf; B L=4. psfa Category 11; Exp ; enclosed; WFinterior
zone; Lumber DOL=1.33 plate grip D L=1. , .
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof $now); E ; Full F .
3) Unbalanced snow loads have been considered for thidesign.
4) This truss has been designed for greater of min roof f ive load of 18.0 f or 2.00 times fat roof load of 35.0 pf
n overhangs nor- oncurr nt with other live
leads.
5) This truss has leen designed for . f bottom chord live l '
� � n�r�r�rrr�� with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
Bearing at joint(s) 2, 10 considers parallel to grafin value- using ANSIfTPI 1 angle to grain formula. 5uildi n
designer should verify capacity of bearing surface.
8) Provide mechanical connection others) of truss to bearingplate capable of wriathstandin �ib uplift .t
joint and 192 Ib uplift at joint 1 OF
Continued on page
Job
Tress
Tress
Type
Q1554
� C3
�
ROOF
TRUSS
MPONENT'S-II=, Idaho Falls, ID 83403, Eric
j any Ply RErJMUH��szFrNis-z2r�,r(ra)H
f5 I 11
I I_ -[Job Fn (optional)
6.200 s Feb 112006 MiTek Industries} Inc* Fri Jul 2114:16:47 2006 Pa
ge 2
NOTES
9) This truss is designed in accordance with the 2003 Int mation l Residential Code sections R502.1 1 .1
and R802,10.2 and referenced standard
ANSVTPI +1.
Joao CASE(S) Standard
Job
Q1554
Truss
W]
Truss Type Qty ply
ROOF TRUSS 12
I
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
4x1
-0-
--5
11-4-10
=
1 --0
fix$ � 3x4
1 l4
4
3x4
3.0(f f '12
Plate Offsets (X,Y :--1 - y�l _'1---�I
T
LOADING (ps�
TCLL
35.0
SPACING
2-0-0
CSI
Plates Increase
1.15
TDL
Lumber 1rr
.
0.93
BC L L
o.oRep
Stress I n r
YES
WB 0.64
BCDL
8.0
Code IRC2003ITP12002
(Matrix)
LUMBER
TOP CHORD
2 X 4 SPF
165OF 1-5E
BOTCHORD
2 X 4 SPF
1650F 1.5E
WEBS
2 X 4 SrPF
Stu dltd *Except*
4 2 X 4 SPF 165OF I -5E, W72
X 4 SPF
1650F 1-5E
VVLUUL
Lf 4 SPF Stu d/Std
REACTIONS TI (IbIsize) 2=1688/0-5-8, 14=208010,5-8
Max Hort =.123(lo I case )
Max plift =1 '(loath case 7)1 14=- 0 (I d case 8)
Max G ray 2 =21 81(loa d cas e , 14= G oad case 3)
-
f EX1lVlUH .E TE1N./ - /Ej (1D)P
1
°Job Referenge (9pti n l)
a
6.200 S Feb 112005 MiTek Industries, Inc. Fri J u I 21 14:16:48 2006 P T —
23-4-1
V6 =
-7-12
E
-4-1
7-1
DEFL
Vert(LL)
Vert(TL)
Harz(TL)
--0
U4
3x6
7
6x8 zz
in(Ioc)
-0.5217-18
-0.89 "1-1
0.54 14
7-1
Ildef!
>686
40
n/a
15 14'!3
3x4 11
3x10
4 =
4x 1 -
1-5-82-0-0
Scale = 1:88.4
Lid PLATES GRIP
240 MT20 1 9711 44
180
n/a
Weight: 131 lb
BRACING
TOPCHORD Structural wood sheathing fire tl applied,
B4OT CHORD Rigid ceiling directIv applied r �- -0 bracing.
WEBS 1 Row t5-17
FORCES, (� Maximum mPr i 1axirnum Tension
TOP CHORD 1.2=0113,6.r � 58211/331, V 4-5=-482412423 5 -6= -29121136 6 -7= -2925/146P
7 -8=-2972/103J 8.9=-3147/890 '1 =-493/21■ 10-11=-292/1233,11-12=
112/1233= i
/140
BOTCHORD 2-18=-328151383 17-18=.181/4015116..17=-1212788x 15-1 = 14 /4 14-1
9-1 5=-2 641128 7, 13-1 4= 267132 11 -1 =-10851329
VVEES 3-18=-683I157, 5-18=01738,5-17=14961192 6-1 7 6/204 .[J/M�7� _ _
971104,
9-16=-28713945,13-15=--980/3497
+1. 7!3945, 1 —1 i_ 980/349■ 111611i 10-13=-150/521
T
NOTES
1) Wind: ASCE 7-98: 0mph-; h= fta T DL=4. psf; L=4; f• Category 11; � interior
� � � � t-i�1�; 1�'I'�11�F
zone; Lumber DOL=1.33 plate grip DOL=1.33.
2) ILL ASCE t . f (flat roof nom)■ E ■ Fully Exp.
Unbalanced snow lois have been considered for this design.
4) This truss has been designed for greater of rain roof live load of 18.0 f or 2.00 tunes flat roof l
oad of 35.0 psf
on overhangs non -concurrent with other live loads.
5) This truss has been designed for 0. f ft chord live load
� nnnurrent with any other live Ia.
6) This truss requires plate 'Inspection per the Tooth Count Method whey~ this truss is chosen for quality
assurance inspection.
7) Bearing ti int considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building
A@WWU4jQ verify Ca pacity of bearing surface,
Truss
le
ig
Truss Type
STOCK COMPONENTS -IF, Idaho Falls, I D 83403", Eric
Qty ply 1'REXJMUHLESTE1N/8-221EJ(1D)H
Job Reference (oprtional)
6.200 s Feb 112005 MiTelk Industries, Inc. Fri ,,I rl 1
14:16:48 2006 Page 2.
TE
Provide mecharimical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift t joint 9) nd 205 lb uplift at joint 14. truss is designed in accordance with the 200 Int rn tfonal Residential Code
sectio
I0. 1 1 . 1 and . �l �r�� r*frr��� tared rd
1.
LOAD CASE(S) Standard
Job
Q1554
Truss
5
Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho F I[ , ID 83403, Eric
2
4x1
.6-0-5
6-0-
Plate Offset (X,Y): M-0-3-1470-1-12
LCI (Psi
TOLL 35.0
(Roof n =35.0)
TCL 8.o
LL OA0
BDL 8.0
114-10
J P%
3x4,!::;P
3x8
1.x4 zz: 5 T'A�
3
Y7
SPACING 2-0-0
Plates Increase 1.1
Lumber increase 1.15
Rep Stress r n r YES
Code IRC20031TIP12002
3.Q(} F1 2
t
ps 1
CSI
TC 0394
BC 0.93
WB 0.79
(Matrix)
LUMBER
TOPCHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
4 2 X4 SPF 165OF 1. E,, W7 2 X 4 SPF 1650F 1.5E
WEDGE
Left: 2 X 4 SPF Stu tf
REACTIONS (Iblsize) 2=171410-5-8,13=1877/0-5-8
Ma
=11410- - ,1 =1877/0- -
a Horz 2=134(load case 7)
Max Uplift =4 (load case ), 13=-1 1 load case 8)
Max gray =1(ld case ), 1 `14(Iad case 3)
Qty
11 ply � REXIMUNLESTE1Nl6-221EJ(ID)H �
Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries., Inc. Fri Jul 2114:16:49 200'6 Page 1
234-1
-7-1
231
6-7-12
33-6-0
L-
169
-
NEEMMEP
1-5-82-0-0
1
6 x 6
1
1312
4 I 3x4
3x4 =
3o -o-8
1-5-82-0-0
DEFL
in
(loc)
!ldefl
Ud
Vert(LL)
-0.52
96-17
X687
244
Vert(TL)
-0.89
16-17
>405
180
Hvrz(TL)
0.55
13
nFa
nla
BRACING
TOP HI[
BOTCHORD
WEBS
Scare 1:85,2
F
CD
PLATES
MT20
Weight: 128 lb
.IP
197/144
Structural wood sheathing directly applied or 2-0-11 oc
purlins.
Rigid ceiling directly applied r 2-2-0 oc bracing.
1 Romer at m iciPt 5-1
FORCES (fly) Maximum Com r ssI r laximurn Tension
T P H 1 D 1-2= 011 , - =-58 33/346, 34=49 961243, 4 -5=-4840/25 8, =-3000/153, 6 -7=- 3/164
- =-3 2241126, - =-351411 1 1 P -1 --6818 0 5, 1 -11=-2 31347
BOTCHORD 2-17=-35415149116-17=-209/4031,
- 1 "-354151 911 -1 ="■41, 15-1,6=-4613067,14-15=-1171110,13-14---22161124,
-1 -216 0/1 , 12-1 3= -116107 11 -1 613
VVEB -1 7=-680/1 564 - 1 "' �5-16=-14941191y `'1 6'x-51 /2064, 7-1 ,=- J, 7-1 =-37 l #
9-15=-42J30725 12-14=-216174,10-14=-3771543
I-14=— 1aJ ,1 —1-3771543 11 =-25/17
TE
n�l�.n� �e i�� berg �r�idere� �r tl�i dire.
n rhar� r��r�-�r�urTnttl'� c�th�r l Ind.
T��� true ��, �� �� �� fir � �■ �� ��tt�rr� ���r� � r'� I��� r1�r��r��r'rent �1�'I�li n �'��r Ilse 1 �3
This �� recd � fr Ian i r�tln �r t�� Tt1� �u �� I+�thd hr�r� this tau i l�e� fir Ali
�� �rir� at�ir�t� nid P�r�111 t rir� glue rein lI�rP'J � �n��e t� rir� f�`r°n�l uiJ�iir
'��� ra ����t f morin �ar��■
Rns F
Q1554
Truss
5
I russ Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403# F r
QtY
Ply 1'REXJMUHLESTE1N/6-221EJ(1D)H
� s
Job Ffrr (optional)
6.200 s Feb 112005 MiTek Industries, Inc. Fri Jul 21 14:16:49 2006 Page 2
NOTES
8) Provide mechanical connection (by others) of truss to bearing plate capable withstanding 1 lb uplift �t joint .�€C'Ib uplift at joint9) 13. truss is designed in accordance vAth the 2003 International Residential
Code sections R502.1 and R802.10.2 and referenced standard
NS TP11.
LOAD CASE(S) Standard
^Jah -
Truss
Truss
Type
- f 01554
I C6
; ROOF
TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Ede
--0
-0
-11-
-11-
11-4-
6.00 12
16-9-0
4
i
Job Reference toptionall)
6.200 s Feb 112005 MiTek Industries, inc. Fri Jul 2114:16:50 2006
-4-1
7--11
,4-1
-6-0
6-11-5
Pag
11-
Page 1
Scale = 1 :64.9
5x1
1
4
16-9-0
7-0
11
--4
7-0
10
4
kiff:yll
1
--Plate Offsets (XY): : - - 7Ed l y [9:0-2-2XdgglL-4%03g
'I'i:--
4_
LOADING (psf}
TCLL 35.0
(Raaf Snow=35.0)
TCDL 8.0
BOLL 0.0
BCDL 8.0—
LUMBER
.Q
LU BEF
TOP CHORD
BOT FID
WEBS
SPACING -0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I'n r YES
Code I00.TL0
X 4 SPF 1 5F 1.5E
X 4 SPF 1650F 1 .E
X 4 SPF StucVStd
s l
TC 0.76
BC 0.78
VVB 0.73
(Matrix)
REACTIONS Ob/size) 9=16841Mechanicalr Z=189510-5-8
Max Harz 2=1 35(Inad easy 7)
Max Uplifk9=-'f 07(load case 8), 2=-1 93(load case 7)
Max Graffi 9=19$2(1oad case 3), 2=2292(load case 2)
DEFL
in
(loc)
!ldefl
Ud
Vert(ILL)
-0.24
9-10
x999
240
VertiTL}
-0.55
9-10
?719
180
Harz(TL)
0.15
9
nIa
n1a
BRACING
TOP CHORD
BOT ISD
WEBS
PLATES
MT20
Weight: 341 h
!DRIP
1 9711 44.
Structural wood sheathing directly applied or2-7-2 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc hr-acin. .
1 Row at rn idpt -1 IF -11
FORCES Ib) - Maximum Compression/Maximum Tension
T P H D 1-2=011 42, - =-34951189, 3 -4=-28 62J14 $ 4-5=-1270011 60, 5-6=-1 983117 7 Y 6 -7= -.198 21170
7-8=-29 11135, 8 -9=-3 W
BOT CHORD 2-12=-1 96129422 11-12=4 04/2263910-11 =-3312322, -1 0=,145/3099
'REBS 3-12=-6581122, 5-12=01557,5-11 =-1 141/131} -1 1=-671'1206, -11=-1 92/114 7-10=-41 0=-416467
a
3-1 0=-7521144
NOTES
1) mind: ASCE 7-98; 90mph; h= ftp T L= . psf; E DL=4. psf; Category 11; Exp ; enclosed; MWFR, interior
zone; Lumber CSO L=1.33 plate grip DOL=1.33.
2) T LL:. ` E 7-98; X35.0 p t(flet roof snOW)L E, p ; Fully Exp.
3) Unbalanced snow 1 cads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18,0 p f or 2.00 tires flat roof load of 35.0 p f
n overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count 1 et.h d' when this truss is chosen for quality
assurance inspection.
7) Refer to g i rd e r(s) for truss to truss conn i n s.
Provide mechanical connect -ion (b others) of truss to bearing plate capable of withstanding 107 lb uplift at
joint 9 and 193 Eh uplift at Joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 end
02.1 0.2 and referenced standard A NS VTP1 I.
LOAD CASE(S) Standard