HomeMy WebLinkAboutTRUSS SPECS - 07-00284 - 235 Polo Dr - New SFRT Tr,pe,a
F l LLi NSTON
AlG ROOFTRUSS
i � �
ilD 83403. Clay Gustln
Joh I et re o ti r�a1
6,5W s Mar 8 2007 M iTek Industries. f n ,
2-0-0
12--0
12-0-0
Twe Jun 1 17;01:10 2D07 Fuge I
= 1:45.1
e r.
r
24-0-0
Plate -�o14.0-, Egglr [17:0-2-8,0-3-0]
LOADI
17R--,0--
LI (psi
SPACING
TOLL. 35,E CS] CREEL in (f 11defl Ud PLATES
(Roof Snow --35,0) Plates Increase 1.15 TC 0.73 ` rt(LQ -0.13 15 n/r 90 MT20 169/123
T L w
Lumber Increase1,1 B .Vert(TL)- .1 1 nor 80
ALL 0.0 Stress Ir�r N � �, orTL0,01 1A n/a n/
_B D L i f > ICode Matrixtri I�i Wind(LL) (LL) 0.0 15 n1r 1 Weight'. . 1 1 lb
LUMBER BRACING
TOPCHORD 2 X4 SIPF 1650F 1.5E TOP CHORD Stru Ctur I wow s heath I i rectl y a .
BT HD 2 X 4 SPF 10F 1.E
OTHERS2 4 FF -S Stud/Std *Except*BOTCHORD ii e[I ing directly applied r 1- -
oc bracing,
ST6 2 X 4 SPF 1650F I. E
REACTIONS (llb/size) 2=392124-0-0, 21 -183i24 -0 -Of =197/24-0-01 23-208/24-0-01
24=196/24-0-0,25=235/24-0-0 26=82/24 -0 -o 20 -197124 -0 -op
7} 4 18-194/24-0-0
17=231/24-0-0116.=84/24-0-D, 14=395124-0-0
Hort 2=200( L
Max UpI1fk2�-9 (L t -.- 8(L 7 ^-50(1_0 ), =- L 7), -- 8(L 7), --19 (L ), 0=- L 197- 1 L 8
), 14--11 (L 8 , , 1--31_ , 1 --L 1=-1 LMax Grav2-588(LC 2),21 -1'83(LC I)f 22-302(LC 2), 23n;302(LG 2), 24=285(LC; 2), 25=346(LC 2)0 26z:108(LC 2), 20=302(LC 3), 19-302(LC 3), 18=283(LC 3)
FORCES I.b) - Maximum Compression/Ma)d m urrii Tension
TOP i1 1 RD 1— =01175, ` —'-1 811 P 3-4=;-142-1122P
4—' 1 r'i 1+IA F 4-57---1021122.4 5-6--97/11 6-7=-98/138P 7-8=-101/16118-9=---100/15419-10=-,97/113F =—-
10-11--95)64. 11-12--981;4 E ' -'13 -97/54.x, 13-14--147/59F 1 - i ` / 17
T 2-26--15/149, ---1 14, 24-25:-;-15/149F 23-24-z-1511491 22 -23= -15/149t21 -22=-151149P 20-21=-15/149i
k � p
18-19--
8-1 -15/149' 17-18 `-15. 149' 16-17=-151146r 14-�1�-15114
� �` ELAS 8-21=-151/OP 7- =- 0/571 6-23=-268/681 5-24=-260/621 4-25=-286174t 4h3-26=-1801833 9-20=-271
11-18=-260/61. 12-17=-281/73, 13-16=-180/83
NOTE`
1) [nd- ASCE 7-98 90mph h —25ftp TO DL=4, 8 p f BCDL-4, p f' Category Ii Exp Q enclosed; M'1=F zone, interlcr Lumber L� 1.
plate grip DOL --1 _ .
2) Truss designed for wind loads in the plane of the truss only. l . For studs cased to wind nor
End Dtiflp r��f t� the f��, � I'�'IiT "Standard Gable
TOLL. ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp C, Fully Exp
4) Unbalanoed snow loads have been considered for this design.
This truss has been des 1 g ned fOr greater of mi n roof 1 i ve J cad of 16, 0 p f or 2 . 00 t M es fI at roof load of. 0 f on overhangs
with other .live loads. .nr�-rrr�t
This true has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other l ive [oad .
All plates are I_5Y4 W20 unless Otherwise indicated.
8) This truss requireslate inspection per the Tooth Count Method when this truss is chosen for
quality urane inspection -
9)
Gable regLires cant_�nuous dottorn chord bearing.
1 0 Gable studs spiced at 2 -0-0 o,
11 ProMide mechani caI conn tion (by obit of truss to. bearing pi ate capable of Withsta ndi ng 941b u lift at ' r
ib uplift at dint 23, 3 lh uplift �t -�i�it f h � 'ift � � �� �t ib ��rlft t ���n� , ,�
l� � � � t joint 2 , 1 f b uplift atjoint 2 , lb Uplift at joint 20, 51 lb uplift at joint 1 lb
up1rft at Joint 18, 67 1b UPSift atjpint 17, 193 1b uplift at joint 16 and 110 lb uplift at joint 14-
12) This truss is designed ned Jn accordance with the 200 International Residentia.1 Code sections R502.1 1.1 and 02.10,2 and referee,
.standard NS TP1 1.���
LOAD CASE() Standard
D
I, f
Joh I Truss
0709240 IAz
T . Pe
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ILS 83403, C -Jay Dustin
0 11
--
1--0
--!
4X6 -
f
Qty Ply ELL I L 49,STON _-
6 1
Job Referen tiona1
.5W s filar 8 2007 MiTek Industries, Inc, Tue Jun 19 17.01.1 2007
17--
-2-7
-040
6_2,7
-
1
. "
--
Plate Offsets JCC, J20-1-5, Edgel [ -'x-1-5, . ] y .
LUAUINU (pSo
TOLL 35.0
(Roof nom. 0)
TDL 8.0
2LL 0.0
BDL 8.0
PI 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Iver YES
Cede IRC2003TTP12002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
130T CHORD 2 X 4 SPF 1 650F 1.5E
VVEBS 2 X 4 SPF -Stud Std *E pt*
4 SPF 16 OF 1,5E
REACTIONS TION lb/size) 2=1401/0-3-8, 6;--1401/0-3-
rbc- leer =00(L
Max Up] ft =-1 (L ), -1 (L )
Maxra2-1724 (L )? 6 =1724 (L
CSI
T C 0.72
B C 0.35
B 0.35
(Matrix)
DEE L
in
0 c)
I /deft
Lid
PLATES
'erg LL
0.0
2-11
>999
240
MT20
Vert(TL.)
-0-1
10-11
>999
180
H'or TL)
0.06
6
n1a
n�a
Weight., 96 ib
IN
TOPCHORD
BOT H RD
EB
FORCES (I b) - > murnompre for Ma)dmu , Tension
T P CHORD 1 -2=0/179p2 -3= -1983/7713 -4= -1219/127p4 -5=-12191127,5-6=-1983/78,6-7z:0/179
BOTCHORD 2-11='56/14 0p 1 O-11 T-56/1 Or -10=0/ 14 OP - 9=0/14 0f -8=0/1450
WEBS -11-0/228, 3-10--807/1101 -10;- 2f70 p 5-1 o---807/111, 5-8=0/228
GRIP
169il23
tru etu ra I wood sheat h i ng d i real y app] i ed or 4-4-5 pu rl i res.
Rigid ceiling directly appliedl or 10-0-0 oo bracing.
1 Row at midpt 3-1015-10
TE
1 Wil rid. ASCE 7- 9 8, 90mph; h =2 5ft,' T C DL=4.8 psf, E C DL -4,8 psf,, Category IJ; E ; enoio ed; M F RS interior zone; Lumber Do L=1. 33
plate grip DOL=1 _.
TC L L, AS C E 7- 9 8; Pf-- 35 . 0 p sf (fi at roof snow); Exp Q Ftal l y Exp,
Unbalanced snow leads have been considered for this design -
4) This truss has been designed for greater of m -n reef liveload of 1&0 psf or 2.00 tilmes flat roof load of 35-0 psf on overhangs non -concurrent
with other live loads,
5) Triis truss has been designed for a I C), 0 psf bottom chord Jive lead nonconcurr nt with any other live loads.
This true requires plate Inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection.
7 Pro ide mechanical connection (by others) of truss to bearing plate capable of Withstanding 155 Ike uplift at jcint 2 and 155 Jb uplift t jolnt .
This truss is designed in accordance with the 2003 Internati anal Residential Code sections R502,1 and 8802.1.2 and referenced
standard ANSVTPI1.
LOAD CASE(S) Standard
C -+
1 09
Truss TrL * )eF'
F TRUSS
STOCK SOFT -JF, Idaho Falls, l 3403, I Dustin-
�� 6-2-7
6-2-7
12-0-
4
3
w.
Ply ' ELL[ ASTON
_ Job R efer n e q ti -)nal
6.5W s Mar 8 2007 f iTek Industries, Inc. Tue Jun 19 17,0115 2007 Page 1 i
24-0-0 26-0-0
St ru
-0-
a1ea = 1:4 ,2
-- 1--0
--
17-9-9
24-0-0
I
- --
PJ 7 ate Offs e r S K C _ I1 11,F , { 0-1-11, Edqpl
LOADING �p -
T LL 35.0 SPACING 2-0-0 CS11 DEFL in f loe) 11d fl Lfd PLATE GRIP
(Roof no 5,O) Plates Increase 1.15 TC 074 Vert(LL) -0,11 1-10 >999 240 K4T20
169/123
T I L 8.0 Lumber Increase 1.15 BC 0.58 ert(TL -0.18 1-10 >999 18,0
B LL 130 Rep Stress In r YES WB 0,38 Hor (TL) 0.06 5 n/ n/a
BCDL-8-0 Code l 1 20 03[F Pl 002 (Matrix) Weight:
93 1b
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
8T CHORD 2 X 4 SPF 1650F 1. 5E
VVEBS 2 X 4 PF -S StudlStd *Except*
2X4SPF 1 F 1_ 5E
REACTIONS TION (J bl r ) 1=1200/0-3-8.5-1410/0-3-8
W
=1200/0- -8 -1410/0- -
W Hort I 22(L
Max Uplift 1=- L 7), --1. L 8)
Max G rav 1-141 (L ), 5=1 (L!
FORCES (1b) - Maximum Compress [on/MaArnum Tension
T P H RD 1-2--2062/108.2-3=-1236il29,3-4=-1234/136,14-5--1986/87p5-6-C)/179
BOT CHORD 1 - Ij 0 ,- /1 5301 9- 1 0=- / 1 530, - =-2 14 y 7- =- 1453' `-. I +..+
WEBS 2-10-0/23412-9;--883/141,3-9.=45[726, 4-9-807/111, -7-01228
BRACING
Tole CHORD
BOT CHORD
'EBS
Stru turel wood sheathi rig di rectl y applied or -11- 8 oc purl i res,
Rigid veil i rig directly appl led or 10-0-0 cc bracing.
1 Row at midpt 2 -gr 4-9
NOTE
1) Wind: ASCE 7-98; mph; n 2 ft; T C L= , 8p f B C L= , 1'; Category if; Exp C; enclosed-,lV'FI S i nteri cr zone; Lumber D =
1.33
plate grip COOL=1. .
2) TOLL: ASCE -98; Pf=_o Pf (flet roof snow); E ; Fully Exp_HnbaJan ed snow loads have been consideree for this design,
This truss has been designed for greater of rni n roof 1 i ve Joed of 16. o p f or 2. a 0 time , flat roof Ioad of 35.E f n overh
with other �I loads-
5)
oad _ � �r� r��r�- �neurrer�t
This truss has been designed for a 1 a_ C) psf bottom chord live load n nconcu rrent th any Other five Roads.
Tis truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance iris eetior�_
7 Pre Ade mechanical connection (b others) of truss to bearing plate capable of withstanding lb � �
� uplift �t joint `� �r�� 156 lb Uplift at j of nt 5.
8) This truss i s des i g n ed ire accordan ce with the 2003 Int rnat.ionaI Res identi ] Code sections 8502.11.1 and E.80 .10.2 and r f rent d
standard A S TPI I
LOAD CASE(S) Standard
CIT
Job Truss
Q7D9240 A4
Trz e
ROOFTRUSS
STOCK k N ENT - iF, Idaho F f Cs, ID 83403, Clay Gust[n
P�I ate Offsets ,` )'
LOADING (pso
TC LL 35,0
T DL 8.0
BOLL 9,9
BDL 8,0
LUMBER
TOP CHORD
BOT CHORD
E B
5-9-10
Oty Ply ELSE NSTON
,Job Rerere phonal
6-5W s Mar 8 2007 M iTelk Industries, [roc. Tue ,dun 19 17:01:17 2007 Page 1
11-11- 13-11-8 I
-1-14
-0-
0
-9-1
3.0-1 -,Ed] T
SPACING --0
Plates Increase 1.1
Lumber Increase 1,1
Rep Stress I n r YES
Code I993/TP190
X4 SPF 1 9F 1.5E
X 4 SPF 1650F 1.5E
4 SPF -S StLjcVStd *Except*
1 2 X 4 SPF 1 559E 1,5F
REACTIONS (lb/size) 6=577/0-3-8, 3=80-510-3-8
M
= 0 1 -3-
1 Herz --9(L _
Max U pheft=-1 L- 8), =-9( L
Max G re v 6=839(L )F 3-;1191(L )
FORCES 0b) - Maximum om r s, ]ori/mum Tension
TOP CHORD 1-6=-309177, 1-2=-271/1471 2 -3;z -1045/0j 3-4-0/179
BOT CHORD 5-6=0/678,3-5=01678
#EB , 2-6--80711123 2-5-D/238
MOTES
CSI
TG 0.72
BC (7.32
WB 0.34
(Matrix)
.og.
scale = 1.40.2
DEFL
in I
I/deft
Ud
PLATES RI
Vert(LL)
0.07 3-5
>999
240
10-1-20 1W 1 23
Vert(TL)
-0.97 3-5
>999
180
Ho (TL)
0.91
n1a
Weight: Ib
BRACING
TOPCHORD Structural vvood shy eathIng directly applied or -0-0 oc pur[ins,
verticals.
BOT CHORD Frigid ceiffling directly applied or 10-9-9 oc bracing.
WEBS I Row at raid 1-6o2-6
1) VVInd: ASCE 7-98; 99mphr h = ft; T DL= . p 1'; ECRL= _ p f; Category If Exp Q enclosed; HERS Interior zone; L_urnber DOL =1.33
plate grip DO L=1.33.
TOLL: ASCE 7-98; Pf= _ psf (flat roof snow); Exp 0; Fully Ems.
Unbalanced snow loads have been considered for thi.s design -
4) This truss has been designed for greater of min roof live load of 16.0 psf or _90 times flat roof load of 35.0 psf on. cverhangs non -concurrent
with other 1i keds.
This truss has been deli ncf far a 10..0 psf Wttom chord lave 1 acl noncon urrent with any ether live loads -
6.) This truss requires plate inspection: per the Toothy Count Method when this truss is chosen for quality assurance inspection,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at jcin.t 6 and 69 Ib uplift atjoint 3.
8 This truss is designed in accordance with the 2003 International Residential Cele sections R502.1 1.1 and R802. 10.2 and referenced
standard ANSVTPI I _
LOAD CASEP Standard
except end
Jeb Trus Tru, p P I y ELLI � Q BTO .. -- -
7040 A5G GABLE
Job ReferencF Li nal )
STOCK OWPONE IT IF, Idalic Falls, ID 8W3, Clay Luskin 6,500 s. Mar 8 2007 MITek Industries, anc,
r
IT
I I -9-o o-1-0 1 o--1- 2-0-0
Plate Offsets , : [7:0-11-5, Edged,_
LOADING psi
TOLL 35.0
(Roof Snow --35.0)
T DL 8.0
BOLL 0.0
B ISL _0
LUMBER
TOP H ORD
BOT HOD
EFS
OTHERS
SPACING
2-0-0
C51
DEFT.
in
([ac]
Plates Increase
1.15
TC 0.73
Vert{LLQ
-0.93
8
Lumber Increase
1.15
BC 0.33
Vert(TL)
-0.15
8
Rep Stress Incr
NO
WB 0.33
Horz(TL)
O.Q'{
7
Code ERC20C3lTPI2002
(Matrix}
Wind(LL)
0.06
8
X 4 SPF 165OF 1, E
4 SPF 165OF 1.5E
X 4 SPF 1650F 1.5E
4 SPF -S SPF-SStud/Std
^T e Jun'19 17,01:21 2007 Page I
I /d etl Lid
PLATES
n/r 90
MT20
air 80
n/a n/a
nig' 120
`eight 0 Ib
GRIP
169/123
BRACING
TOPCHORD Structural wood sheathing directly applied or -0-0 oc purlins, except end
%erticalS6
BOTCHORD 1 i gid cei I i ng directly appl ied or 10-0-0 oc bracling.
VVEBS 1 Row at m i dpt 1-14
REACTIONS (Ib/size) 14=84 11-11- , '=378/11-+11 T8, 1 = 411-11-8, 1 = 08111-11- ,. 11=196/11-$11-8, 1 =236/11-11-8, =7 8[11-11-8
Nolax Horz 14=-291 (LC 8)
Nlax U plifk14=- 2 3 (L
,
7=- 3 1 L ), 13;---3 L , 12- -4 (L ), 11=- (L C 8) , 10=- L ,
9=- 2 00(L
N4axGravl4-l23(LC3),7=577(LC3),13z297(LC3),12-304(LC3),.11;-284(LC3),10-347(LC3),9=101(LC3)
FORCES (lb) - i`Awd I urrm Compress ion/Ma>d mum Tension
TOPCHORD 1-14=--1070'27, 1- --7 1 7, . - - 78/69, 3-4=-117/71, 4- --1 ' , - =- 13JI 0, -7--241 '32? 7- =0'175
BOT FI I D 13-14-0''290, 1 -1 =0/290, 11-1 =01290, 1 -11-0/290, 9-10^0/ 90, 7- -01 D
WEBS -1 - a 3-12=-269/661 4-11 260/621 -10=-287f745 6_9=-1 76/85
NOTES
1 Wind'. ASCE -98, 90 ph, h= 5ft, T DL -4, 8p f, B DL=4. psf, Category 11, Exp Q enclosed; -MVVFRS interior zone, Lumber DOL -1.33
plate grip DOL -1.33.
Truss designed for Wind loads in the plane of the truss only. For studs exposed to vAnd (normal to the face), see MiTek "Standard Gable
End Detall"
3 T L.L, ASCE 7- ; Pf-35.0 psf (flet roof snow); Exp Q Fuller Exp.
4) Unbalanced snow loads have been considered for this design_
This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
withother live loads.
This truss has been designed for a 10. C} psf bottom chord live load nonconcurrent with any other lNe Load .
7) All plate are1.5x4 MT20 unless ther v e indicated.
This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection.
Gable requires continuous bottom chord bearing.
10 ale studs spate at ' O oc.
11 Promec.hanical connection (by others) of truss to bearing plate capable of Withstanding 23 Ib uplift at joint 14, 31 Ib uplift at joint 7. 39
lb uplift at joint 13, 49 lb uplift at joint 12, 39 lb uplift at joint 11, 68 lb uplift at joint 10 and 200 lb uplift at joint 9,
1 This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802-10.2 and referenced
standard II/TPI 1.
LOAD CASE(S) Stand2rd
Job,
Truss
BI
k7k
Tri.
a
ROOF TI
STOCK COMPONENTS -IF, Idaho Falls ID 83403, Clay cult%n
11-2-8
4x4
1--
)e
[}EFl.
l Ej�
E LIT
U
Ud
TC 0.73
fleet{LL}
-0.13
18
nlr
,fob F
4x4 =
7
lei61 7.104
-1-
� T fi
kefer rl (optional)
8 2007 M i7ek Industries, Inc, Prue Jun 19 17:0126 2007 Page 1
31 -1-
-0 -
PI ate Offsets m Y) � rl 7: 0-1-5, Edg e]
LOADING (psi -
TC LL 3.0
(foot no8.0)
T1L 8.0
BOLL 0.0
.CDL 8.8
SPACING -0-
Plates Increase 1,1
Lumber Increase 1.1
Jeep Stress l n r No
Code IJ 00 /TP 12002
%?Alt —
C51
[}EFl.
in
(lac)
Ifdeti
Ud
TC 0.73
fleet{LL}
-0.13
18
nlr
90
SC 0.33
Vert(TL)
-0.15
18
nlr
SQ
WB 0.33
Horz(TL)
0.41
17
rola
n!a
(Matrix)
Wind(LL)
0.46
18
Nr
920
LUMBER
BRACING
TOP CHORD
2 X 4 SPF1653J= 1_5E
T im II I D
BOTCHORD
2 X 4 SPF 1650E 1.5E
WEBS
2 x 4 SI F- Stud/Std
BOT CHORE)
OTHERS S
4 SPF -S StudfStd *apt*
EB
ST6 2 X 4 SPF 1858E
1. 5E, ST5 2 X 4 SPF 1 658E 1. 5 E
T4 2 X 4 SPF1 OF
1.5E, ST3 2 x 4 SPF1 OF 1.51E
ST5 2 x 4 SPF 165 O F
1. E" ST4 2 x 4 SPF 165 0 E 1.517
T3 2 x4 SPF 1650F
1_5E
PLATES
MT20
Weight: 186 i b
GRIP
1691123
Structural wood sheathing directly applied or 3-0-0 oc purlins'
verticils.
Frigid coil i ng directly appl i d or 10-3-0 oo bra i ng -
1 Row at midpt 7-28 , - � 5-307 8-27,9-26
REACTIONS (llb/size) 34 43/29-1-8, 288= D8/ J1 -8a =205129-1-3" 3C)=203129-1-8, 31=206/29-1- a 32=209/29-1-8) 33=163/29=1y
27-205/29-1-8p 26=202J29 -1-8j 25=208/29-1-8p 24=200/29-1-8p -208/29-1-31 21-:195129-1-81 0-236/29-1-81
19=73/29-1-8, 1 =379/29-1-8
Wx Hor ,34=-818(L
NbX UpJift34=R (L 5)3 =- L ), 30-- L 7), 31=-4 (L 7), 3 =-45�L )" -- 4(L ), 7=-3 L 5), 8�-4 L 3 ,
-4,8( L,=-4 L 8 22=-47 L 3 1=-43 - _
� �r � �� L 8, -38L 8r 1 �i��L �, � ��-1 4L )
Max ra 34= 0(L ), - 22(L , -30 L , 30- L , 31=301 L , 3. -304(L , 38=248(L ), =3 (L 3
26 294(L C 3), 2 5 =303(L =291 L 3 =308. L 3 1= 28
3)
FORCES (1b) - NbAmumCompressianlMa) Jmum Tension
ion
TOP CHORD 1-34=-5 1 X13, 1-2=-30/481 -3=-73/751 =4= 75/96, 4-5--z-77/143, 5-6=-76/1920 - �-822287-8=-811236F=
-74121 8j
9-10=-105/215110-11--144/218i 11-12z--1821219,12-13--220/221113-14=-258/223, 14-15=-2!92/223,,15-16--2981214,
DOT CHORD 33-34=-160/313132-33=-1601313131-32=-160/313,:3 31=-1801313J 29-30=-16013.13j 28-29=-16013131 27-28=-163/,8131
26-27--160/313, 7--160/313, - =-16'x/31 , - =-16 ./31 , 23-24=-160/3139 22-23=-160/313P 21-22--160/313 ,20-21--160/3131
19-20=-160/313, 17-19=-16.0/313
WEBS 7-28=-203/181 6-29;---277/45, -30 - 3 1, 4-31--z-269/64, 3-3"2=-270/661 33-- 18/68 :B - - r 9-26=-262-/693
F !
10-25=-271/65. 11-24--::-260/63P 12-22=-269/663 1 - 1 260/62, 14-20=-287/74F 1 -1 7-17 87
NOTES
1) 'mind. ASCE 7-98; 90mph,, h=25ft, T DL= . Sp-sf, B DL -4_ p f, Category EI; Exp C, enclosed, MVVFRS interior zone" Lumber COOL=1.33
plate grip DOL-1.33-
2)
True designed for [nod loads En the plane of the true only. For studs exposed to wind (normal to the face), see I IiTek "St nda d Gable
End Detail"
3 TOLL" ASCE 7_98; Ff-735.0 psf (flat roof snow); Exp- Fully Exp.
4} U nb I a roc d snow I oads have been cons id erefor this design.
This truss has been designed for greater of min roof live loan of 18.0 p f or 2.00 times flat roof load of 35.0p sf on overhangs non -concurrent
With other live loads.
This 'truss has been designed for a 10.0 p f bottom chord live Toad noncon curr nt with any other ii Ve Ioad .
All plates are 1,5x4 MT20 unless otherwise indicated..
8 This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
P 1" n i nucus bottom chord wring.
Skala = ,60,7
except end
Jab Y
Q70924C}
STACK
Truss
E-1
Tom. )e
ROOF TRUSS
P ON ENT IF; Idaho 1-xII s, ID 83403, C lay Gustjn
Qty Ply ELU %'
1
k
ASTON
Joky Rer a ({ pti on aI ) _
:ECC s Mar 8 2007 MiTek industries, Inc.
Tue Jury 19 17,01:26 21307 Page
TE
1 ) Gab] e studs spaced at -0-0
11) Prom -de Prom-demelhanil connection (by others) of truss to bearing plate capable f withstanding 22 Ib uplift at j of nt 34, 26 1b uplift at joint 29, 52 Ib uplift at -o rpt 30 45 E
b uplIft at joint 31
45 lb uplift at aofrpt 32, 54 lb uplift at iaint 33, 35 Ib uplift at joint , 49 Ib uplift at joInt 26, 46 Ib Grp -lift at joint 25, 44 Ib uplift atjoint � Ib uplift at pint 40 -
lb uplift at joint 0, 205 lb uplift at joint 1 and 154 Ib u k at pint 17., � � a � � I� ��Ictt atjoint � , 68
� J
1 ) This truss is designed in accerdance vAth the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSVTPI 1.
LOAD CASE(S) St@ndarcf
Job I Truss
0 so Im
TrL Pe
ROOFTRUSS
STOCK NENT -IF, Idaho rails? ICS 83403, Clay Gustin
I
L
--
--
--
S5 1
3
--k-1,
Qty Ply ELLI, NSTON- ..
1 1
�., Job Reference (optional)
5x SI r8 2007 M iTek Industrie , In . Tu& Jun 19 IT 01: 7 Page 1
�
--
31 -1 -8
2-D-0
5--0 4— 13-2-8 -109 --
b
-- `- 7--8-1 --1
PI ate Offsets1, _ 5; (- - O„Ed ], [6:0-1-7 , 0_0_
LOAD IN (pso
TC LL 35,0
(Roof n_0
TL &0
POLL 0.0
BDL 8.0
LUMBER
TOPCHORD
BOT CHORD
VEB
REACTIONS
� sPwcfNc 2-0-0
Plates Increase 1.15
l.um ber Increase 1.15
Rep Stress Incr YES
Code fRC20031TPI2002
csi
TC 0,83
BC X0.83
WB 0.90
(Matrix)
SPF 165OF 1.5E
X 4 SPF 1 650 F 1,5E
PF-Stud/Std *F - pt*
W4 2 X 4 SPF 165OF 1.5E, VV5 2 X 4 SPF 1650F 1.5E
1 2 X 4 SPF 1 5OF 1.5E
Max Horz 12--318(LC 5)
Max Uplift =-1 (L ,
Max G rav 6=2203( L )
12-z 1463/0-3- 8
1
463/0_3-
1 =-(L
1 =1 0(L )
DEPL
in
I o
I/dfl
d
Vert(LL)
-.
8-9
>925
240
Vert(TL)
-0.6.0
8-9
>580
180
Hcr (TL)
0.47
6
n/a
nJa
BRACING
TOP -CHORD
SOT CHORD
PLATES
r
Weight: 124 [b
GRIP
16/123
scale = 115x.1
Structural wood sheathing directly applied or 2-1-13 oo purlins, except
end verticals.
Rigid cel li ng directly applied or 10-0-0 oc bracing,
FORCES (1b) - MaA m um CompressiONIMa>imum Ten ion
T P H RD 1- =-1, 80 , - _-1801 1 - -2 18 r 4-5;--4429/821 -- 0 , -7 -0/17 11-1 i-150317 - , —{{�9 f9
jJ''�� [f�� ��,—r�1 �,{y fx �'f�y 1f��J �Ir'°y�I �+Ij ,��yy �jy( Pf5� I 7 � � � � � � � f 9.,*�� h.e�'
B T HORD 1 0-1 1 i 226+ 4235 —1 —1 08112941 — 0/309 I' 6-8� T.� i 1
WEBS -10--683/69, - --170J 1 9r 9-0/1998, 4-9=-1 100/20 , 4-8=-90/10321 5-8--5801158, 1-1 Gz W l 216
[COTES
1 Wi rd' ASCE -98; 90mph; h= ft; TC DL=4, p f: BC DL -4.8p f Category Ili Exp Q enclosed, MW FSS i nterior cne; Lumber D L=1 _
plate grip DOL; --I. _
T LLQ ASCE 7-98; Pf--35,0 p f (fiat roof .snow), Exp Q Fully Exp.
Unbalanced snow loads have been considered for this design,
4) This truss has been deli fined for greater of rn i n roof l[ve liveload of 15'. 0 p f or 2. 00 times flat roof load of 35-0 psf on overhangs non -concurrent
with other Nve loads.
Thi's truss has been designed for a 10.0 p f bottom chord l ive load nonconcurrent with any other live loads-
This truss requires plate inspection per the Tooth Count Method when th truss is chosen for quality assurance inspection.
Bearing at joInt( , 12 considers parallel to cera -In value u l ng ANSI/TPI I angle to grain formula. Building desIgn r should verify czpacity of
bearing surface.
ProAda mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at jo-Int 6 and 76 Ib uplift at of rpt 12.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 `f _ 1 and'R802-10.2 and referent
ed
standard ANS VTPI 1 _
LOAD CASE(S) Standard
f Job � :Truss
740 !133
Tru, p
STOCK CCOMPONENTS-IF, Idaho Falls, ID 8:3403, Clay Gustin.
l�
11-1-4
--1
17-11-0
6-9-
^11-
-- 1
r
4
Qty Ply EL1
1 1
O
--
ATN
I Job Reference (Opti ona,)
6.500 s [far 8 2DO7 MiTek Industries, Inc.
--
I
I
Tue J uri 19 17:0130 0 2007 Page 1
.37-10-
4-1-12
1 -
--0
Scale = 1063.0
54 MT18H =
4-1-12 4-�-8 11-1-4
1
PI ate Offsets L>�) . (I - 0-3-91 0-1 - �,J2,0-34S)-3-4] r � �� -�, Edge] : 0.1-7 1 0-0-�],10:0-4- 0.0- -11 l : 0-4-0,0-2-3
-1-0
r-
146
c}
P
CN
LOADING (psf
SPACING 2-0-0
CSI
DEFL
in (Ioc)
I1d fl
Ud
PLATES GRIP
T LL 35-0
Plates Increase 1.15
TC 1.00
Vert(LL)
-0.42 -10
>902
240
1720 169/123
(Roof Snow --35.0)
'Dumber Increase 1.15
BC 0.87Vert(TL)
-0b -I0,
>561
180
MT1 H 169/1
T DL 8.0
Rep ,stress In r YES
B 0.76
Hor (TQ
0.51
n1
n/a
BOLL ,0
Ccde IF 00 /iP1 00
Matrix)
..
Wei ht: 141 ib
BDL 8.0
LUMBER
T P H D1D
BT CHORD
REACTIONS
X 4 SPF 165OF 1.5E
X 4 SPF 165OF 1.5E *apt*
E1 2 X 4 SPF 210OF 1. E
X 4SPF- tudl fd *Exce C
4P'F 1F 1.E' W42X4 SPF
4 SIF 165OF 1.5E
(I b1rzo) 1 =0'O--8, 7-1770/0-3-8
Max
-177010 --
Max Horz 1 =- 4(L )
MaxUpl I ft 1 =-12.0 (L ), 7z---1 (L )
Max G rav 1 2=2427( L , 7- 22 8 L ).
1F 1.5E
BRACING
TOP H RD
BOT D H FAD
W EDO
tru tural wool sheathing directly applied.
iii gi d cei 1i ng d I redly appl ied or 6-0-0 oc brad rig.
1 Row at rnidpt 3-10
FORCES (1 b) - MaArnu rn ompr ion/� m um Tension
f �y ,+ f
TOP' H IJ 1- T- 6} 5560 - -- 1 05/1 . 3-4=- 1 1 0} 1 0Oa -5_-2975/ 1 1 - =-4704/1 8, 6-7=- 3 i 1 r 7-8=0
BOT CHORD 1-12=-2-910'44 3 11 1 =- 390/298, 10-111-12811690,9-1070/3346, 44/4436
WEBS 2-12=-2189118912-11--1/1911, -11--673181, 3-10--340/40114-10=-19/227515-10=-11001206P 5_9=-94/101316-9-573/158
NOTES
1) Wi nd: ASCE 7-98; 0mph: h= ft, T DL�4. 8psf,3 BC DL=4. 8 p f; Category 11; EV Q enclosed; MWF ISS i nte rior one; Lrn bor D 0 L=1.
plate grip D L=1. .
TOLL. ASCE 7-98, Pf=35.0 p f (flat roof snow): Exp ; Fuller Ems.
Unba]Gncad snow loads have been considered for thi'designs
4) This truss has been designed for greater of min roof live load of 16.0 p f or 2,00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live hada.
This truss has been designed for a 10.D p f bottom chord live load noncan urrent ith any other live Io d -
.All pates are IIT 0 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss 1s chosen for quality assurance inspection.
Bearing at joint() 7 considers parallel to grain value using ANSI/TPI 1 eagle to grain formula. Building designer should verify capacity of
bearing
surface-
Pro)A de mechanical connection (by others) of true to be ri Ing plate capable of withstandi ng 120 Ib upl ift at joi rpt 12 and 182 I b up] ifk at joi nt
7,
10) This truss is designed in accordance vAth the 2003 International Residentlal Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(') Standard
JobTri. Pe Oty FI
IB4FF TIMI;
STOCK r. Idaho Fall S. ID 8?403, ClayU tin
-2-0-o - , 11-1-4 17-11-0 2-
8-6
• 4
7
ELLI ., NSTON
Job Reference foptional)
_5W S Mar 8 2007 MiTek Ind u tr[ s, .1nc. Tue Jun 19 17-01. 36 2007 Page I
35-10-0
7-10-
2-0-0
10-
0- -- 6-9-12 --1 -- -6 _jay
Cole = 1-64,9
5X6
I c
0
--1
Plate Offsets M : 0-1-.d . . - -4 0--3-4],,[7-0-3-0 , :
, , ,: -�
-4- o, 0- - 11 � 0-4- 0, 0- - 1
LOADING(p so
T LL 35,0
(Roof Snow --35,O)
TCDL 8,0
B LL 0.0
-BC.DL 8,0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1,15
Rep Stress I n r YES
Code II 00 /TPI 00
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT GHORID 2 X 4 SPF 16:50F Ii 5E W pt -x
81 2 X 4 SPF 2100F 1,8E
WEBS 2 X 4 P F- Stud/Std * Except*
PF 165OF 1. SE
REACTIONS (l b� iz) 13=2271/0-3-818=1739/0-3-8
Max Horz 1 = 00(L )
Max UPI-1ft1 3=- 0 L ), 8=-181(L )
Max G rav 13-2 75 0 (L ), 8= 228 0(L
CSI
TC 0.99
BC 0,87
#B 0.78
(Matrix)
y
1! OF 1.5E
DEFL
in (Io
I/d fl
LJd
rf(LL)
-DA2 1.0-11
>902
240
Vert(TL)
-0.57 10-11
564
180
H o rz T L
0.51 8
ria
n1a
F3RACING
TPHD
ESOT CHORD
EB
PLATES
GRIP
I T 0
169/123
r T1 8H
1691123
Weight: 1 ]b
Structural wood s heathIn g directly applied.
igid oeiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 4-11
FORCES 0b) - Ma>dmum CornpreSSi0VVNbArrum Tension
TOP CHORD 1-2=0/1751 2-3=.-209/1167, -4=-188 /560 4-5=-2039/67'15-6=-2956/826-7-'4-4685J91.a 7-8=-53191107, ;zO/1
75
T CHORD F2 -13=-81Z264, 12-13---z-943/342 , 11-1 -113/1589, 10-11=0/3329? -1'� O�-414420
WEBS 3-13z;-23851245, 245, -1 =-9512219? 4-12=-796/1 18P 4-11--208/4171 -11=0/225616-11--1100/2,0616-10=-94/10143
-1 Oz -573/158
DOTES
1) VVInd. ASCE 7-98; 0mph; h= ft; T C L=4.8p f; B DL.- , p t, Category II; Exp C, enclosed; MFRS interior ,zone; Lumbeii-DCL=1-33
plate grail DOL=1, .
TOLL, ASCE 7-98; Pf=35.0 p f .(flat roof snow); E>p Q Full E�P.
Unbalanced snow loads have been considered for this cl[gn.
4 This truss has been deli g ned for greater of min. roof Ii ve Ioad of 16, 0 p f 0r .00 ti m es flat roof Iced of 35.0 ps f cry overhan non-conc u rre nt
ath other live loads-
5)
This truss has been designed for a 10.0 p f bottom chord live load non oncurrent with any other live loads.
All plate are W20 plates unless otherwise indicated.
This truss requIres requiresplate inspecti n per the Tooth Court Method when this truss is chosen foru lit assurance ern i nspetion.
Bearing at j int() 8 considers parallel to grain value using l IiTFI 1 angle to grain formula. Building designer ShOuld verify capacityof
bearing surface.
arc de mechan l connection (by others) of true to be ri ng plate capable of withstanding 209 l b upl oft at joint 13 and 181 1 h upi [ft at joi rt
,
10) This truss is designed in accordance with the 2003 International Residential idential Inde sections R502.1 and R802.10.2 and referenced
standardANSI/TPI 1.
Loao cAsE(s) Standard
Job
1
Q709240
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Clay Gustin
15-9-7
1 --
6-9-
-- 1
0
I Qty Ply ELL11cZ � T C _ _ .-------------------
:.-.te
w
!Job Referenc Referticna[) _
_ r8 200' MiTek Industries, Inc.
- --
-4-
Tue J un 1 17.01- 38 266Tag e
--
--
Scale = 1,62.7
-1-1 _j 8-11-11 , 17-9-7
2-1-1
--
Plate Offsets (X,
LOADING (psf} 1
TCLL 35,0
(Roof Snow --35-0)
TCDL 8.0
6CLL D_U
BCDL 8.D
--1
-0, Edge], [7'0-1-13,E
O
1 , 0-4-0, 0-- 111, F 1_0--0.0--81
SPACING --C
Plates Increase 1 � 1
Lumber Increase 1,15
Rep Stress In r YES
Cede II 003/T P1 00
CSI
TC 0,95
BC 0.86
'B 0.78
(Matrix)
LUMBER
TOP CHORD 2 X 4 SIF 1650E 1.5E *Except'*
T3 2 X 4 SPF 210OF I.SE
FOOT CHORD 2 X 4 SPF 1650F 1.
VVEBS 2 X 4 P F- Stud/Std *Except*
WS 2 X 4 SPF 1650F I -5E, W7 2 X 4 SPF 1650F 1.5E
4 SPF 165OF 1.5E
REACTIONS (I b/ r ) 13-1697/0-4-15, 7=1902/0-3-8
Max Horz 1 -- . (L
Max Up] iftl 3=-91 L ), =-1 85(LC
Max G rav1 3=1931 L )r 7= L )
FORCES (Ib) - Ub>jrnurn Compre icn/Ma�jmum Tension
--
-8-1
DEFL
in
(1oc)
J/d fl
L/d
Vert(LL)
-0.43
9-10
>926
240
Vert(TL)
-0.73
-10
>553
18c
Hor (TL)
0,56
7
rila
n1a
BRACING
TOP CHORD
BOT H F D
-7
PLATES
Weight: 138 l
GRIP
169/123
Structural wood sheathing dire tJ y appIi e d, except e.nd verb -al s,
R-10 ceiling directly applied or 10-0-0 oc bracing, Except -
6 -0-0 oc bracing. 12-13-
1
-1 _1 Row at m i dpt -10
T P HORD 1- = 1624/86, - =-3010/1.x' ', -4--24191'11 , 4- -- . 4411 5� - 7-4958/1 1, - =-5589/145, - =0/17, P 1-1 --1924/89
BOT CHORD 1 -1 -r 9/ 17F 11-1 =-200/1417, 10-11 �-114/2451 r g-10=0135761 - -,64/4654
VVEES 2-12=-1 470/1 , 2-11-0/1057P -11--302/72 -1 0=-800/1 94, 4-1=-42'x.533, y10---1097, 206,5-9;----94/10026-9=-566/157,
1-1x=-11 fl 1
MOTES
1) Wind- ASCE 7-98, 90mph, h- ft, T DL_4. p f, B DL =4. , f; Category II; Exp endo cf; MWFRS interior zone; Lumber DOL- 1.33
plate grip DOLzi, ,
TOLL: ASCE 7-98- Pf= .0 f (flat roof r� ); ,Pulp Exp.
3 UnUal anc clow f oaci have been Considered for rthis dein.
4 This truss haF, been dezigned for greater of min roof live load of 16.0 f or 2.00 tines flat roof Roan of 35.0
� f n overhangs non-
on urrrtith other lig loads.
This truss has been designed for a 10,0 p f bottom chord live load noncon urr nt with any other Ifve loads.
6) This true requires ,plate inspe tior per the Tooth Court Method when this truss is chosen for quality assurance inspection.
7) Bearing at joint() 7 considers paral f el tc grafin value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
Pru de mechanIcal connection others of truss g p p J . 8 lb uplift at joint .
� �' � u t� �rr� Jet capable �f rtl�,tar��di� 1 Eke uplift t ��rt `� and 1
This truss is designed in acoordance with the 2003 Int rnat[onal Residential Code sections R502.11-1 and R802.10.2 and referenced
standard ANSIoITPI1.
LOAD CASE(S) Standard
Job Truss 'Tri, )eFI
7ES ROOFTRUSS
STOCK COMPONENT -S --IF, Idaho Falls, ID 8?40, Clay Gustin
ELL[ � T N
1
Job Reference (optional}
6.500:s Mar 8 2007 MiTek Industries, Inc.
h
Tue Jun 1 T.G1 :4 2007 P 1
1 35-10-0 37-10-0
c
--1
--0
SCale = 1,63.4
,.,.� %DXO - 0XD - 3X4
-1-1 , 17-11-0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X 4 SPF 1650E 1_5E *Except' BOT CHORD
B2 2 X 4 SPF 21 OOF 1,8F WEBS
VVEBS 2 X4 SPF 165OF 1.5E *Except*
VVI 2 X 4 SPF-SStud/ Std, VV1 2 X 4 SPF -S Stud/ tai
REACTIONS (Cb/size) 1=1 001NIeehani 1, 7-2004/0-3-8
Max Hort 1 =-2(L )
Maxpl i ftl --1 04(L ) 7=-1 (L
Maxra 1-2111.(L 2)p -2424 (L
Structural wood s he thin g directly applied or -8-12 oc purlrn
i g d cei 1i ng di rectly eppl id or 10-0-0 oe brae'r rig.
1 Flow at mdpt -11, -1 1
FORCES 0b) Mamimurn Compression/Mwdrnurn Tension,
TOP CHORD 1-2=-3197/1783 2-3--2732/2061 3-47-1762-1206; 4-5=-1763/21 1 P5-6= -2705/183P6 -7=-31761156P-8=0/ 179
SOT C H 0 R D 1-1 =-185/2452, 111-12� -75/1845, 1011=-1 /1 835P 0-10=-1 /1 8 P 7-9=40/2431
EES 2-12--619/159t 3-12- 4901723, -11=-1101/1 1, 4-11=-123/129215-11=-1093/181; &9--27/696,6-13
NOTES
1) Wind. ASCE -98; 0mph; h= 5 ; T DL= . p f; E DLA . p fr Category 11 E>p ; enclosed, MFRS interior zone, Lumber COOL=1.33
plate grip COOL=1. .
TOLL: ASCE 7-98, Pf=35.0 psf (flat roof snow), Exp ; Full E>p,
Unbalanc&d snow loads bay been eon i d'ered for this design.
This truss has been designed for greater of min roof live load of 16-0 psf or 2.00 times flat roof load of 35,0 psf on overhangs non -concurrent
oncurrent
i t ri utner live I ocl,
This truss has been designed for e 10.0 psf bottom chord hive load nnconcurr nt With anyother live loads -
6), This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality uranee inspection.
Refer to girders) for truss to true ccnn tion .
ro rde mechanical connection (by ethers) of truss to bearing pi ate capable f withstanding 104 Ib uplift at j of rpt 1 and 189 i b upl ift at j i nt 7.
0 This truss Is designed in accordance with the 2003 Int m tion l F e idential Cede sectie.n R502.1 1. 1 and R802, and referenced
standardANSI/TPI 1,.
LOAD CASE(S) Standard
Plate Offsets �
1.0-1- Ed �
�
'0-3-0 E�
� .0- -O,Edge],
L'.�`�
LOADING (psi
a
r,
TOLL 35.E
SPAC
- -
TEFL
in
1 )
11defl
L/d
PLATES GRIP
(I f Snow ---35.0)
Plates Increase
1,15
TC 0.72
' rt(LL)
-0.21
1-12
>999
240
1' T 0 169/123
T IDL 8.0
Lumber Increase
1.15
8C 0.69
' rt(TL)
-0.43
$1-12
>999
180
BC L L
Rep Stress Ince
YES
B 0.47
H orz(TL)
0,11
7
n/
r`
E DL 8.0
Code it O TPl 2(Matrix)Weight:
157 I.b
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X 4 SPF 1650E 1_5E *Except' BOT CHORD
B2 2 X 4 SPF 21 OOF 1,8F WEBS
VVEBS 2 X4 SPF 165OF 1.5E *Except*
VVI 2 X 4 SPF-SStud/ Std, VV1 2 X 4 SPF -S Stud/ tai
REACTIONS (Cb/size) 1=1 001NIeehani 1, 7-2004/0-3-8
Max Hort 1 =-2(L )
Maxpl i ftl --1 04(L ) 7=-1 (L
Maxra 1-2111.(L 2)p -2424 (L
Structural wood s he thin g directly applied or -8-12 oc purlrn
i g d cei 1i ng di rectly eppl id or 10-0-0 oe brae'r rig.
1 Flow at mdpt -11, -1 1
FORCES 0b) Mamimurn Compression/Mwdrnurn Tension,
TOP CHORD 1-2=-3197/1783 2-3--2732/2061 3-47-1762-1206; 4-5=-1763/21 1 P5-6= -2705/183P6 -7=-31761156P-8=0/ 179
SOT C H 0 R D 1-1 =-185/2452, 111-12� -75/1845, 1011=-1 /1 835P 0-10=-1 /1 8 P 7-9=40/2431
EES 2-12--619/159t 3-12- 4901723, -11=-1101/1 1, 4-11=-123/129215-11=-1093/181; &9--27/696,6-13
NOTES
1) Wind. ASCE -98; 0mph; h= 5 ; T DL= . p f; E DLA . p fr Category 11 E>p ; enclosed, MFRS interior zone, Lumber COOL=1.33
plate grip COOL=1. .
TOLL: ASCE 7-98, Pf=35.0 psf (flat roof snow), Exp ; Full E>p,
Unbalanc&d snow loads bay been eon i d'ered for this design.
This truss has been designed for greater of min roof live load of 16-0 psf or 2.00 times flat roof load of 35,0 psf on overhangs non -concurrent
oncurrent
i t ri utner live I ocl,
This truss has been designed for e 10.0 psf bottom chord hive load nnconcurr nt With anyother live loads -
6), This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality uranee inspection.
Refer to girders) for truss to true ccnn tion .
ro rde mechanical connection (by ethers) of truss to bearing pi ate capable f withstanding 104 Ib uplift at j of rpt 1 and 189 i b upl ift at j i nt 7.
0 This truss Is designed in accordance with the 2003 Int m tion l F e idential Cede sectie.n R502.1 1. 1 and R802, and referenced
standardANSI/TPI 1,.
LOAD CASE(S) Standard
Job Truss TrL
�eC4 Ply zT
Q709240 137 ROOF TRUSS
p
STOCKCOMPONENTS-IF, Ida F�II�a IDs 3C Clay u t[n
Job l r roc o ti onal
6,5W;$ Mar 8 20071' 1' -[Tek Industries, Inc. Tire Jun 19 17.01, 7 Page 1
Y
4 1�7-1 0-9
5 x5 kale = 1;63.4
4
ul" — -J _ J 3.0 _
9-1-15 1 17-11-0 26-$-1 35510-0
9-1-15
--1
Plate Offsets (X, . L1,.Q- 1- aEdg ], [2-0-4-0,0-3-01, [ .0-3-0, Edge], [7. 1_-11,E ] T
LOADING ps,I
DEFL
in (lac)
TALL
35.0
SPACING
-0-0
(Roof ���. ��
Plates Increase1.1,E
X999
T �L
�_ �
Lumber Increase
1,15
� t_L
�. �
Rep Stress Ir�r
'E
BCDL
8_0
Code IRC2003/TP12002
LUMBER
nla
Matrix)
TOPCHORD
2 X 4 SPF
I E35OF 1, 5E
BOTCHORD
2 X 4 SPF
165OF 1. 5E *Except*
B2 2 X 4 SPF
210OF 1.8E
VVEBS
2 X 4 SPF
1650F 1.5E *Except*
1 2 X 4 S PF -S Stud/Std, W1 2 X 4 SPF-Sto '' td
REACTIONS Ob/size) 1=1811/Mechanical, 7=2014/0-3-8
MaxUp] iftl _-10 L , 7-1 (L )
Max Grav 1- 1 (L )F -2431(L
CSl
DEFL
in (lac)
Ildefl
Lld
� PLATES
TC 0.77
Vert(LL)
-0.23 1-12
X999
240
MT20
BC 0.72
Vert(TL)
-0.47 7-12
>909
180
WB 4,52
Horz(T'L)
0.12 7
nia
nla
Matrix)
Weight: 157 lb
BRACING
TOP CHORD
BOT CHORD
WEBS
GRIP
169/123
-Structural wood sheathing directly applied or 2-4-13 oc purlins.
Rigid ll -Ing directly applied or 10-0-0 oc bracing.
1 Row at raidpt 3-1115-11
FORCES (lh) -- Ma>jrnum ornpresi r/Ma)�mum Tens[on
T P I I RD 1-2=-3279/18312-3::;-2802/210.3-4=-1781/2`0654-5=-1782J2l2p5�6;---2716/18415-7-n;-3187/`157j7-8=0/179
BOTCHORD 1-1 =-11 0/2545, 11-1 =-77/ 1 t 1 o-11=- l 8451 -1 =- `1845, 7- =-41/2441
EBS 2-12--681/163F3-12 -52/78213-11=-ll3l/`l,92F4-1..l=-124`/1312t5-11--1093/`18115-9=-27169616-9=-616/147
ITE,
1 Wind, ASCE 7-98; 90mph, h= ft, T i L-4.8psf; B DL -4. psf, Category ll; Exp C, erclbsed; MVVFRS interior .gone; Lumber DOL -1-33
plate grip DOL -1,33.
TALL: ASCE 7-981 Pf=35.0 psf (flat roof now); Exp Q Full .
Unbalanced snow loads have been considered for this di Vin.
Thi truss has been designed for greater of min roof live load of 16.0 psf or 2.00 fiirnes flat roof load of 35.0 psf an overhangs non -concurrent
With other live loads -
5) s truss has been designed for a 10.0 psf bottom chord I i ve I oad non ooncurr nt with any other I ive I oads.
This truss requires piste i ns pe ti on ler t e TDot h Count Method when this truss is chosen for quaI ity ass u ra n Inspe tion.
7) Refer to gi' rder( ) for true to truss connections.
Pro ide mechanical conn tion (by others) of truss to bearing plate capable of withstandIng 105 ib uplift at joint 1 and 189 lb uplift at joint 7.
This truss is designed in accordance with the 2003 International Residential Code sections R502,1 1.1 and 0 .1 &2 and referenced
standard ANSI/TPI 1.
LOAD .E() Standard
0
i -
Truss
)e
Q709240 ROOF TRUSS
i
T S O,PET-IF, Idaho Falls, IS 803, Clay [
E LLI11.1 %IT N
I
Job Refertrig, ti ro l
,5M s Mar 6 2007 I iTek Industries, Inc.
17-11-0
35-10-0
1 7-1 1 -0 17-11-0
5x5 =
Tue Jun 19 17:01:512007 Frage 1
-0-0
Scale 1:63-4
� 35-10--Q
Plate Offsets , ` . 110-1-51E 21.0-1- Fdg ],130,0-2-810-3-0
LOADING (ps
TOLL 3.0
(Roof Snow --35.0
T CL 8.0
BOLL 0.0
BDL _0
2-0-0
Plates Increase 1.1
Lumber 1 a rea e 1.1
Rep Stress Inr NO
Code I1 20 /TP1J2 02
C 1
TC 0.73
BC 0.33
WEA 0.32
(Matrix)
DEFL
Vert(LL)
Vert(TL)
HorzjL
ind(LL)
i n I I /d'efi Ud
-0.13
22
Wr
90
-0.1
22
n/r
80
0,01
21
Wa,
n1a
0,06
22,
n/r
120
LUMBER
BRACING
TOP CHORD
2 X 4 SPF
1650F 1.5E
TOP CHORD
BOT CHORD
2 X 4 SPF
1650F 1_ E
E T I- OR
OTHERS
2 X 4 SPF
-S Stud/Std * pts
WEBS
T9 2 X 4
SIF 1 5OF
1, 5EN ST8 2 X4 SPP 165OF 1. 5E
, T7 2 X 4
SPF 1650F
1_5E, ST6 2 X 4 SPF 1650F 1,517
ST8 2 X 4
SPF 165OF
1. E, ST7 2 X 4 SPF 1 S OF 1.5E
ST6 2 X 4
SIF 1650F
15E
PLATES
MT2 0
Weight., 206 lb
1P
169/123
Structural wood sheathing directly applied or 6-0-0 ee purlins,
J igid tiling directly applied or 10-0-0 oc bracing.
1 Row at rrmidpt 11-31 1 0-2, 3a 12-3, 13-29
REACTIONS (Ib/size) 1 93 `35-1 O- r `1-1 '6/35-10-0, 32-202/35-10- , -203/35-10-0, 34=207/35-1 C�-O, -200135-'10- , =205/35 -10 -Or
37-205/35-10-01 38-199135-1,0-03 39=224135-10-01 0=203.35-10-0, -202/35-10-01 28=208/3-5-1 0-01
27=200135-10-0, -p / -10-0, 25=196135-10-0, =236/85-1 G-01 23=73/35-10-01 21=393/35-10-0
Max Hor 1-- 23(L
Mm Uplift1=- L ), 32=-32(L , 33 _-. 0(L r 34--4 L P 3 5;--44(L 7), =-4 (L -4 L 7)r �-44 L ),
9=- L ), 0--2 L ), 2 =- (L , 2 =- (L ), 2 -44(L ), 2 -4 (L , 2 =-40°(L 8), 24--- (L )
23= - 0 L , 21 =-- ( L
Max r 1=1 (L , 1=21 (L 8), 2- 0,7(L , =2 (L 2), 4-303(L 2), =292(L 2)p -299(L 2), -2 (L 2
= 0(L ), =327(L ), 0- 0 (L 3)., 2 =2 4(L 8), 2 =303(L ), 27;--291 L , 2 = L 8), 2 =2, ( L
), 24=47L , 2=3(L 3, 21=8(L 3)
FORCES (lb) mum Compr sion/MaAum Tension
TOFF CHORD 1-2=-285/184r 2-3=-24:3/169P 3-4=-2341179, 4-5=-205/177, 5-6=-167/175, 6-7=-128/173F 7-8:---96/1721 8-9=-99/1801
9-10--98/213, 1 11= 108/231, 11-12=-103/224, J12-1 ` 5/1 , 13-14=-961137, 14-15--931,@1, 15-16=-97/63, 16-17--95/65,
17-18=-98/58.
-13,5158t 20-21=-169791 21-22=0/175
.SOT CHORD 1-39z---311202, 38-39=;-31/2021 37-38--31/2021 36-37--31/2021 35-36=-31/2021 34 -35= -311202P33 -34z---31/2021 32-33=-311202P
31-32=-31/2025 30-31--311202) 11202, 2 --3 --31, 202, 28-29=-31/2021 27-28--311202P 26-27=-311202F 5- =- 1/20 ,
24-25=-31/202P 23-24=-3112021 21-23=$31/202
WEBS 11=31=-198/0. 10-32--275/511 9-33--2631691 8-34--271/651 7-35=-260/63) 6-36=-268,1651 5-37=-265/641 4-38=-263/651
2-39=-274/70, 12-,30--277/45 3 13-29=2e3171, 14-28=-271165, 1-27�-260/63, 15-26=-269,/663 17-25=-260/62, 18-24,-287[74F
20-23=-1 71/87
NOTES
1) Wind: ASCE 7-98; 9 Om ph ; h= 25ftj T C DL=4.8p f; ECRL=4. psf'; Category Exp Q enclosed; MVV FI int rlor zone; Lumber DO L=1.33
plate grip D L-1.3.
2 Truss designed for wind loads in the plane of the truss onl . For studs exposed to wind (normal to the face), see / Tel "Standard ab[e
End Detail"
3) TOLL. ASCE 7-98, P1~=35.0 psf (flat roof n Exp ; Fully Exp,
4) UnbaIan ed s now ioads have been cons=idered for this design.
This true has been designed for greater of rein 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.
This truss has been designed for a 10, 0 psf bottom chord live load noniconcurrent with any other live loads,
7) if plates are 1.5x4 MT20 unless other ri e indicated.
r p 9 fate inspection ori per the Tooth Count thud when this truss is chosen for quality assurance inspection,
fan Truss
0709240 B8G
ROO TRUSS
STOCK MPONENT -IF, Idaho FalIs, 1D W , [a ustin
Qty Ely ��LI
1
T fl
_1Job Reference (optional
.500 s Mar 8 2007 MiTek Industries, 1 n c.
Tue Jury 19 17:01:512007 Page .
NOTES
Gable requires Continuous bottom chord bean ng-
+10Gable studs spate at -0-0 cc.
11 Pr de mechanical connection (by others) of truss to bearing plate capable of w[thstandi rig 86 J b uplift .t j of nt 11 32 Ib uplift ift at of nt 0 i b uplift i .
44 l� J � t joint �int I� uplift atjoint ��ant 4,
IIS uplift atlei nt 35, 46 Ib uplift at joint 36, 46 Ike uplif=t at joint 37, 44 Ib uplift at joint 38, 55 lb uplift at joint 39, 26 1 uplift atiaint 30, 53 1b u lift at olnt Ib
1b lift at Joint 47 1 b uplift at Dint 0 Ike uplift at pint 8 lb uplift t cant 205 Ib uplift at joint and Ib � J u�l�ft t ��jnt �
p' a � _ �' � � J J � �' � � � J uplift at �.
1 ) TNs truss is designed in acmdance with the 2003 International Residential Code sectlons R502A1.1 and R802.10-2 and referenced st ndard
ANS[rTIP1 1-
E..DAD CASE(S) Standard
Job
Truss Tr, Pe
Q1YP l � LLI
Q709240 ROOFTRUSS
F
STOCK. COMPONENTS -IF, Idaho Falls, ID 83403, Clay Gustin
0
---
--o
6-2-0
4A =
R
Job Referenaptional)1
.5W s Mar 8 2007 MiTek Industries, Ing_ Tue Jury 19 17,01, 57 2007 Page 1
12^4 -
"11C = -1.26.5
1_---0
r
12-4-0
Plate
-4-
Plate Offsets i rk.
f .0-1- ,Fdgel,[8:�0_1, ., � eI
t
.
LOADING p fd
--
T LL
SPACING -0-0
C51
DEL
in
1
I/defl
Lld
-0
( Roof Snow --35-0)
plates Increase 1.15
TG 0.7 3,
' e rt(LL)
-0.1
n/r
90
T IAL 8,0
Lumber Increase 1.15
SC 0.33Vert(TL)
-0.15
9
n1r
so
LL 0,0
rep Stress Incr NO
WB 0.10
Hor TL)
0.00
8
n/
n/a
Cede I 0 0 /T P 1 002
Vatri
i nrl(L L)
r) nR
a
i%Ir
1
FOLATES GRIP
0 169/123
ADL 0.L) I eight; 4 0 Ib
LUMBER
TOP CHORD
BOT CHORD
OTHERS
X4 SPF 1650F 1 .5E
4 SIF 1650 F 1,5E
PF- S Studd Std
BRACING
TOPCHORD
BOTCHORD
Structural wood s heath i n g directly applied c - 0-0 oc purl1n, s,
Rigid Beilindi redly appl1ed or 6 -0-0 oc. brad ng.
REACTIONS (Ib/size) 2-398/12-4-0,8=398112-4-0,12=149/12-4-0, 13;--234/12-4-0 14=102J12-4-0 11-2,34112-4-0 10=102/12-4-0
NAax Hrz=-10(L )
Max Upliit =-1 1(L 7), =-1 3(L ), 13_,66(L 7), 1 =-1 0(L ), 11-- (L 3), 10=-1 0(L
Max r - L ), 3-5 (L= 3), 1 —149(L 1), 1 T3 5(L , 14=y1 L ), 11=3 L 3), 10=1 (L 3)
FORCES (lb) - Nla>jrnurn empres ion/Ma)drnum Tension
TOP CHORD 1-2-0/175, 1. 0/73, 3-4=-97/63P --114/ 9F =-114/80, =-97/50' =-150140, 8-9=011 75
BOT CHORD 2-14--2/1007 13-14=;-2-/1001 12-13--2/1 OOP 11-12z----2/100, 10-1 2''100, 8-1 0=-211 00
WEBS 5-12--126/01 4-13--2951721 3-14---1 971761 -11- 0f -1 O- l97/76
NOTES
1) Wind: ASCE 7-98; 0mph; h= ft; T DL=4y pf, B L L=4.8p f, Cate -gory 11 Exp C, enclosed; MFRS interior zone; Lumber DOL; --1.33
plate grip DOL -1.33.
Truss designed for wind leads in the plane of the truss only, For stands exposed to Wind (nermall to the face), see MiTek''Standard Gable
End Detail'"
TOLL: ASCE 7-98; Pf=35.0 p f (flet roof snow); Exp Q Fully Exp.
4) U r ba l a nced snow I oads h a)je been cons1d e red for thi s des1gn.
This true has been designed for greater of min roof l ive load of 16, a p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent
itri Wier rim loads.
This truss has been designed for a 10,0 p f bottom chord live load noncon urrent with any other live loads.
All plates are 1,5x4 1` TT 0 unless otherwise indicated.
This tru ss req uip re s plate inspection per the Tenth Count Method when this truss I s chosen for q u a I -Ity ass uran Nrspetion.
Gable requires continuous quo bottom chord bears n .
10Cable studs spaced at -G-D oc.
11) Pro\Ade mechanical roan tion (b others) of true to bearing plate rapable of withstanding 121 Ib uplift at joint 2, 136 Ib uplift at joint 8, 66
lb uplift (st joint 13,180 Ib uplift at joint 14, 65 1b uplift at joint 1 I and 180 Ib uplift atjoint 10.
1 This true is designed in &r.",cordance with the 2003 International l e identlal Coble sections. R502, 11.1 and R802. 10.and referenced
standard ANSTFPI 1,
LOAD E( ) Standard
k-
Job
TrussT
e
e
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Clay Gustin -�
P
41
I.-
1
--
--
4x6
3
�w
4
ELL], 'NSTGN
, O� R feren:c ti on al
6.500 s Mar 8 2007 MiTek Industries, Inc.
TueJun 19 17.02 L00 2DO7 Page I-
. 1 - -o 14-4-0
--
--
Scale = 1,26.5
6-2-0 _- 1 12-4-0
--Plate Offsets , , 0- 1- , Ld , 4 _ 1 - y Ed ` I
LOADING (psf)
T LL �. �
SPACING -0-0
cel
DEFL
in Igo
I;dfl
LTE GRIP
(i f no 5.0
lit Increase 1
Tc_
Vert(LL)
-
2�'
40
MT20 169/123
TCDL
Lumber Increase 115
`SLS
BC 0.30
' rt('TL)
-0.08 2-6
>999
18c
B L L
Rep Stress I ncr
WB 0.17
Ho rz(T L)
00.01 4
n1
n�a
B CSL 8,0
ode IF /T.PI 0.0(Matrix)
l i ht: 41 1b
LUMBER
TOFF H RLD
BOT H RD
VEE
4 SPF 1650F I _ E
SPF 1 F11_ E
X 4 B F- Stud/Std
REACTIONS (lb/size) 2=806/0-3-81 4=806/0- -
Max Hcrz =-10 (L
Max Uplift =-1 Lc 7), =-1 (Lc 8
Max Gr2v2=I 0(L , =1 0(Lc
FORCES (lb) - N mum Compression/NbMimum Tension
T P H D 1-2=0/179,2-3;---755/40,3-4--756/4004-5-:0/179
1130T CHORD 2-6-0/47614-6-0/47
WEB -6_01246
BRACING
TOP CHORD Structural wood soh athin g di rectly appl ied or 6-0- 0 oo purl ns.
BOT H RD I igrd cell Ing directly applied or 10-0-0 oc bracing,
MOTES
1 VVied: ASCE 7-98, 90mph: h= ft; T DL= . 8psf, R DL=4. pst; Category 11; Exp C� enclosed' MWFRS interior zone; Lumber DO Lzzl, 33
plate grip D L=1. k
TOLL_ ASCE 7-98; Pt -35O psf (flat roof snow) r Exp , Fully E .
Unbalanced snow loads have been considered for this desigri,
4 This truss has been designed for greater of min roof live load of 16.0 p 1• or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent t h other live loads.
This truss has been designed for a 10. 0 p f bottom chord I live load nonconcLArrent with any other live Joadl&
0 TnI6 trru 5 requires plate i nspec[i n per ane '-1 ootr) Court Method when this truss is chosen for quality assurance [nspctlon.
7 ProMide mechanical correction (by others) of truss to bearing pl ate capable of withstanding 125 lb uplift at joint 2 and 125 lb uplift at Joint 4.
This truss is designed it accordance with the 2003 International Residential code sections R502,1 1.1 and 8802-10.2 arid referenced
standard ANSVTPI1.
LOAD CASE(S) Standard
Job
Q709240
TNss
TR F)e
ROOFTRUSS
f,-;FUN1zNT 1F, Idaho Falls, 1D 83403 Clay Gust -in
I S
2-0-0
QtY
1
Ply ELLk ASTON �v
21 Joh
Reference (optional)
6.EW s Mar
8 2DO7 'l T k. fndw tr«s, inc. Tue
Jun .1 17:0201 2007 Page I
_ 3-4-1 5 6-2-0 . 8-71-1 12-4-0 14-4-0 �
a -I
4X4 J
4
1
Scale ' 1:26,5
I
--1
Plate Offsets MY), -12:0- -0+o-1- 1' [6- 0-2-01 0-1 -]
LOADING (ps
TOLL 35.0
(f c>of Snow --35,0)
TCDD. 8.0
BOLL 0,0
BDL 8.0
I 0011-M
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
'gip Stress Incl' NO
Code Il 200 j'TP1200
TOP CHORD 2 X 4 SPF 1 B 0E 1. 5E
POT CHORD 2 X 6 Dl= Io.
VVEBS 2 X 4 SPF -S StudlStd
REACTIONS (IbIsI e) 2-3205/.0-3-816-3205/0-3-8
Max
-8205/ -8'-8, -3205/0- -
Max Hort =-1 DO(LC
Max U piift--351(L 7), 6 �- 1(L 8)
Max Grav2=3438(LC 2), 6�3438(LC 3)
CSI
TC O.41
SC 0,47
B 1.00
(Matrix)
1
DEPL
in
(Ioc)
Ildef1
Vert(LL)
-0. o
-10
>999
Vert(TL)
-0.0
-10
Flor (TL)
O.o
n/a
BRACING
TOS' HCS
BOT Holl
FORCES (1b) - Ma>d mum Gompression/Ub>drnum Tension
TOP CHORD 1-2-0/187, 2-3=-3975/353) 3, - =- 81/2 8r ,-2761/283r 5-6=74975/351136-7=0/187
BOT CHORD -10--263/3170, -10=- 1 1 O' -9®-248181701 6_18=-243/3170
EB 3-10--92/1190, 3-9--1220/140, -1220/140, 4- 9=-287/ 709, 5-0=-12201142, 5-8=-90/1190
12-4-0
Ud PLATES
240 1
180
n/
Weight; 125 Id
RIF'
169/123
Structural wood sheathing di rectly appl led or -0-0 oc purl i res.
frigid ceiling directly applied or 10- 0-0 oe bracing.
NOTES
1) 2-p1 y t russ. to he connected together w1th 10d (0.181 "&' Mails as fel Imo.
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oe.
Bo om chords connected as follows: 2 X 8 - 2 rows at 0-9-0 cc.
Webs connected as follows'. 2 X 4 - I roar at 0-9-0 oo.
Al I loads are ons] dered equal ly appl led to al 1 pl ies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
o n n ecti o ns have been provided to d-1stnbute orgy loads noted F) or (B), unless other l se Ind[oeted.
Find: ASCE 7- 8P 0mph; h`2 tt, T DL= . psf, B DL= .8p f; Category II; noCosed I FI -interior of e; Lul Lumber L-1 -33
plate grip D L=1 y .
4) TOLL. ASCE 7-98, Ilf-==8 .° p f (flat roof snow); E>P C; Full .
Unbalanced snow loads have been considered for this design.
This truss hes been designed for greater of min roof live load of 16,0 p f or 2.00 times flat roof load of 35-0 pst on overhangs non -concur -rent
with other live loads -
7)
oad -
Th 1s truss has been designed for a 10.0 psf bottom chord I ve load n o n concurr nt with an y other live loads.
8 This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspe tion.
Provide mechanical connection (by others) of true to bearing plate capable of Wthstandlng 381 rb uplift at joint 2 and 381 Ib juplft at joint 6,
10) T h j s truss is designed in accordanoe With the 2003 Intern tion l Res a I Code sections R5 02, 11. 1 and R802.1 0,2 and refereed
standard ANSI/TP[ 1.
11 ) Girder carries tie -Irl span(s): 17-11-0 from 0-0- to 12-4-0
LOAD CASE(S) Standard
1 Snow: Lumber Increase=1.1, Plate Increase.
=1.1
Uniform Loads (plf
"Vert: 1-4=-81 -7=-8r 2-6;::-414(F;---398)
ip,_
1-i
CD