HomeMy WebLinkAboutTRUSS SPECS - 07-00515 - 757 Yost St - New SFRMountain Truss and Components To:
3655 Professional Way
Idaho Falls, id 83405 Randy- Hill
Phone: 208.5)28.x'305 Fax: 208.528.7882 plan 15 6
Project'. B lo. ck No-,
Model, Lot No,
contacltl Ite.
lig To:
Name.
Phone-. li
Fax:
Tentative Deliver%,, Date,
_Quotatxon
1_1 -_ —1
Job Number: q54,2
07 {)U� 15
est or
Profile-: Qty: I Truss Id,. Span: Truss Type. Slope: LOH I ROH
(1) 211-PIV 2-7-3
2 At 9-0-0 iROOFTRUSS 6.00 0-0-0 0-0-0
40 lbs. each X4/ - 0.00
3-6- 15
2 A1G 9-0-0 ROOFTRUSS 6.00 2-0-0 2-0-0
32 tbs. each 0,00
8-3-15
1 B1 28-0-0 ROOF TRUSS 6.00 2-0-0 2-0-0
I I I lbs. each 0.00
1 B1G 28-0-0 ROOF- TRUSS 6.00 2-0-0 2-0-
1 1
161 lbs. each
10-4- 15 c 8 - 4 -0
3 C 1 36-4-0 ROOF TRUSS 6,00 2 -0-0
156 lbs. eacli 3 Rows Lat Brace MO
10 - 4 - 15 c 8 -4 - 0
1 CIG 136-4-0 GABLE 6.00 2-0-0 2-0-0
207 lbs. each 3 Rows Lai Brace 0-00
2-0-0
22 'D - CAP 8-0-0 PIGGYBACK 6.00 2-0-0
18 lbs. each 000
9-9-15
1 E1G 18-0-0 ROOF TRLJSS 6.00 2-0-0 0-0-0
108 lbsead i 2 Rows Lat Brace 0-00
j r
200
U,0CT 0 /
10-4-
15
I
C2
36-4-0
ROOF TRUSS
6.00
2-0-0
2-0-0
230 lbs-
each
2X4/2X6
4 Rows Lat Brace
0,00
6-4-3
9
C3
10-0-8
ROOF TRUSS
6,00
2-0-0
30 -o-0
43 lbs.. each
0.00
A
C3G
10-0-8
ROOF TRUSS
6.00
2-0-0
0-0-0
46 lbs, each
0.00
8
D1
42-0-0.
ROOF TRUSS
6.00
2-0-0
0-0-0
231 lbs.
each
I Row Lat Brace
-3.00-
11 -10-3
I
D1G
42-0-0
GABLE
6,00
2-0-0
10-0-0
354 lbs-
each
2X4/
2X6
3 Rows Lat Brace
0.00
.11 -10-3
5
D2
42-0-0
ROOFTRUSS
6.00
-9
-0-0
0-0-0
213 lbs.
each
I Row Lat Brace
-3.00
12-9-15.
I
D3
44-0-0
ROOF TRUSS
6.00
2-0-0
2-0-0
237 lbs.
each
2 Rows Lai Brace
-3,00
6
D4
44-0-0
ROOF TRUSS
6,00
2-0-0
0-0-0
243 lbs.
each
2 Rows Lat Brace
2,0aj0
12-9-15
I
NG
44-0-0
GABLE
6.00
2
- 0
- 0
2-0-0
337 tbs.
eack-,
4 Rows Lat Brace
2.00
1
2-0-0
22 'D - CAP 8-0-0 PIGGYBACK 6.00 2-0-0
18 lbs. each 000
9-9-15
1 E1G 18-0-0 ROOF TRLJSS 6.00 2-0-0 0-0-0
108 lbsead i 2 Rows Lat Brace 0-00
j r
200
U,0CT 0 /
Mountain Truss and Components
3655 Professional Way
Idaho Falls, id 83405
T'honc: 208528.735 Fa:�:208.528.?882
Project:
Dodd:
CMM, I � � .
I
Lot N
Tice:
-. To
Randy Hill
plan ]X06
Name:
'hon
I �
Tentative Delivery., Dated.i
BID GOOD FOR 30 DAYS
TAX NOT INCLUDED
Deliver To:
uotation
r
Job Number: q542
Date:
Project IIS
Account No:
Uesi�ner:
Salesperson:
quote Number,
Selling Price:
2
08-30-2007 - :14:46 ISM
q542
355548333
JM
Eric Cammack
�qAz
X5,51 0.00
v
bil
Job -- -�_� Truss
Al
ountian Truss & Components, Idaho Fa is, ID 83405
ype
,F TRUSS
Qty
1
Ply
i YH I LL/PL 1506/8- /J I I C IE
2 d
Job Reference otiona[L. --
6.500 s Dec 14 2006 MiTeK Industries, lnc,. Thu Aug 30 14:11-.58 2007 Page 1
- 1-9-12 1-9-12 - -
ca[e 1:15.
4x5 I
3
--4 1 4-6-0
-A 1--1
Plate Off=sets ,): [1:0-4-10,0-2-
Z6-3-12 9-0-0
1-9-1
'1: 10,0-2-
1--12-8-4
LOADING (p
TOLL 35.0
SPACING 1-0-0
CSI
DFL
in
floe)
lldefl
Lid
(35
Roof new=.o
Plates increase 1.15
TC 0.28
Vert(LL)
-0.05
7
>999
360
T I L
Lumber Increase 1 A
B o� 7
Vert(TL)
-�.�
7�
240
BOLL 0.0
Rep Stress Incr N
OF :.:.:
Hor��TL�
�.�
n�a
r��a
8CDL
Code I F� 0o /TPl 00
(i atr� :...
Wind (LL)
0.03
7
>
40
LUMBER.
TP" H FAD
B0T H LCA
SBS
4 SPF 165OF 1,6E
DF No.2
4 DF Stud/Std kExeept*
W3 2 X 4 SPF 165OF 1.6E
REACTIONS (Ih/ lze) 1=4851/0-5-8, 5-4851/0-5-8
Max Horz 114(!-C 5).
5
BRACING
TOPCHORD
ESOT H R
PLATES Gill P
MT20 1971144
Weight: 81 Ih
Structural wood sheathing directly applied or 5-7-12 oo purlins.
Rigid reiflng directly applied or B-0-0 cc bracing.
FORCES (lb) - Maximum Compression/Maximum Teri ion
T P HORD 1- =-7195'2336, 541211731, -4=-541 `1 x'38, 4-- =-7195/2294
BOT CHORD 1-8=-2G4516319, 7-8=-2045/631'9. 6-7=-1 993/6319, 199316 319
VVE B -8--75412009' 2-7=-1 809/599, -7 15 31/461 , 4-7;--- 1797/535, 4-6=-762/201
NOTES
1 -ply truss to fie connected together with 1 od (0.11 1'#�c "� n it � f�lf�+� :
Top chords connected as follows: 2 X 4 -1 raw af.0-.9-0"oc.
Bottom chords connected as follows: 2 X 6 - 2 rows .0-4-0 oo.
Webs connected as follows: 2 X 4 - 1 row at -M--0 o e. •
All loads are considered equally applie .. to 611plie , 'except if acted as front (F) or back (B) face in the LOAD CASE(S) section _ Ply to
been provided to distribute only Ioads:fitted as' (F) Or (B), unless other 'i a indicated.
''end; ASCE 7-05, 0mph; h- bft: T DL=4. p ff CSL=4.8psf; Category Il: Exp : enclosed; M F gable end zone; eantile ar to
vertical left and right exposed; Lurnbe�L41:33 plate grip IDOL=1.33.
f
4 TOLL; ASCE 7-05; Iii= .0 psf (flat roof enc`) Category If; Exp ; Ful ly Exp., t=1.1
Unbalanced snow load s have been. on idend for th is de sign.
This truss has herr des[gneidlora 10.0 p f bottom chord live load noncon urrent Frith any other live loads_
7) Provide mechanical conne'ctio'n, (b �` h r) of truss to bearing plate capable of withstanding 1582 Ib uplift at joint 1 and 1527 Ib uplift
This true i designed in a€ er08nce with tie, 2006 l nt mationa.l 6 e idem a] Code sections 8502.11.1 and R8 and refer nce(
Girder carries tie-in span (s� .-'-44-0- 0 from 0-0-0 to 9-0-0
LOAD CASE(S) Standara,.,
1) Srow: Lumbr:& Mate Increase -1 1
Uniform Load'On
Vert,l. y 3;---4 3, 3-6=43, 1-5=-1 O (F=-1085)
5X8
Truss /Pe
Q542 AlG Ru,,.)F TRUSS
Mountlan Truss & Components, Idaho Falls, ID 83405
0
0
Q1Y I Ply
2
R "YHILL/PLANI 50618-30/JR/IDIE
� job Reference (opbariali)
6,500 s Dec 14 2006 MiTek Industries, Inc.
Thu Aug 30 14,12:00 2007 Page 1
2-0-0 4-6-0 9-0-0
2-0-0
4x5 =
4
4-6-o
2-0-0
Scale r 1:21.1
� �10
Q2. -
LOADING (pso
SPACING 2-0-0
CS1
L 0 L
in
(Io)
11defi
Ud
PLATES GRIP
TALL 35.0
Plates Increase 1.15
TG 071
' rt.( -LQ
-0.17
7
n/r
90
MT20 1971144
(Roof Snow=35.0)
Lumber Increase 1J5
HC 0.04
Vert(TQ
-120
7
nor
80
TCDL 8.0
Rep Stress Incr NO
WB 0.07
Horz(TL)
0,00
6
n/a
n/a
BLL 0.0
CD8,0
J BL
006rTP12002
Code I1 00
(Matrix)
find(LL)
0_06
7
n1r
120
Weight-. 33 1b
LUMBER BPACING
TOP CHORD 2 X 4 SPF 1650F 1,6E
TOP CHORD
BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD
OTHERS 2 X 4 DF S,tud/Std
FRF AC11ONS (lb/size) 2 37719-0-0, 6= 37719-0-0, 9 182/9-0-0, 1 0=168/9-0-0: =16819-0-0
Max Horz 2=-64(LC 8)
Max LJp11f12-_-187(LC 7), 6=_1 9(L 8), 10=-1' (L 1 1),4=-12-0 LC 11) -
Max Grev 2=521( LAG 11), 6=521 (LC 11), 9=1 82(LC 1), 21 .2), 8!=2211 (LC 3).
FORCES (lb) - Maximum Compression/Maximum Tension
:4
TOPCHORD 1-2=0,/140,2-11=-92141,3-11=-64/49*3-4=-61/"7.94-=-61/`6��9.5-12=-64/46,6-12=-92/37,6-7=01140
BOT CHORD 2-10=462, 9-10=-4/72, 8-9=4172. 6-8=-4172
WEBS 4-9=-157/15, 3-10=-100/1 F
Structura[ wood sheathing directly applied' or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES
1) Wind- ASCE 7-05- 90mph; h=25ft; TCDL=4.2psf; BCDL�:!
.4.80 -egory I[; Exp C, enclosed'. MV\FRS gable end zoner cantilever left and right exposed, end
�f; Cat P
vert cal left and right exposed: Lumber D0L=1 .33 plate grip L=1.03.
2) Tru ,ss designed for wind loads in the plane of the. truss only. For studs exposed to wirld (normal to the face), see MiTek "Standard Gable End Detail"
3)
TOLL., ASCE 7-05; Pf--35.0 psf (flat roof snow); at qry III.; Exp G; Fully Exp.; Ct=l,l
4) Unbalanced snow loads have been considered for th%-deign.
5) This truss has been designed for greater of min roof li've load of 16-0 psf or 2,00 time flat roof load of 35.0 psf on overhangs non -concurrent with other
toads.
6) This truss has been designed for a 1Q.0 psf bottom chord live load ria n concu rrent with any other live loads.
7) G a b Ile req u i res cont! n uo u s bottom, ct o`fd, , bead n
9
8)
Gable stud s spaced at 2-0-0 roc....
9) Provide mechanical connection (Ili . -,others') of truss to bearing plate capable of withstanding 187 1b uplift at joint 2, 199 lb uplift at joint 5, 126 lb -uplift at joint 10
and 126 1b uplift at joint 8
10) This truss is designed in accord8ince With the 2006 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANS11T131 1
LOAD CASE(S) Standard
I
Job
4
Truss
91
Mount -Ian Truss & Components, laiano Fars, ILJ d64u�
Tr . _ rpe
OtY Ply R YHILL/PLAN ti5D618-30lJR11DlE
= TRUSS
i Job Re rence (optional.)
6.500 spec 14 2006 l iTelk Industries, Inc- Thu Aug 30 14-12-01 2007
.. I
2-0-0 7--4 f 6-8-12 6-8-12 7-- �v 2-0-0
Scale = 1:52.4
8.00 F12
LUMBIE1
TOS CHORD 2 X 4 SIF 1650F 1,6.E
ET CHORD 2 X 4 SIF 1650F 1.6E
WEBS 2 X 4 CSF Stud/Std
REACTIONS (lb/size) 2=160310-3-8, 8=1603/0-3-8
Max Horz 2=1 4(L 7)
Max Uplift =- 7(L 7). =- 7('L 8)
10 i T 0H=
BRACING
T F H RD Structural wood sheath -Ind directly applied or 3-9-10 oc purlins_
E T H RD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (1b) -1 1a imum C o p ressi on/M a xirn urr Tension
TOP H R 1-2=0/141,2-3=-2491/429.3-13=-1711/`336,4-1 =_1.674/337, 4- _-1579}359, - =-1570/359, -14=-1 74i 7, 7-14=-17 11 /306, 7-0=-2491 /429, - =0/141
{�—,{� fly, ��—{t y, +{� r�qr ��yF �yy�rr ��yF yr r{y :�y{
B T C ORD 1 ice— pd}/5y 8/21 0 q 1.: 1 2=— ��+�yy, 8/2 1 0 , 1 0— pf1�{•5�1 =-249/ 2 1 02,.'8— l D'=— 2 4912 1 fY0�{iy=yp��
EB 1 I' 1-697 3-1 7 25'4', —1 l r 845, 7-11;---927/.2.57, � 1 0=01 �6
TE
1) 'mind: ASCE 7-0 ; 90mph, h= 5ft; TDL =4. psi; BCM7 r p :�; Category.II; Exp : riclosed- M F1 gable end one- cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33, pW- . grip DOL=1 a .
T LL, ASCE 7-05; Pf=35,0 psf (flat roof snow); o -11; Exp ; Ful[y Exp.; t=l.l
Unbalanced snow Ioad s have been con slid ev d for th*t:,design.
This truss has been designed for greater off -61 roof Ii load of 16 .0 psf or 2 -00 tir°nes flat roof load of 35.0 psf on overran gs non -concurrent with other live
loads.
This truss has been designed for a 10:0* psf b0ftom chord live load nonconcurr nt with any other lire loads.
All plates are MT20 plates unless at • fse indicated.
7 Provide mechanical connection b 'bt.h �a of truss to tearing plate capable of withstanding 387 Ib uplift at joint 2 and 387 Ib uplift at joint 8.
0 This truss is designed in zccordake with.th: 2006 International Residential Code sections R502-111,11 and R802-10-2 _10_ and referenced standard ANSI/'TPI I.
LOAD CASE(S) Standard
}.g
- Trus T - .Vpe
0542
Mountian Truss & Components, idah o Falls, ID 88405
-2-0-0 fr 7-3-4
--
7 --4
F TRUSS
QtY li Ply
1
HILL/PL1./-1J/IDIS
, Job Refer ng (optional)
6.500 s Dec-�
� � �� iTek lndutries, Inc, Thu Aug 30 1412:03 20G7 Page I .
14-0- 20-8-12 8-0-0 0-0-0
-8-1 --1 2 7--4 --
ale - 1.52,4
6. 00 11 n¢
k
7-8 8-8-1 -8-1 7--4
Weight: 10 1b
BRACING
LUMBER
TOP CHOR. 4 SPF 1 OF 1.8 T P CHORD tructural wood heathing directly applied or 8-8-0 oe purlins.
H > C! 4 PF 1 F 1. is ft -WI BOT I I D Rigid ceiling directly . pp�li d or 10-0- o bracing.
WEBS 2 X 4 DF StudIStd
L°
OTHERS 2 X 4 D1= Stud/Std
REACTIONS (Ib1 lze) 2=43B19-9- S. 17-81219-9-8, 1 3=812/9-9-8, '1 � 1 40/ 6, 16';-- 10=170/9-9-3,8=438/9-9-8
Max Hort 2=1 4(L 7
1 L l f# �-1 L , 1 _� L , 1 - ), 1'* �= (L.� 1), 0"1 (L 11)# 11=-6(L 1), 10--1 (L 11), =- 1 (L )
Max rav =54 (L 11), 17 937 (L t 1 _ 7 18= 4), = 7 L 4), _ ' L 11), -1 L 1). 14- 7 L 4), 1 -87 L 4), 1 =7 L 1 T 17 L 1), .� L 1 �[
FORCES (1b) - Maximum Compression/Maximum Tension
TOP le l 1-2=01140,2-3=-253/118.3-41=-587/178,::4-41=-550/1 , 4-5-_-393/200.5--6_--398/182, 6-42---550/160, 7-42=-5871159, 7-8--253178, B-9-0/140
BOT CHORD 2 -20= -3/110,19 -20= -3`/-110,1,8 -19=-`3/110' ,7-18=-31110,16-17=-3/110,15-16=-3/110,14-15=0/1 10, 13-14=0/110, 12-13=0/1 10. 11-1 =0/110, 10-11=011 1 0, 8-10=011 10
WEBS 3-17=-1 019/285, 3-15=0/352. 5-15=-21;0/60, -- 1 =-01352, 7-13=- 10191257
NOTES {':^
1) VMnd; ASCE 7-6 ; ' 6mph, h= , ft, T DL_=4. psf; DL* ,8p f, Category 11; Exp ; enclosed, MWFRS gable end zone, cantilever left and right exposed: end
vertical left and right exposed; Lumber DOL.71,33 plate gdp DOL=1.33.
Truss designed for wind loads in the plane'. f . ru ss only. For studs exposed to wind (normal to the face), see WeR "Standard Gable End Detail"
L_L; AS C E 7- -- 35 . 0 p st flat r f. r W) *spry IlF Earp C, Fully Exp-, t=1 e1
4) Unbalanced snow loads have been c "6nsidere'd f6r this design.
This tress has been designed for greeter of rniWroof live load of 16-0 psf or 2.00 times flat roof lead of 35.0 pst on overhangs non -concurrent with other live
loads,
ter.
Thi s tru s s has been d e sig n ed for` 10.0 p' . ottom chord live Io d n o n con current with a ny othe r I i ve loads..
7) All plates are 2x4 MT20 unless off se iri sated.
Gable to d spaced at v,
°S { .a
a ..
9) Provide mhan] cal conn ot, � 4%Chi ) of truss to b ang plate capable of withstanding 185 Ib uplift at joint 2. 817 lb uplift at Joint 17, 289 ab uplift at joint
13, 6 Ib uplift at joint 19, 1532 lbl ��.�itt at joint OF 6 Ike uplift at joint 11, 1 Ib uplift at Joint 10 and 1 1b uplift at joint .
V.��
1 This i s Is designed I a 0. ce with the 2686 Intemati nal Residential Cade sections R502.1 1.1 and 8802.1 0.2 and referenced standard ANSYTPI 1.
LOAD CASE(S) Standalt.,
�Y•
Truss TT—F 'pe
_Mountian Truss & components, Idaho Falls, -.ID 8340 _
- -n-n
-0-0
--0
0--0
5-10-8
'9
10-
'9X
N9
oty
K
i::
TP —1—� - H I L+LI'P LAN 1506/8- 0/J R/I D/E
I
Job
Reference optional)
_
6,500 s Dec 14 2006 I iTek Industries, Inc. Tho Aug 30 14:12,05 2007 Page 1
29-11-0
-10-8
--0
Scale = 1=0.
Plate Offsets
LOA DING (ps SPACING -0-0
TOLL 35.0 Plates Increase 1.1
(Roof Snow=35,0) Lumber Increase 1.15
TDL 8.0
Rep stress I.ricr YE
ELL, Code IF00ITP0
BDL &0
LUM13ER
TOP CHORD 2 X 4 SIF 165OF 13E
BOT CHORD 2 X 4 SPF 1650E 1 _ E
WEBS 2 X 4 DF Staid/Std
CSI
TC 0.84
ac 0.51
VVB 0.73
(Matrix)
REACTIONS Ob/size) 1 = 26411 - (lnp u.t. 0-3-8).2=1418/0-3-8
10 ax Hort=-151(L )
Max ;pl.ift`t =-8 (L , -- 7 (L 7)
M ax Grav 12 =2641(L 1), 2=1594 L
in (Io) Vdefi Lid PLATES GRIP a
Vert(LL) -0,1314-16 >999 360 MT20 197�144
Vert(TL) -0,3014-16 >999 240
Horz(TL) 0.06 12 n/a n1a
Wnd(LQ -0,0 12-14 >999 240 Weight; 156 1
BRACING
TOPCHORD Structural wood sheathing directly applied or 4-1-9 oc purlins.
BOT H RLQ Rigid ceiling direGtly applied or -0-0 oc bracing.
VVEBS 1 Row at midpt -14, 6-14, 7-1
FORCES �Id) - Maximum ompression/M ximurn Tension
. TSP -I > C - -4/141, a -- -- =- 1 � -17=�1993 41 ,5-17=-19811424,5-6=-11401262, r =-985/279, 7-18=-571/1506, 8-18=-57911458, 8-9=-591/1282, 9-10=-553/1198, 10-11 `0/140
-953/628
BOT H RD2-16=-392/2102,15-16=-210/15:51,14-,15.72.10/`15!51 ',, 13-1 - 411 1 -1 11, 10-12 --
C
+S 4.
BS -1 = 5/224, 5-1 --110}628, 14--10l k 0 , 6-14 -78/31 , 7--1 =-1431866, 7 1 =-24041693, 1 T 515/264
N OT.E
1) Wnd: ASCE r-0 ; Omph; h= ft; T DL=4. ps e L� .=4. ' -Category r11; Exp ; enclosed; MARS gable end zone; cantilever left and right xposed ;end
vertiCarl left and right exposed, Lumber IDOL=1. . lat6 Drip DL-1, .
TG LL: AS C E 7-051 Rf"-35.0 psf (fiat roof snow); Category I1.: Exp C F F u Illy Exp.; Ct=1.1
Unbalanced snow leads have been cons �r dlbr,thi eagn
This truss has been designed for gr at of Min roof -five load of 16.0 psf or 2.00 tunes flet roof Iced of 35.0 psf on overhangs non -concurrent with other live
loads,
5) This truss has been designed for all G.0.psf b etfom chord live load no nc oncu rrent with any other live loads.
6) WARNING: Required bearing size" t j646t(s) 1 ` neater than input bearing size
7) Provide mechanical connection .(by. other - f truss to bearing plate capable of withstanding 8251b uplift at jo«t 12 and 378 Ib uplift at joint 2.
Thi-, tri r �c�n i in r. ,r�i r'�+ ± with tai 2006 International Residential Cede section R502-1 1.1 and R802.10-2 and referenced standard I I/TP1 1.
Job Truss T w/pe
Q542 CIGGOOLE
I lourntian Truss & Cornponents, Idaho Falls, ILS $3405
r, n
--
-10
1 872-0
5-1110-8
5x6
-1i0 -
5x6 --
y 0
Qty IPI
1
�-WI
11
,lob Reference fional _y
6,500 s Dec14 2006 MiTek industries, I.n ,�T'hu Aug 30 14-112,06 2007 Page 1
_38
2-0-0
Scale = 1:65,01
1
x
4
35 1
IV4_.
ST1
l
7
36
:.:
m 34
3x4
r+ .. .
7
S T STS
1:9
y•
10
6 61
101hi
it
1i
! 2X6,
16
1.5
14
13 1
3x4
3X6
3X81 „"'
5X6 6x6 a -
v 4}
8-5-12
36
Y
Folate Offsets
LX,n,: 0-10"Ed
e [10:0-1-5, Ede
13,0-3-0,0-0-4
.
"
,
LOADING (psf)
SPACING
-0-0
CS1
DEFL
its Ion Ill fl Ld 'PLATES GRIP
TOLL
35,0
Plates Increase
1.1
T 0.84
Verk LL)
-0,1 14'-1 > 360 MT20 107/144
Roof n = .
Lumber Increase
1.1
E 0.51
q: Vert(TL)
-0.30 14-1 > 240
T L
E LL
Rep Stress In r
YES
� 0.73
Hor (TL)
0,06 1 n/ n/a
L
RCDLUMBER
.
Code ] r 0(� fTPE 00
..
(Matrix)
Wind(LL)
-0,0712-14 > 240 Weight: 208 lb
IN
TOP CHORD
2 X 4 SPF 165OF 1.6E
.:
TOPCHORD Structur .1 good s heath Ing directly app]led or 4-1-9 oc purlins: �
BOT FI D
4 PF 16501=
1.6E
BOT HORD Ri id ceiling directly applied or - - bar` ireg. 1
WBS
4 DF Stud/ `td
V�
1 Row at midpt -14, 6-14.7-12
OTHERS
2 X 4 DF Stud/Stud
RE.AC-flONSIb/size) 12=2641/G-4-2 (input: 0-a-8), 2=141810-3-8
Max Hor =-1 1 L
Max Ghalf 12=2641 (L 1), 2T1 4(L
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2-0/141,2-3=-2487/429,3-4=-2192`/404.4-35 -199314'1305-35=-1981/424, -�; l 140/262 - �� " 7-36=-57111506,8-36=-579/1458,8-9=-59111282, 9-10=-583/1198. 10-11=0/140
307 FI D 2-1 =-392}210 , 15-16=- 1011551, 14-15a,�1 C)11551, 13-14=-362/411, 12-1 `-362/411, 10-12=-0531628
WEE 1 -4551224" 16!x1101628, -14=-10141309, 14--78131 6. 7-14 -1431666, 7-12= 2404./603, 1 2= 15/264
NOTES
1 'Mind: ASCE 7-05; 90mph; b=2 f#; T DL=4. psf; ELS .. psf; Category 11; Exp '; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end
vertica=l left and right exposed; Lumber COOL='1,33 Plate g" DDL=1.33.
Truss designed for wird loads in the plane•af tl e lru s's only. For studs exposed to wind (normal to the face), see MiTek "Standard Gabte End Detail,
T LL. ASCE 7-05. Pf--35.0 psf (flat roof.sno ); at or r 11; Expo Q Fully Ex.p.; Gt=1.1
4) Unbalanced snow loads have been cofisldered-fi5r this design.
5) This truss has been designed for greater of miin roof live load of 16.0 psf or 2100 1[mes flat root load of 05.0 psf on overhangs non -concurrent with other live
r loads.
This truss has been designed fof' 10.0 P`' f bottom chord live load non annum nt wilth any other lige loads.
7) All plates are 2x4 MT20 unless oth Irwise indicated
6) GabIe studs spaced at -o-0.:C ; . .
g WARNING: NIN : F equired bearing izo st..'ilt(s) 12 greater than input hearing size_
10) Provide mechanical conn fide-(�y others) of truss to 'bearing plate capable of withstariding 825 Ib uplift, at joint 12 and 378 lb uplift at joint 2-
11) This truss is designed in a ord6nco with the 2006 International Residential Code sections R502.1 1.1 and -802:10.2 and referenced standard ANSI/ -FPI 1
LOAD CASE(S) StandaAk.
0
U
Job
Q542
Truss
C2
Mounfian. Truss & Cornponents, Idaho Falls, ID 83405
0
T ype Qty Ply F )YH
Rt -.,-,JF TRUSS
Job Reference optional)
B-500 s Doc 14 2006 MITOX Industries, Inc, Thu Aug 30 14:12:08 2007 Page I
- 23-0-2 Z t-1 U-4
-2-0-0 3-11-7 7-0-5 10 1-4 141-10 la -2-0
4-10-2 4-10-2
2-0-0 3-11-7 3-0-15 3-0-15 4-0-6 4-0-6
Scale 1,65.
8x8
I ZU I _11 ]b in
1
2x4 II 4x5 8x12 MT1 8H W[3 10x12 = IWO NIT18H= l 0 MT1 SH 2x4 11
12x12 --
wmm�
3-11-7 7-0-5 10-1-4 14-1-10. 18 -2-0 23- 7-10-4 31-7-14 36-4-0
M-1 5 3-0-15 4-0-6 4-0-6 4-10-2 4-10-2 3-9-10 4-8-2
41
d
Platte Offsets (X,Y)- [2-1-3-8,Edgel,
12:�3-8,C�-2-Q][5,.0-2-4,0-3-4],[13--0-3-lC),0-2-01,116:0-3-8,0-4-
[20:0-3-8, Edge],
[22, -3-8,0-5-P]
LOADING (ps
TOLL 35.01
SPACING 2-0-0
c8l
btFt
in
(loc)
11defll
Lid
PLATES GRIP
(Roof Snow=35,O)
Plates Increase 1.15
TC 0.98
Vert(ILL)
-OAC
20-22
>827
360
MT20 197/144
TSL 8.0
Lumber Increase 1.15
BC O�76
Vert.(TL)
-0-67
20-22
>493
240
MT18H 1971144
BOLL 0,0
Rep Stress In NO
We 0.99
HorzJQ
0-12
16
n/a
n/a
ECRL &0
Code IRC2006rFP12002
(Matiri X)
Wind(LL)
0.23
20-22
>999
240
We ght: 231 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1. E *Except* MTOP CHORD Structural wood sheathing dirertty applied.
��':4T1 2 X 4 SPF 210OF 111.8E. TI 2 X 4 SPF 210OF ,.KBOTCHORD Rig1d ceiliirectly applied or 6-0-0 Dc brBOT CHORD 2 X 6 DIF 24DOF 2.OE 0ng -d
R'
VVEB I Row at midpt 6 -20,7 - acing.
19, 9-18,10-16
I WEBS 2 X 4 DF Stud/ td *Except*
W5 2 X 4 SPF 1650F 1 �61E, �W 2 X 4 SPF 1 O 1.6117 VV8- 2:`X- 4S:.P
F. 1.65OF 1.6E
4113.2 X
VV9 2 X 4 SPF 1650F 1.6E, VV1 2 2 X 4 SPF 16 OF 1. i%
�' 4'SPF 1 O 1.6E
EDGE
Left- 1 Z X O. LL Truss Grade
I REACTIONS (Iblsiza) =4707/0-4-1 (input:
M ax H orz 2 =-1 53(LC 8).
Nlax Upfift2=-1 11 9(LC 7). 16=-1705 1- 8). 1,3=-939(Lc 2�y:
Max Grav2=4946(LC 2)116=8137(LC 1), 121=204(LC 3)
FORCES (1b) - Maximum Compression/Max[murn Tension
TOP CHORD 1-2=0/1 51, 2-3=-951811980, 3-4=-9503/2056, 5'--9232/2022, 5-6;=-918112032, 6-25=-6-692/1479. 7-25=-66015/1489, 7-8--435511028,
8-9--4 85/1 X0 35, 9-20=-2823/693, 1:0- 2 6=-29391684, 10-11=-526/2629, 11-1 '-539/2547, 12-13=-57712576, 13-14=0/151
T -
HRD 4=-1 0 1 - =-1 803/8410. -23-1 81218462 , -
=-17281821 1 20-21=-1728/8212, 1!9-20=-1166/5909.18-19=-41412542,
BOCO2-283/840. 2324 22 �-2122
17-18 =-23 00/628 0 16-17=-23W/628, 15-16=- 22 61 X500, 13- 1 5= - 2201 / OO
WEBS 3-24=- 253/133, 3- =-7 -1 53,'4-23 712 31, 4-2 2.=-38411 7} 6-2 2--822136 2, 6'20=-30711800, 7- 0;- - 940/4196, 7-1 9_-4269/1001,.
8-1 9=- 791 /3385, 9-1 9=4-30/2 2571 9- 18;---2 657/602, 10-1 8=-1333°6384, 10-10 =-6978/1 500, 12«-16-=440/69, 12- 15;-- 152/110
NOTES
1)
-05, 90mph, h=2%.,TC L=4�2psft B C DL=4.8p sf; Category 11; Exp C; endo ad M WF RS gable end za n e; ca n til I eve r left and right exposed e n d Wind: ASCE 7 D
vertical left and right exposed, Lures DOL" 1 .33 plate grip DOIL=11,33.
2)
TOLL: ASCE 7-05; Pf--35.Gpsf:(fiatf snow); Category 11; Exp C,, Fully Exp.; Ct=l.l
3) Unbalanced snow loads�avi§,'e
befii: '6-I
de red for this design.
4) This truss has been desigpel f0t IjTeater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs nun -concurrent with other live
loads.
5) This truss has been'ftsigned1for a' 10, 0 p sf b ottom ch ord I live I cad nonconcu rrent wi th any other I ive I oad s.
6) All plates are MT20 plates unless otheRvise -indicated,
7) The followinginspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 2 and 2a
NG
8) WARNI: Re"qu'
ired6eanng size atjoints) 2,16 greater than input bearing size.
1119 lb uplift at joint 2, 1705 1b uplift at joint 15 and 939 1b uplift at
9) Provide m.echanicall con'hection (by others) of truss to bearing plate capable of wi
joint 13.
10) This tru 4'S i
S-idesigtied'iri accordance with the 2006 International Residentiai Code recti onB R502,11 1.1 and R802,10.2 and referenced standard Ari Sl/TP1 1.
11) Girder cart,6-iin span(s): 14-3-8 from 10-1-4 to 28-0-0
12) H66Aer connection device(s) shall be provided sufficient to support concentrated load s) 2800 ]b doers and 640 lb up at 10-1-4
wrW on bottom chord,
The"lection of such connection device(s) is the responsibility of others-
. I ' 1.
13) In tie 'LOAD" CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B),
LOAD CASE(S) Standard
1) Snow: Lumber Increase= 1.15, Plate Increase=1-1
Uniform Loads (plo
Vert: 1-8=-860 8-14=-86, 2-22=-16, 16-22=-322(F=-306), 13-16=-15
Concentrated Loads (lb)
Vert, 22Z7 -2800(F)
ri
Job Tres
V66- a' n Truss & Components. Idaho Falls, IB 83405
I
T Noe
RF TRUSS
Qty 1Ply
) H l LLPL 1506/8— 01J /l DIE
1
I Job Referent Loll). 6,500 s Dec 14 2006 MiTek Industries' lnc
--- -1-1 10--
-0-0 5-1-12 4-10-12
Thu Aug 30 14,12,,09 2007 Page 1
1
Plate Offsets , 12..0-0- 1 0, Edg
LOADING (p
T LL 35.0
(Roof no 5.0)
TBL 8.
ELL 0.0
BC)L 8.0
LUMBER
TOP CHORD
[S IT HORD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress In r YES
Cole 1RC20-061TP112002
4 SPF 165OF 1.6E
SPF 165OF 1.6E
4 DF Stud/'td
REACTIONS (Ib/slze) =4 11VIechanical, =X0910--3-8
Max Horz2=231(l-C 6)
Max uplift= -1(L 7), --1 (L 7)
M ax G rav 5= 606(L ), =751(L
FORCES (lb) - Maximum Compression/Maximum Tension
TOIL' CHORD 1-2-WO/141,2-3=-763/68,3-4=-180/80, 4-5=-252/71
BOT CHORD 2-6--112/593 5-6=-112/593
5-1'12
:/1
•
6&L
Vert(LL)
Vert(TL)
Horz(TL)
Wnd�LL)
4-10-12
in
(leo
Udefi
Lld
0.05
-3
>999
360
403
-
>999
240
0.01
5
rVa
n/a
0.01
5-6
>999
240
BRACING
TOP CHORD
BOT FSO FAD
PLATES
MT20
Weight: 43 Ib
GPJP
197/1,44
Scale = 1 -26 -
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
Frigid ceiling directly applied or 10-0-0 oc bracing.
i
NOTA }
1) inn: ASCE 7-0 , 0mph+ h=25ft; TIL=4. ps,fa 8 D .8psf, Category 11; Exp C. enclosed, MWFRS gable end zeas, cantilever left and right exposed F end
ver9cal feft and right exposed, Lumber DOL=1.3 .plate.fp' DOL=1� 3.
TOLL: ASCE 7-0 ; Pf=35.0 psf (flat roof sr� at rye. 11; ESR ull E .;
Unbalanced snow loads have been consid6f'� l ,Fthi 'design.
tr •: 4 i
4) This truss. has been designed for g reat ' of Mi n+c� i load of 16,0 p sf or 2.00 times flat roof load: of 35.0 psf on overhang s non-mnr-urrent with other Iive
loads.
This truss has been. designed for a � + . p f bb m chord ii a Mond nonce current with any other live loads.
Refer to girder(s) for truss to truss-donneions wee.
7) Provide mechanical connection others)':of truss to bearing plate capable of withstanding 126 lb uplift. at joint 5 and 215 lb uplift at joint 2.
This truss is designed In accordah''O Wth the 2006 Int coati nail Residential Code sections R502.111 and R802.10.2 and referenced standard ANS11TPl 1.
LOAD CASE(S) Standard
Job Truss
Q542 C3G
_p
Mou ritian True & Components, Idaho Falls, I D 83405
Plate 0f1l
LOA DI H4
TOLL
(Roof S
TCDL
B LL.
BCL
L1 MBEF
TOP CH,
ESOT CH,
WEBS
TFC E%
qty Ply
1
—I T )YHILLIPLAN15t}618-301,fRl1DIE
1
I Job Reference (optional)
5,500 s Dec 14 2006 MiTek Industries, Inc. Thu Aug 30 14-1
RFA TION (1b/:s ze) 8=81/10-0-8, 2=375110-0-8,9=210/10-0-8. 1 -- � , 11=235/10-0-8,12-90110-0-8
Ma
1=235/1 ,1 90110-0-
a Hort 2-231 (L-
Max Up1if. =- 5(L ), ,-1 (L 7), =-71(L 7), t 7), 11=-94(L 7), 1 g --189(L 11)
M ax G rav 8=11 O(L , 2_555(L 11), 9= L '10= 6k )A 11=237(L ), 1 = (L
FORCES Ib - Maximum or pre ion/Maxamum Tension
TOPCHORD 1-2=x+/140, -- 1 74/18, 4=-149/41, 4-1 —1 •l8f , l-3=-114/4`61 Ea —6=-92/5216-7=-62/48,7-8=-95`/32
BOTCHORD CK -1 $ Y55, 11-1 =-43155, 10-11=- /55- : --10=-43/-55,8-9=-43/55
SBS 6-9= - 254f7l, 5-1 4-11-:189/98, - =-119/85
NOTE
1) Wnd: ASCE 7-05;t�
� ,
it h=i1, TO7L=pf,8[f' Category II; Exp 'v
enclosed Flgable zone; cantilever Ift and right exposed end
verti cal I eft and rig ht exposed; Linn b er D 0�.= �I. 3 plate gfi' DOL=1.. .
�ry � designed
,�+� � � ,ry I �y, }}-� .. �y ' ,may ,,j � wind
(normal
�} �y �` } Gable
-y I
TM u designed for Wind loadsin �h plane' -'Of t ;.t1u nl Forstudsexposed to ind J ormal to the face), see iT k "Standard Gable End Detail"
T LL: ASCE 7-05; Pf=35.0 p sf (flat roof- snow); Qatdgory I.I ; Exp G, Fully Exp., Ct=1 A,
Unbalanced s n ow I oads h eve beery c idr d- r tf pis design.
This true has been designed for greater of rniri:reof live Iced of 16,0 psf or 2,00 limes flat roof lead of 35,0 psf ren overhangs non -concurrent with other live
loads-
6)
This truss has been designed for ..10.0 p -1f bottom chord live load nonconcurr nt with .any other live loads.
7) All plates are 2x4 MT20 unless ofti r. iso indicated.
Gable requires continuous bottoms chi gearing.
Gable studs spaced at 2-:Q-0 oc.,
) Provide mechanical �1 l� � 1if� �t joint I � tior�: ..b . joint
of tress to bearing lit capable of withstanding 5 Its uplift at :oirtf , 1Ib uplift i joint , �'1 Ib uplift at joint ,
1 ,. b uplift joint 11 and 18 lb uplift at joint +1 ,
r
11 This truss is d si t� in ace'Ordance with the 2006 International Residential Code sections R502-11.1 _11,1 and R802.10.2 and referenced standard NS[ITPI 1 _
LOAD OAS EO StAMaW
Job Truss
Chi
Mo anti an Truss & Components, Idaho Falls, l D 83405
7 -ype Qty
kk,joF TRUSS ,
Ply F )YH I LL/PLAN 1506/8- 0/J R/I DIE
C
Job Reference (optional) -
.500�s Dec 14 2005 MiTek lndu stri.es, Inc. Thu Aug 30 14,12,13 2007 Page 1
-2--
4-8-
-
-0-017
--0
21-0-0
-� _
_.27.8-
32-4-
7-0-8
-0-0
4-8-
4-1-1
4-1-1
4-0-
-0-0
2-"
4-2-0
4-8-0
4 -8 -
6
x4 =
5x --
cal 1:75.
a
- " 13-0-0 1-0-8 23-6-82.7-8-8 2§-3-0 32-4.8 -0-8 2-0-0
-9-4 --12 8-0-0 r-8 4-2-0 0--8 4--8 4-8-0 4 -11 -
B DL 8.0 cede 11 zWol I -1f20u2 (l ata) Wind(LL) 0,05 21-23. >999 240 `''eight: 231 Ib
LUMBER -
TP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 4 SPF 18 OF 1.8E *Except*
2 X 4 DF Stud/Std
VVEBS 2 X 4 DFStud/Std
ti
n 13RACING
T P H BD
BOTCHORD
Structural wood sheathing d1rect[y applied or 3-10-3 ee .purtins, except end verticals,
Frigid ceiling directly applied or 2-10-6 oo bracing, Except:
--o oc bracing: 18
REACTIONS(IbIsize) 17=2439/0-5-8, 14=4 111Vlechanioal, 2=1 !B 1D= •-8
MaxHlerz =-24 (L 8)
Max HPIcf l �-3 L 8)' 14=-174(L 8), 2=- 7 L
Max rav17=317 (1- 17), 14=606(L 17), 2= 1 (L 17)'
FORCES .(Ib) - Maximum imum Compression/Maximum Tension
T P H RD 1s2=01142, 2-24=-3048/394, 3-24=-28851410, 3-4=-26 X388, 4-25=-1 739/312, 5-25=-1 575/31 , 8- 4871319, -7=-889/242, 7--B=-995/251 ,
8-9=-736/190. , 10-11=-53/830, 11-27=-178/212, 12-27=-312/196,12-13=-709/229, 13-14=-5611194
BOTCHORD D 2-2 =-243/2544, 22-23=-1 8012.032, 21-22480/20 2, 20-21 _`120/1337, 19-20=-3/584, 18-1 =-870/254, 17-18=-3142J402, 9-18=-23391253,
� -1 �`1 1 �-1 --124.#5, 1 ` 15 --�'� •�': " � ` � `° .
WEB -23==484/138, 4-23=-31/46.3, 4-21 1: 1205q -21=-35/31 , -21=- 11555, 6-20--8841158, 7-20--41 /184. B-20=-87/808, 8-1 -1150/138,
9-19=-1 16/1668,16-1 8=-1 '/24 ', ff. 11 _74 1 X271 A 11-16=-38/342,12-16=-501/144,12-15=-25/144,143-15=-81/415
NOTES'
1) Wnd ASCE 7-05, 90mph; h-25ftT C QL-4. psf,• E3 C DL -4,8p f, Category 11, Exp ; enclosed, M VVF R S gable end zone, ca nt.ileve r left and right exposed , end
vertical left and right exposed-, Lumb&-D L=1.33 pate grits DOL=1.33+
2 TCLL ASCE 7-05- Pf=35.3 psf (flat roosno'v' )- ategory 11, Exp A Fully Exp.' Ct=1 .1, Lu=50-00
Unballancedsnow loads have been" coh-Odere�d for thisdesign,
4) This truss hes been designed f4 r titer. oUrnln reef Ilue loud of 16.0 p f or 2.00 times flat roof load of 35.0 plsf on overhangs non -concurrent with other live
loads.
Provide decou to drainage : p ftr vent'orater porgydlrig,
6) This truss hes been deli ne .for 8 G-.0.'psf bottom chord live load nonconcurrent with any other lige loads_
7) Refer to girder(s) for truss to tru8s connections,
8) Provide mechanical canne6tion (b .other) of truss to bearing, plate capable of withstanding 384 lb upCif# at joint 17, 174 1b uplift at joint 14 and 373 lb uplift at
joint 2.
9) This truss is dlesigned'Tq accordance with the 2006 Intemational Residential Code sections 8502.1 1,1 and R802.10-2 and referenced standard ANSIfTPI 1.
LOAD AE(B) Standard.
0
: .
Plate Offsets. ,_Y)J2:0-2-5 Ed15:0-5-0.0-2-01,
LOADING (psi
TOLL 35.0
SPACING
2-0-0
CS1
DEFL
in
i
Vdefl
L/d
PLATES GRIP
F oof Snow=35.0)
Plates�s Increase
1.15
T
0,83 A.
Vert(LL)
-0.14
21-2
>999
o
>~i�1T 0 197/144
T L ..
Lumber Increase
1.15
48
.6240
�,j, '
BC LL
Rep Stress lner
YES
0,91
Horz(TL)
0.07
14
n1a
nisi
B DL 8.0 cede 11 zWol I -1f20u2 (l ata) Wind(LL) 0,05 21-23. >999 240 `''eight: 231 Ib
LUMBER -
TP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 4 SPF 18 OF 1.8E *Except*
2 X 4 DF Stud/Std
VVEBS 2 X 4 DFStud/Std
ti
n 13RACING
T P H BD
BOTCHORD
Structural wood sheathing d1rect[y applied or 3-10-3 ee .purtins, except end verticals,
Frigid ceiling directly applied or 2-10-6 oo bracing, Except:
--o oc bracing: 18
REACTIONS(IbIsize) 17=2439/0-5-8, 14=4 111Vlechanioal, 2=1 !B 1D= •-8
MaxHlerz =-24 (L 8)
Max HPIcf l �-3 L 8)' 14=-174(L 8), 2=- 7 L
Max rav17=317 (1- 17), 14=606(L 17), 2= 1 (L 17)'
FORCES .(Ib) - Maximum imum Compression/Maximum Tension
T P H RD 1s2=01142, 2-24=-3048/394, 3-24=-28851410, 3-4=-26 X388, 4-25=-1 739/312, 5-25=-1 575/31 , 8- 4871319, -7=-889/242, 7--B=-995/251 ,
8-9=-736/190. , 10-11=-53/830, 11-27=-178/212, 12-27=-312/196,12-13=-709/229, 13-14=-5611194
BOTCHORD D 2-2 =-243/2544, 22-23=-1 8012.032, 21-22480/20 2, 20-21 _`120/1337, 19-20=-3/584, 18-1 =-870/254, 17-18=-3142J402, 9-18=-23391253,
� -1 �`1 1 �-1 --124.#5, 1 ` 15 --�'� •�': " � ` � `° .
WEB -23==484/138, 4-23=-31/46.3, 4-21 1: 1205q -21=-35/31 , -21=- 11555, 6-20--8841158, 7-20--41 /184. B-20=-87/808, 8-1 -1150/138,
9-19=-1 16/1668,16-1 8=-1 '/24 ', ff. 11 _74 1 X271 A 11-16=-38/342,12-16=-501/144,12-15=-25/144,143-15=-81/415
NOTES'
1) Wnd ASCE 7-05, 90mph; h-25ftT C QL-4. psf,• E3 C DL -4,8p f, Category 11, Exp ; enclosed, M VVF R S gable end zone, ca nt.ileve r left and right exposed , end
vertical left and right exposed-, Lumb&-D L=1.33 pate grits DOL=1.33+
2 TCLL ASCE 7-05- Pf=35.3 psf (flat roosno'v' )- ategory 11, Exp A Fully Exp.' Ct=1 .1, Lu=50-00
Unballancedsnow loads have been" coh-Odere�d for thisdesign,
4) This truss hes been designed f4 r titer. oUrnln reef Ilue loud of 16.0 p f or 2.00 times flat roof load of 35.0 plsf on overhangs non -concurrent with other live
loads.
Provide decou to drainage : p ftr vent'orater porgydlrig,
6) This truss hes been deli ne .for 8 G-.0.'psf bottom chord live load nonconcurrent with any other lige loads_
7) Refer to girder(s) for truss to tru8s connections,
8) Provide mechanical canne6tion (b .other) of truss to bearing, plate capable of withstanding 384 lb upCif# at joint 17, 174 1b uplift at joint 14 and 373 lb uplift at
joint 2.
9) This truss is dlesigned'Tq accordance with the 2006 Intemational Residential Code sections 8502.1 1,1 and R802.10-2 and referenced standard ANSIfTPI 1.
LOAD AE(B) Standard.
0
Job Truss ype Q1Y ply
.Q542 D1G GmLAE
lountian Truss & C omponentsa Idaho Fa11s, I D-83405
1-2-0-01 4-11-0 1 B-11-813-0-0
2-0-0 4-11- 4-0-8 4-0-8
6,0 F1-2 3x4 54
4
3x4
4 3
Pl ate Offsets i
LONTO
30 29 23 27
U8 - 4x5 _
17-0-0
4--0
'10 MTI SH
21--0 2+2-010 2-11-2
r � �
4-0- 1-0-
x12 -
7 4X5
25 24 23 22 21
4x = 4x8R = 4x5
4-11_2
9
P� NH4LL IPPAW 0- 0f J /1DIE
,Job Reference 0o tiorll
6-500 s Cleo 14 2006 MiTek Indu tNes, Inc. Thu Aug 30 14:12:15 2007 Page 1
1-10r 36T9- 42-o*.
4-11-2
- -
4-11-2 4-11-2 -2--1 6
Scale 1:79,0
k_ • L
• 1k v
x13 -Mt
� .
' :'3x4
553
19 is 17 16 15 14
3x4 11 4 = 3 3 = 6x3 = &14 MT1 SH
-11- , T11 T 13-0-0 17-0-0 1-0-0 - 1-104 36-9- -- 42-0-0
4-11 4-0-3 4-c-3 4-0-0 4-0-0 1-0-0 4-11-2 4-11-2 4-11-2 5-2-10
X' . L2.0-4-2,0-2-121, [5.0-6-8,G-1 -1 [7.0- -0'0- -0], [114: Edge, -3-3l,
a
L-6
LOADING N' (psi
T LL
35,0
SPACING
EF L
I1
id et1 Lid
'LTE 1'
(Roof no - .0)
Plates Increase
11.15
TC
0.74
'eFt(LL)
-0,1215-16
>999 360
lVlT20 197/144
T DL
8.0
Lumber Increase
1.15
RG
0.78
i :.
Vert(TL)
-0.1915-16
>999 240
MT18H 197,144
LL
Rep tress I ner
0:x'4
Horz(TL)
-0,04
14 n/a n/a
BC DL
Cede IF 0 ITP1200(Matrix)
, :
Wnd(LL)
0.06
15-16 9 240
Weight: 354 Ib
LUMBER
BRACING
TOP HO D
2 X 4 SPF 1650F 1,6E
TOP, CHORD
Structural wood sheathing
directly applied or 3-5-7 oc purlins,, except end verticals,
BOT CHORD
2 X 6 DF No.2 *Except*
BOT H FAD
Rigid ceillng directly applied or -0-0 ec bracing- Except,
63 2 X 4 SPF 165OF 1.
-- braerr�
"EBS
2 X 4 CSF Stud/Std *Exce p t&
WEBS
1 Raw at r•' ld pt
- 9-17, 10-17
W16 2 X 4 DI! 240OF 2.OE, W15 2 X 4 SPF 165OF 1-67 k
OTHERS 2 X 4 DF Stud/Std
REACTIONS f jb/size) =3' 5/22-0- ' 30=239/22-"1 27-1 7/�lo, 26 437 1 /2 2-0-0, z -63$x`22 -0-D, 1-621 /2 -0-0, 2012961 /22-0-0, 14=27'29/l eehanical, 224311 2-0-0, 24=30 22-0-0, 26=35/22-0-0,
28=35/22-0-0, 31=50122-0-0
Max Holz 2--244(L 8)l
Max Uplift2=-24(L 7), 30=- L 7),
� L 'S L 7 , 3-��191 (L ), 1--114(L ), 0=- 3(L , 14-- (L ), 31=-1 (L 1, 1)
Max rav2- (L 17), 30=447(L 17), 7= 3(L 13)1 ` -474(L 17), 23- (L 13), 21=740(L 17), 20-351 (L 17), 14=3001 (LC 17). 2=7 (L 4), 24- 3(L 4), 26=78(LC 4),
=77(L+ 4), 3110 (L C 4)
FO RC E (I b- Maximum Go r n p rens Io n/M axi rn um Teri 16n
TOP HO CA 1-2=0/149,2-53=-141/93,3-53=-4:5751.3-4�=-821380, 4-54=-66/534, 5-54.;---6(657,5-6=-26f749, 6-7=26U49, 7-8=-391926, 8-9;---99111271
- -` 124114 50, 10-55=-14o2�'433, # -11 ''-2784/685, 11 `1 --2935 `669, 1 -1 -`33301821, 13-14=-2428/546
BOT CHORD 2-31=- /215, 30.31'-55/21 . 29-30-66 ' , 2 -2 =-55/215, 27'23=-55/215, 2 -27=-226/308, - - 226'308, 24-25--481/380,
23-24=-481/380, 22-23=-889 r� - 44 0 20.21-� 35/444, 19-20=-Il31420,8-20=-6171127.18-19=-7/20,17-18=-7/20,
16-17;---42612490, 1 1 6=-,65'-3 33 15=-174f637
v .:
SBS 3-30--424/91, 3- 7= l 09, 4 27=-248/52, 4-251-366/117, 5-25--242138, -23 -5O9f , 6-23=-645/146, 7`232-129/267, 7-21--x'311'92,
8-21 =- 145/180, 17-20 A6411601,' 9-20=-2425/674. -17=-44511668, 10-17=- 180/4941 10-16=-32 6/1637, 1 -1 1044/276, 12-15;---363/661 ,
13-1 --486127'03
NOTES 1
�i'
1) Wind: ASCE 7-05; 90mph: h,.l ft; T L=4, p f; CSL= . pst�, Category 11; Exp : enclosed; V\ ISS gable end zone, cantilever left and right exposed ; end
vertical left and right expp ed . Lumbehr DOL=1.33 plate Grip CE L=1.33.
Truss designed for Wncl loads i the plane of the truss only. For studs exposed to grind r�orr-rial to the face), see iTe " tandard able End Detail"
3) T LL ASCE 7-05; Pf-n35. 'Off (tl a t .roof sn ovr); Category 11; Exp - Fully Exp.; t=1.1, Lu i x-0- 0
4) Unbalanced snow ld&ds have'diperg considered for this design-
This truss has :been d igned fir greater of rain roof lige load of 16_0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live
[o.ads.
Provide adequate d ra.ina g e to prevent water p on -din .
7) This truss hay ��een designed for a 10,0 psf bottom chord live load noneon urrent with an other live loads.
3) All pl ate s ire I' T2 pl a s unless etherwise indicated -
9)
ndirated.
All plate�`M-T.20unless otherwise indicated.
10) The foil ovVIn JQint(s) require plate Ir spe tion per the Tooth Count Method when this truss is chosen for quality assurance fnspeetlen: 14.
11) 6b1 : to o6ced at -0v0 oc,
12) efe: `t}r( s) for tru ss to tru s s con necti ons.
r
13) Provid"61rethanical connection (b others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 2. 86 Ib uplift at joint 30, 89 Ib uplift at joint 27,.
85 lb upt tat joint 25, 191 lb uplift at Joint 23. 114 Irb upMiift at joint 21, 653 ib uprif# at joint 20. 642 IIS uplift at joint 14 and 122 Ire uplift of Joint 31 .
14) This truss is designed In accordance with the 2036 International Residential Code s rtiom R502.1 and R802.10.2 and referenced standard ANSIfT.PI 1
1 ) Girder rimes tie -ire span (s),, 10- 0-0 from 22-0-0 to 42-0'
1 ) In the LOAD CASE(S) section, leads applied to the face of the true are noted as front (F) or back (S),
LOAD CASE(S) Standard
1) Snow: Lumber Increase --11.1x, Plate 1 ncrease= l _ 1
Uniform m Loads (plo
Vert: 1-5=-86, 5-7=-r 7-13:---86P -20=- 16. 14-19=-213(F;---1 7
Job Truss
Q542 D
Mounti a n Truss & Components, Idaho Fall., ID 83405
,y 'vpe QIy
kk.,oJF TRUSS 15
I
Job Reference (optional)
6.500 s Dec 14 2006 MiTek Industry s, Ino. Thu Aug 30 14-12-18 2007 Page 1
10 1 2 11T 1 Hl
3x4 5X8
5X8
25
.0 [12 4 7
3x4
8
T
2 r
tIR1 R 64
d
4X12 = 2 21 20 19 1
1 - 2-x4 r I 5x12 WB — 8x16 IT1 8H —
4x8
3x4
4
}
37-2-0 42-&-0
4-6 4-1 0
�� � }
8
26"
15
1 O 2O MT2 H
3x4
T 127
14
8x "12
8x 12 MT20H
1
-6-2-12 8-0- = 8 4-6-8 4-6-8 4-8-8 4-10-0
Scale = 1-178.6
e--t_..Offsets
8=-4
18-8-
17-0-0
--1
[12-,E.der0-8-41
'-1,EdLgel,
0 e
23-6-8
28-1-0
32-7-8
-0-0
LOADING (ps
T L L
6-2-12-
4-0-0
4
0
0
PLATES
8
4-6-8
4-6-8
10 1 2 11T 1 Hl
3x4 5X8
5X8
25
.0 [12 4 7
3x4
8
T
2 r
tIR1 R 64
d
4X12 = 2 21 20 19 1
1 - 2-x4 r I 5x12 WB — 8x16 IT1 8H —
4x8
3x4
4
}
37-2-0 42-&-0
4-6 4-1 0
�� � }
8
26"
15
1 O 2O MT2 H
3x4
T 127
14
8x "12
8x 12 MT20H
1
-6-2-12 8-0- = 8 4-6-8 4-6-8 4-8-8 4-10-0
Scale = 1-178.6
e--t_..Offsets
KYY [2:,4�,.a_ V--10,Egg el,[4-0-7-120-1-121,:-4-
--1
[12-,E.der0-8-41
'-1,EdLgel,
11.:--1ai
LOADING (ps
T L L
SPACING -0-
1
btft in
(loc I/def] Lid
PLATES
P
.8
Roof - .
Plates lri r ase 1.1
T 0.,
rt(LL) -0.7717-18
>844 388
MT20
1971144
T L L
8.0
r
Lumber Increase 1,1
r8
.:. Vert(TL) -1-1
17-18 >432 240
MT20H
148/108
ALL
�.�
Flap .stress Ivor YES
� 0.'x.9
Horz(TL) 0.84
2 n1a n1a
IT18H
1971144
LL
8.0Code
iRBr`P12i(Matrix)
r�dLL 0.2617
> 240
+et: 1 lb
LUMBERBRACING
T P HO D
2 X 4 SPF 21OO 1.8E *Except*
TOPCHORD
Structural wood s heathing directly
applied or 1 - 11-3 cc p ufl Iris, except end verticals,
T2 2 X 4 BPF 18 8F 1.8E, T8 2 X 4 SPF 1650F 1.6E
BOT O C
IWEBS
Rigid ceiling d%redly applied or 8-5-9
c braying.
BOT H RD
4 FBF 180F 1 XE *Except*
1 Row at midpt 7-19
B2 2 X 4 SIF 1858F 1.8E, .B1 .2 X 4 BPF 165OF 1.8E
WEBS
2 X 4 DF StudlStd *Except*
d
14 2 X 6 OF No.2, W1 3 2 X 4 SPF 1650F 1.6E
WEDGE
Left: 1. _5 L L Truss Grade
REACTIONS (lb/size) 2=2821 /G-5-80 = 11 1 - -8
Max H or 2=-248(L 8
Max Ll pl ift =-4 ( L 7). 23=-428(LC 8)
Max rav=8178(L17). -2711(L 17
FORE (lb) - Maximum Compression/Maximum T h
TOE H RO 1-2-81142, 2-24= 5235/573, 3-245801, , 3.2 5-_41321538, 4-25--8828/547, 4-5--8528/524, 5-5.;--414 7/646 -7=-4686/898, 7-8 5989/820,
8-26=-6948/987, 9-26=-7003/9-75, :1'0=-70961972, 10-27=-7590/1095,11-27=-7687/1080, 11-12=-6930/1027, 13-23_-2711/428,
12-13=-27931472
BOT FAD 2-22=-387/4448, 1- =-387/4448, 20-21,-387/4448, 19- 0�-20813885, 18-19=-354/5151, 17-18=-636/6409, 1 17=-8 O0 ,
15-16=-855/62:99,14-15=-:86410284','13-14=-1 43/829
WEBS 3-22=W233, 3-20=-1 0761228, 4-120'-- 125/1154, X28--8741181, 5-19=-83/661, 8-1 9=-235/1789, 7-1 =-24281404, 7-18=-294/2215,
8-18 -1282/298, -17-- 80/486, 10-1 7= 8211287, 18-1 =-179177. 11--16=-82/`0 2, 11-14=-852/168, 12-14--698/5386
NOTES
1) Wind: ASCE 7-05; mph; h=2 ft, CDL=4: p f; 8 C CSL=4. p fb Category 11; Expo ; enclosed; M WFRgable end zone; cantilever left and right exposed end
vertical left and right a pe . m6br DOL=1,33 plate grip COOL=1.33.
T LLr ASCE 7-05; Pf=35.8 00 Cateocry 11; Exp C. Pully Exp„ t=1 ,1, l_u=50-0-0
Unbalanced snow loads die bidrd for this n.
4) Thi s try ha s b aan desig n for ater of m in roof lire I oad of 18.0 p sf or 2, 80 ti mes flat roof I oad of 35, 8 p f on ovary ang s n on-concu rr a t with oth er I iv
leads. }.
Provide adequate drah a to prevent water parading.
This truss has.*h'desfgppOlor a 10.0 psf bottom chord live load noncon urre t with any other Imre loads.
7) All pietes .ire- T B plates unless otherwise ind«aced.
Beadng at loin't() 23 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. BuIlding designer should verify capacity of hearing surface.
Provide rh. h I l co rieot o:n h� others) of truss to bearing plate capable of withstanding 469 lb uplift at -oint and 428 lb uplift at joint 23.
10) This If:r�,.: tad ire accordance with the 23061 nternatlonaI Ident[aI Code sections 850211. 1 and R 80 .1 O, 2 and referenced standard AN S]ITP1 1,
LOMY° � Standard
Job Truss T ype
Q542 RuJF TRUSS
Mountian Truss & Components, Idaho Falls, ID 63405
CD
_0_G 4-8-5
8-10-3
13-0-0
17-0-0
21-0-0
23-6-8
27-6-0
2-0-0 4-8-5
4-1-13
4-1-13
4-0-0
4-0-0
2-6-8
3-11-8
6.00 F1 _2
2x4 \\
5x8.
3x4 -�-'
25
24 23 22
3x4 = 5x8 VVB
3x8
3x4
6
6x12 MT 0H
M
21 20
8x1 6 MT1 8H
5X8 —_
Z
F F )YH I LLIP LAN I 50618-30/J RA DIE
_
I Job Reference (optional) i
6-500 S Dec 14 2006 MlTek Industries, Inc.- Thu Aug 3014,12;20 2007 Page I
31-5-8 35-5-1 39-4-9 44 b -d 146-0-0
3-11-8 3-11-8 3-11-8 4-74 2-0-0
Scale 1,81 .O
19
3X6 '18
-806 MT18'H--- 17
48
13
A 3x4
JX4
2x4 1; 4xS
6x1 2
3.00-12
.0
6-9-4 13-0-0 21-0-0 23-6-8 27-6 - 31-5-8 35-5-1 39-4-9 44-0-0
6-9-4 6-2-12 B-0-0 2-6-81 3-11-8 3-11-8 3-11-8 3-11-8 4-7-7
Plate Offsets (X,Y):
[2.1-2-5,0-1-11, [2,,0-2-5, Edge], [5:0-4-12.0-2-41,17,0-7-12,0-1-121.il_�:0-1-0,0-1-121.
[14,:0-11-15,0-0-131-
[20'19-6-8.Edge.
in
(loo )
11de1
LJd
PLATES
G Pd P
LOADI
TCLL 35,0
SPACING 2-0-0
CS!
(o35.0)
Rof Snow=
Plates Increase
1.15
TG 0-98
Vert LL)
-1.05
19
>497
360
MT20
1971144
TCDL 8,0
Lumber Increase
1,15
BC 0,94
Vert(TL)
-1.56
19-20
>335
240
MT20H
148/108
Rep Stress Incr
YES
WB 0.87
Horz(TL)
0.78
14
n1a
n1a
IVIT1 8H
197/144
BCLL 0.0
8
BBL ,0
Code IRC2006fTP1200 2
(Matrix)
4.-
Wind�LQ
0.35
19
>999
240
Weight. 238 Ib
LUMBER BRACING
%
TOP CHORD 2 X 4 SPF 1 5O 1.6E *Except* TOPCHORD Structural wood sheathing directly applied.
T4 2 X 4 DF 240OF 2,0E 4 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2 X 4 SPF 1 O 1- E *Except* WEBS 1 Row at midpt 6-22,8-21
134 2 X 4 DF 2400F 2.OE, B3 2 X 4 SPF 21 UOF 1.8E
V\EBS 2 X 4 DF Stud/Std *Except*
VV7 2 X 4 SPF 1650F 1.6 E
V\EDGE
Left: 1.5 X 11.88 LSL Truss Grade
SLIDER Right 2 X 4 SPF 1650F 1.6E 4-3-3
REACTIONS (Ilb/size) 2=2418/0-5-8,14=24118/0-5-8
Max H or 2=3 25(LC 8)
Max Up11ift2=-47`7(LC 7), 14= - 582 (LC 8)
Max Grav2=3294(LC 17), 14=2988(LC 1.7)
FORCES (1b) - Maximum Compressiion/Ma xirnumTen ion
TOPCHOOD 1-2=0/1 42, 2-3-.;--5547/630, 3-4;---51'43161 O� -4-25=-42991557, 5-25=4157671, 5-6=-37481537, 6-7=-4539/673, 7-8=-51091725, 8-9=-6572/865,
9-10 -782011050,10-11=-8761/1218['l...-12--8,892/1211,12-26=-950211353,13-26=-959511344,13-14=-9458/1345,14-15=0/136
,BOTCHORD 2-24=-404[4744t 23-24=430514 T7 305/4317, 21-22_-197/41 , 2 0- 2 1-- 311/5676, 19- 0=-5' 617 097, 18-1 9=-8 32W8 5
17-18=- 1048/8628, 1 5-1 7-1 005/8457, .14-16=_1 08918434
SBS 3-24=-410/131, 4-24=-2-4f434, 4 2 2 867/201, 5-2 2= -165./1447, 6-2 2=-99511 77, 6-21=-90)779, 7-21 244/1967, 8-21 2749/422,
8-20=-334/2648, 9-2OT-1476/320.0-1 =- 1511884 10-19=-1 099f266, 10-18=-821468, 12-18=-7621220, 12-17=-1 2-/149, 13-17=-481372,
NOTES 13-1 15=41 /110
1) Wnd, ASCE 7-05; OO h, h
25k.TCDL=4.2psfi I3CDL=4.8psf, CategM 11; Exp G, enclosed; MWF FZS gable end zone; cantilever left and right exposed end
vertical 'left and night exqoSed-,' Lu'" b6r'DOL=1.33 plate grip IDOL=1,33,
1
2) TGLL ASCE 7-05- Pf--35.G...psf --(Pat roof snow); Category 11; Exp C; Fully Exp.: Ct=1,1, Lu=50-0-0
P
3) Unbalanced snow loads haver Oeeinconsidered for this design.
4) This truss has b eeW'i g nedt'r gr
eater of rn in ra of live Iced d of 16 0 p sf or x.00 t Imes flat roof load of 35.6 p Sf cry overhangs non -concurrent with other live
loads.
5) Provide adequate driama"gq-to ing.
prevent water pond'
6) This truss hay. been doWgned for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are :MT20 plats unless otherwise indicated.
8)
Bea ring a 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building -designer should verify capacity of bearing surface.
9) Provide r�han'in-.-:-b0nnecfion (by others),of truss to bearing plate capable of withstanding 477 its uplift al joint 2 and 5821 uplift at joint 14
10This truss'g ne d in a ccord anee with the 2006 1 intern ati ona I R es i d enti al Cede sections R 502, 11 1 a n d R 80 2.10.2 and referenced standard' AN S I /T P 1 1
) .
LOAD
-Standard
Ln
C1
1514 1
6
Job Truss ype
Q542 D4 RuJF TRUSS
Mountian Truss & Components, Idaho Falls, ID 83405
Qty Ply )YHILL/PLAN 1 50618-301JR/IDIE
.-JJob Reference (optional)
6,500 s Dec 14 20061 Te �ndustfles, Inc, Thu Aug 30 1412-22 2007 Page I
1-2-0-01 4-9-15 1 9-0-0 1 13-0-0 17-6-8 21-0-0 a23-6-8 27-6-0 31-5-8 35-5-1 39-4-9 44�0-0'
2-0-0 4-9-15 4-2-1 4-0-0 4-6-8 3-5-8 2-6-8 3-11-8 3-11-8 3-11-8 3-11-8
7.. Scale 1.81.0:
5X8
.81.0-
5X8 8x1 0 MT1 8H
3x8
6X8 5 T2 6 7 SX8
27 8
4
3x4
VV7 VV7
'0
VV2
2
24
75; 23
Plate Offsets
U6
to
1bR
6x6 b 1 fVl I'ld"-3x4
2x4 11 5X8 Z:, 22 21 20 W 6 13
6X8 8x10 lVlT1.8H
8x1 6 MTH= 18
2.00F1_2 5X8 10x20 MT20H 8
ZZ
14 —
3_00 Ll 2 3X6 3k4
84
2x4 I I 5x8
5x 12
4-9-15 9-0-0 13-0-0 17-6-8 21-000 23-6-8 27-604' 31-5-8 1 35_%S_1 1 39A-9 t 44-0-0
r.........
4-9-15 4-2-1 4-0-0 4-6-8 3-5-8 2-6-'8 3-11-8 3-11-8 3-11-8 3-11-8 4-7-7
(X,Y)-. [2-.0-10-6,0-0-6], [2:0-4-6,Edgel, [5.0-4-1.x,0--2-4L,_f7_._6-_6-�_,0'-_1 JT4--7-,Edgej, [22:0-5-0,0-2-111 [24-10-7-0,0-3,_91
T_
Lx�
T I
LOADING (psf)
SPACING 2-0-0
CS1
btnL in
(Joc) I/defl
Lid
PLATES
GMP
TOLL
35,0
P later I n crews e 1.15
T -C 0,88
Vert(LL) -1.10
18-20 >476
360
MT20
1971144
(Roof Snow=35.0)
Lumber Increase 1,15
BC 0.93
Vert(TL) -1.63
18-20 >321
240
MT 0H
1651146
TCDL
ROLL
8,0
0,0
Rep Stress Incr YES
WB 087
Ho (TL 0.93
14 n/a
n/a
MT1 SH
197[144
BCDL
8.0
Code 1RC20061TP12002
(Matrix)
Wnd(LL) 0.38
18 >999
240
Weight: 244 Ib
LUMBER
BRAC[NG
TOPCHORD
2 X 4 DF 240OF
2DP
TOPCHORD
Structural wood
sheathing
directly applied or 11-7-15 oc purlins.
BOT CHORD
2 X 4 DF 240OF
2.OE
BOTCHORD
.Jd ng die tlecy applied
Ri1 ql ceil-I
or 2-2 -0 oc bracing,
SBS
2 X 4 DF Stud/ 'td *Except
SBS
I Row at midpt
4-23,8-21
W3 2 X 4 SPF 165OF
1,5E, W1 0 2 X 4 SPF 165OF 1_6E
WEDGE
Left: 2 X 4 DF Stud/Std, Right, 2 X 4 DF StudfStd
REACTIONS (lb/size) 2=2423/0-5-8, 14;:2215/1'dechanical
Max H orz 2=-27.0(LC 8)
Max Upi ift2=481 (LC 7), 14= 57(L 8
Max Graw 2=32919(LC 17),14=2786(LC 17)
FORCES (1b) - Maximum Compress ionlMaxinnum Ten.sioh"'.,.
TOPCHORD 1-2=0/138,2-26=-7777f789,3-26=-7596/80".3A=-7138"/768,4-27;---4815/599,Ei-27=-46851607,5-6=-4229/570,6-7=-455lr7O8,7-8=-5l2Or765,
B-9=-65971912, 9-10=-7858/1107, l(�-ll:=i4611.,2-86,11-28=-9594/1443,12-28=-961211437, 12-13=-ID687/1435,13-14=-9708/1512
BOTCHORD- 25=-587/6772,24-25=-591/6781�:'23'24.,=-482*/6357,22-2,3=-22914301,21-22=-224/4260,20-21=-407/5697,19-20=-695f7l3l1
18-19 =-7046'1 21, 17-18=-953/814 tj 16-17'-x-1153/8,595, 15-1 6=-,l 31 3187G4, 14-15=-181218685
WEBS 3-25=-6/147,3-24=-537/110.4!7,24=-1 912S .4-23=-2826/338,5-23:---173/1671,6-23;---354/357,6-22-;--657177,6-21;---l151709,7-21=-27,211966
8-21=-2750/437, 8 -2G= -346i2--' --:.:6�L11490/341, 9 -18= -1641900,10 -18=-1121/279,10-17=-90/475,11-17=-777)236,11-16=-10/166,
13-16=-32/199, 13-15=-1.411 9.
NOTES
1) VAnd: ASCE 7-05-,90mph; h=25ft""TG0L=4.2psf` BCDL=4.8psf; Category 11; Exp C- enclosed- MWFRS gable end zone: cantilever left and right exposed end
; I P I P
vertical left and dgfit exposed,, L-Omber DQL=1.33 plate g d p D0L=1:83 _ T C L L: AS C E 7-05-, Ff= 35.0 p Sf (fl at.'r o,of :s now); Category 11, Exp C -, Fully E xp.; Cts 1, 1, Lu = 50-0-0
3) Unbalanced snow loads haVe-been bo"nsidered for this design,
4) This truss has been desipgped:for'gr�ti_-'r of min roof live load of 16.0 psf or 2-00 times flat roof load of 35-0 psf on everharigs cion -concurrent With other live
loads -
5) Provide adequate drainage o. prevent water ponding.
6) This truss has boen':�esigned for a .. 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are M-1-20 PiA�a.s unle"6"s otherwise -indicated.
8) Refer to girder 'b"Uss 10-t-WSS Corlrlections.
10TP[ 1 angle to rain formula. Building designer should verify capacity of bearing surface.
io Sid I
9) Bearing at (S) 2 coh ers parallel to graln value using ANSI/
10) P rovi de med"band eal c h nection (by others of tru -s s to beari n g plate capable of vvi t h sta n d 1 n g 481 Ib u p I ift at joint 2 a n d 457 1 b uplift at joint 14
'd' siq I -al Code ecti
sons R502 .1 1.1 and R802 ,1 and refere
0. 2 nc Land rd sANSI/TPI 1.
11) This truss is 6 ned]n accordance with the 2006 lnternaffona[ Res
LOAD CASQ) � tandard
Truss
NG
l ountian Truss & Components, Idaho Falls, ID 8340
SLE
Fly �-_ J'F, ) H I LL/P LAN 1 50618- 0/J R/I D/E
- Job Reference (��ationall
.500 s Dec14 2006 f iTek Industr es, Inc. Thu Aug 30 1412;2 2007 Page 1
-2-0-0 4-- -0-0 13-0-0__. L _ 18-D-0 , 21-0-0 1 28-5-13 -0-0 1 44-0-146-0-01
-0-0 4-0-9 4-2-7 4-0-0 5-0-0 3-0-0 7-5-13 7-6-3 -0-0 -
82.4
Scale 1
r�
5X841k.
v
4x12 = 8x12 z::�
for.
26 25 2423 22 21 20, 19 18 17
US = x4 5x0
0-0-0 , 10-0-0 , 17-6-8 1 -Q-021 -0-0 , 28-5-13-
0-0-0 4-0-0 4-6-8 0-5-0 3-0-0
16 15 14
AA A
7--1 7-0- -0-0
18 VV f f
Plate Offsets
..
(X,. 1_0--,Ed_J__O-0,C�-1-11,L7:0-7-12,0-2-4 r 1 ;0-1- ,Ed e , ['18:0-3-0, _3_01
.
LOADING (ps
T! LL35.0
PACING 2-0-0
CS1
DEFL in
(Ioc) I/deft L/d
ELATES GRIP
(Roof -- _0
Plates Increase 1.15
T 0.
Vert(LL) -0,�1
2-2 > 300
MT20 197/144
T C L
&0Rep
Lumber Increase 1.15
SC 0.44 : !Vert(TL)
-0.29
2-29 >749 240
MT1 8H 107/144
BALL
0.0
Stress Incr NO
VV13 0,78
H rz(TL) 0.04
26 n/e rta
�
QCDL
8.0
Code I 2000ITF'12002
(Matrix)
Wind(LL) 0.03
29 99 240
Weight 338 lb
� ....._.__
LUMBER
BRACING
TOP ORD
2 X 4 SPF 1650F ME *Except*
TOP CHORD
Structural =od sheathing directly applied, or 4✓11-14 oo purlins.
T2 2 X 0 DF No.2, T3 2 X 4 DF 240OF 2,0E, T4 2 X 4 SPF 21 OOF 1.8E.%,
.BOT CHORD
rigid ceiling directly applied or 8-0-0 cc bracing, Except:
BOT H F D
2 X 4 SPF 105OF 1.6E ::
10-0-0 Do bracing. 2 -29,28. -29 -
-29,28- -WEB
WEBS
2 X 4 DF Stud/Std *Except* ::{ ^
6-0-0 o c bracing: 6-27
1� 2 X 4 SPF 1 OF 1. E, 10 2 4 FF 1O �DF 1.6E .:;, :...
VVEB
1 e at Kdpt 7-24, -24, 10- 19
OTHERS
2 X 4 DF Stud/ti
REACTIONS
(Ib/size) 2= -r5- = 0126-0-0, =y1 4/2Ei- '0,y l' 4 / -0, 1 --476126-0-0,
11= 7912 0 0, 5=38/2 -0-0, . _ 9/26- 0, -z3212 -0-0, 1= 5/26- 0, �0--69/25-0-0, 17=76/`26- 0
} �°y,
} {
, 1 =51/26 i}'' t 1 -- 11,26-0-0, 1 3=224/.2 ,O-i.r
Max I--Iorz 2=- 326 (L 8)
Max Uplift. =- 1 (L 7) r 26=-52(L , 4=-321(L 7)1 {, T1 70(L C 8), 1 --2 (L ), 11=-22
(L ), 20=-1 (L 0 4), 14=- 1 (LC 15). 13=-1 21 (LC 11 �
Max v =1 NI— 17), 26=1.208(L 2), 4=1 1 (L 1 , 10-710(L 17), 1 = iO(L
17), 11- 2 L 11), 25=81(LC 4), 2 y0 (L 4). 22=71(LC 4), 21-82(L 4), 17-1.69(L 4), 1 =88(L 4
14=71 (LC 11) t 13= 225(L 1 5)
FORCES Ib) -1 Maximum ompression/Ma irrrur n T
0
T Fi 1 D 1- =011-�I 4 1, 1 4 .$1
211/257, -49=-85 '2.710, 5-6 -1241263, 7=0/1 1, 7-8=0/997, 8-51=0/. 25, 9-50:--01402.
0-10=-137/351, 10-51 z-0119 , 11-5 1,7,230,160, 11-12=0/140
SOT HOlel) 2-29=-163/1598. 28- 0/8341°. 7-28--4058V261. 26-27;---1 201/ , -27=-14.40'2141 25-26=-40/2, 24-25=-4012, 23-24=-3(30/116, 22-23=-360/1 16
21-22=-3601116, 20-.21=-00011 ,x."19-20=-860.11 , 18-1: =-114172, 17-1 =-114172, 18-17--114 2, 15-16=-1 `14i72, 14-15--'114/'2,.
13-14=- 11472, 11-1 -1.14172',
SBS 3-29=-79-31207,4-29=0/662,4- 1-1 0p�1-.1�r6r 5,� 5-28=-495/67, 0-2 =-10 /1416, 24- .7 -1201 /354, 7- 7- 9081'1 0, 7-24=-401 f 0, 8-24=-04 •/108,
59
NOTES
1) Wind: ASCE 7-05; 00 ph; h--25ft; `CDL=4.2psf; E DL=4.8;psf: Category 11; Expo C, enclosed' MWFRS gable end zone; cantilever last and right exposed' ; end
vertical left and right xpcs ; :Lamb- r L)L=1 .33 plate grip DOL=1.33.
2) Truss designed for lnd.lead -in 066 pl ne of the truss Dryly. For studs exposed to wind (normal to the face). see MiTek "Standard Gable End Detail"
TOLL: ASCE 7-05; =35,0�p f -(flat roof now); Category ll; Exp G,, Fully Exp.; t=1,1, Lu=50-0-0
4 Unbalanced snow loads ha :b e36r�-:censidered for this design.
Thitruss has beend e -tie fbr greater of rain roof live load of 16.0 psf or 2.00 times flat reef load of 35.0 psf on overhangs non -concurrent with other live
loads.
6 Provide ide ade t &a- na 9
6 to. Prevent water pondling-
7 This truss ha been d6 igned for a 10-0 psf bottom chord live lead noncon urrent With any ether live loads.
All plates are' '1T 0 1146s unless other %se indicated.
All plates r2MMT20unless otherwise indicated.
10) Gablet oke at 2-0-0 oo.
11) Bearing tTjli t) 2 considers parallel to grain galas using NSIJP.i 1 Angie to grain formula, Building designer should verify capacity of bearing surface.
12) Provide m bani caI connection by others) of truss to bearing plate cap a b le of withs tand in 312 Ib u p I A at joint 2, 82 Ib uplift at joint 26 , 321 Ib upIift at joint
.
4, 1 fi {: ift at joint 19, 262 Ib uplift at joint 16, 226 Ib uplift at joint 11, ` 5 lb uplift at joint 20, 21 l% uplift at joint 14 and 12-1 lb uplift at joist 13.
1 This trt s is -designed in accordance with the 2006 International Residential Code sections R502,1 and R802.10.2 and referenced standard ANSIfTPI 1 -
WAD A EO blandard
r%
Job Truss ype Qty Ply F )YH I LLIP LAN 15 '618- 0/J R/I D/E
Q542 P -CAP PtoGYBACK 22 Wob Reference (optional
Industries, Inc. Th X14.12-27 2007 Pagel
Mountian Truss & Components, Idaho. Falls, 10 $3405 6.500 s Dpac 14 2006 Mi:Tek ii Aug 30 14,
4-0-0 8-0-0
4-0-0
Scale i 1 13-7
il
011-5
1-9-4
4-0-0
k 6-2-12
7-0-11
B-0-0
TOLL 35.0
SPACING 2-0-0
0-11-5
0-9-15
2-2-12
2-2-12
0-9-15
0-11-5
PLATES GRIP
( Roof Snow-35.0)
Plates Increase 1.15
TC 0.16
Vert(LL)
-0.00
7
>999
360
MT20 197/144
TCDL 8.0
LOADING (pso
TOLL 35.0
SPACING 2-0-0
CSI
OLFL'.
in
OOC)
Ildefi
L/d
PLATES GRIP
( Roof Snow-35.0)
Plates Increase 1.15
TC 0.16
Vert(LL)
-0.00
7
>999
360
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
RC 0.02 .
Y .. V6R�TL)
-0.00
8
>999
240
TOLL 0.0
Rep Stress In NO
WB 0004
Horz(TL)
0.00
4
n/a
n/a
PCNL rl
Code IRC20061TP12002
(Matnix)
Wnd(LL)
0.00
6
240
Weight - 191b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1 5O IXE TOP CHORD,
BOT CHORD 2 X 4 SPF 1 5O 1.611 BOT CHORD
SBS 2 X 4 DF Stud/Std
REACTIONS (lb/size) 2=22110-5-8, 4=2211 5-8,7=22810-5-8, 8=2610-5-8, 6"26/0-5-181:
M ax Hort 2 -2 9(LC 7)
N1 ax U pl ift.2 =-101(L 7). 4=-107(L ). 7 29 (LC 7)
9 =59(LC
N -lax Grav2=221(LC 1), 4=221(L 1), 7= 8(L 1), 8=� (LC.4�".6
4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1 -2=0/40.2 -9=-92/36.3-9=-28141,3-10=-28/321- 10=-9212 -[;74-5=0/4O
130TCHOOD 2-8=-4/28,7-8;---4128,6-7=-4/28,4-6=-4128-
IL VVE13,3 3--7'-1 94/50
Structural wood sheath -Ing directly applied or 6-0-0 oc purlins_
Rigidceiling directly applied or 6-0-0 oc bracing.
NOTES
1) Wnd: ASCE 7-05; 90mph, h=25ft, TCDL:--4.2psf; BCDL;--4.8p
;sf; Category 71; Exp C- enclosed, MV\FRS gable end zone', cantilever left and right exposed end
vertical left and right exposed- Lumber DOL=1,33 plate ilip-DOL-1.33,
2)
TOLL: ASCE 7-05, Pf=3 5t 0 p sf (flat roof snow); C6t 111; Exp C; Fu I ly Exp, ; Ct=+1.1
3) U'nbalanced snow loads have been considered for tNs deAgn.
4) This truss has been designed for greater of." Min roof 1've lead of 16,0 p or 2.00 times flat roof load of 35,0 p on overhangs non -concurrent with other live
loads.
5) This truss has been design ed for a lq&psf &tt:'rte 6h ord live load nonconcu rren t with any other live loads,
6) Provide mechanical connection (by rs) of fri ss to bearing plate capable of withstanding 101 lb uplift at joint 2, 107 J uplift at joint 4 and 29 lb uplift at joint
7.
7) This truss is designed in accorda.a6e with"the 2006 Inter aVonal Residential Code sections 1 .502.1 1.1 and 8802.10.2 and referenced standardANS-1171 1.
8) SEE MiTek STANDARD PI `BBQ TOSS CONNECTION DETAIL FOR CONNECTIoN To EASE TRUSS
LOAD CASE(S) Standard
Job ;Truss
Q542 EIG
Mountan Truss & Components, Idaho Falls, ID 83405
LOA DING (psi
TELL 35.0
(Roof Snow=35.0)
TCDL 8,0
BCLL 0t0
BCDL &0
1 LUMBER
-2-0-0
ype
F TRUSS
Qty I Ply
17-0-0
1 B-0-0
A B-0-0
SPACING
2-0-0
C51
DEFL
irE
Plates Increase
1.15
TC 0.71
Vert(LL)
-013
Lumber I neas e
11,15
BC 0,30
Verl(TL)
-0,14
Rep Stress Iner
NO
WI3 0.18
Horz(TL)
0-00
Code IRC2006ITP]2002
(Matrix)
Wind(LL)
0,01
TOP CHORD 2 X 4 SPF 1 O 1.6E
BOT CHORD 2 X 4 SPF 1 O 1,6E
BRACING
TOFF CHORD
BOTCHORD
)YHILLIPLAN l 506/8-30/JR11D/E
I
I Job Reference (optional)
6-500 s Dec 14 2006 Mffek Industries, Inc.
Thu Aug 30 141228 2007 Page I
1 -0 -0,
4X5
2
c
3x6 11
(loci lidefi Ud PLATES G PJ P
1 n1r 90 MT20 197/144
1 n/r 80
13 n/a n/a
1 n/r 120 Weight. 109 lb
Scalle;-- 1-44.3
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
VVEBS 2 X 4 DF Stud/Std
WEBS 1 Row at midpt 12-13,11-14
OTHERS 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 13=291118-0-0,2:--383/118-0-D, 14=1150/18-0-0,,Tfi 2115/18-0-01 16 -202/18 -C -C, 17=204/18-0--O, 18=204/18-0-0, 19=202/18-0-0,20=210118-0-0, 21=198/18-0-0
Max Horz 2=370(LC 6)
-5
Max Up1ift13=-20LG6),2=-7Z(LC 7),14=-32(LC 7).,.�,1 =_. L , 1 =-77(L 7), 1 =- (L 7), 18=-7 (L 7), 1 g=- (L- 7), 0=- (L ),. 1=-11 L 11
Max Grav 1 3=57 (L C 3), 2=507 (L C 11) 14= 150(11 - GA) 15=211�
1), 16-203(LC 2).17=204(LC 1), 18=204(LC 2),19=202(LC 1), 20=210(LC 2), 1=1 (L 2)
FORCES (lb) - Maximum Cornpression/Maximurn Tension
TOPCHORD 1-2=011.40,2-3=-294/45,3-4=-257f36,4-5=-229/31,5-6-2122/38,6-7=-20C)151,7-8=-172J65,�-9=-14378,9-10=-11,7/93,10-11=-811100,11-12=-1081147,12-13=-1091149
BOT CHORD 2 -21= -71/92,2 21= -71/92019 -20= -71/92.,,18 -19± -71/92,17 -18=-71192,16-17=-71/92,15-16=171/92,14-15=-71/92,13-14=-71X92
WEBS 11-14=-163/155,10-15=-181)75.9-16=.-171/9 2� -17--172/86, 7-18--' 172/88, 6-19=-1731 , 420=-168/92, 3--21=-190183
NOTES
1) Wnd. ASCE 7-05, 90mph, h=25ft, TCDL;__4,2psf :'SCD L'�4.8psf; Category 11; Exp- enclosed; MVVRS Fgable end zone- cantilever left and right exposed - end
vertical left and right exposed; Lumber DOL=:l 33 Of gdO DOL=1,33.
G
2) Truss designed for Wind loads in the pllane:"Of" fta:trus��§-.Only. For studs exposed to Wind (normall to the face), see MiTek "Standard able End Detail"
3) TGLL: ASGE 7-05; P,f=35,0 psf (flat roof sncivow Category 11; Exp 0, Fully Exp., Ct;--1.1
4) Unbalanced snow loads have been calfi'slderdfbr this design..
5) This truss has been designed for gr&Mer of min' roof live load of 16,0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live
loads.
6) This truss has been designed for a 10.0 psf-,bottom chord live load rionconcurrent with any other live loads.
7) All plates are 2x4 MT20 unless otherwise it cated.
8) Gable requires continuous bi>ttonachord bearing.
9) Gable studs spaced at 2-0-0,m. '
10) Provide mechanical connectioh (by others) of truss to bearing plate capable of withstanding 20 lb uplift .at joint 13, 72 lb uplift at jo-Int 2, 32 [b uplift at Joint 14,
55 lb uplift at joint 1,5, 77 lb uplift. -'*joint 16, 66 lb uplift at joint 17, 70 Ib uplift et joint 18, 63 lb uplift at joint 19, 88 1b uplift at joint 20 and 112 lb uplift at joint
21.
11) This truss is designed -In accQp.dance Wth the 2006 International Residential Code sections R502.1 1.1 and 1 802.10.2 and referenced standard ANSl/TP1 1.
LOAD CASE).,*
S..