HomeMy WebLinkAboutTRUSS SPECS - 07-00121 - 1105 Coyote Willow Way - New SFRIt
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Job
Tr 1 � T e
'Q706744 All
ROOF TRUSS
STOCK COMPONENTS -IF, l aho Falls, ICS 83403, Eric -
-_0-0
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.Job Reference footionaL,
6.500 s Dec 14 20
ID6 MiTelk Industries, Inc.
Fri Mar 16 15-52:50 2007 Page I
4-0-0
6-0-1
-0
`o -o
.5x4. 11
-0-15
12-0-0
ELSE
Left: X 6 DF No.2, Right. 2 X 6 DF No.2
REACTIONS lb/size) 2=1401/0-3.8, 6=1401/0-3-8
MaxHort =, L )
Max U pl ift =-1 51(L 7), =-1 51 L 8)
Max Gray 2=1725(L ), 6=1 5(L )
5x8 w
"l.5x4 I �
4-0-
Scale = 1-160.0
DEAL in (l I/d fl L/d PLATES
GRIP
rtLL 0.07 6-8 >999 240 MT20
-0.11 -1 197/144
Vert(TL)
999 1
H r (TL) 0.05 6 n/a n1
Weight: 107 Ili
BRACING
T ,P CIAO D Structural wood s heath i n directly applied r
purlins.
BOTCHORD Rigidcoiling directlyli �d r 110-0,0 �
�" bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOFF FI S 1.2=01181,2.3=1852182,34--.11361139;-
-11361139.r 5-6=-1852,18it 6-7=0/181
B T H O RD - l {)-- l Il 260, r1 =-61 / 1260 ■ =011 - 0
/1260
WEBS 3-10=01228, 3-9=-72211237
9=-7i 12 7 4-9=-49/670, -- ■ 22/1 4Y -0/228
NOTES
1) Wind.- ASCE 7-198; 0,nph h= ; T DL . p f; B DL=4. f• Category
11; Exp } enclosed; M''I`F. interior
zone; Lumber DOL -=1.33 plate grip DOL=1.33.
2) TOLL: ASCE 7-9,8; Pf=35.0 p f (flat roof snow • E • Fully
3) Unbalanced snow roads have been considered for this design.
) This true has been designed for greater f Vin.
min roof live loan of 16.0 p f or 2.00 times flat roof load of
on overhangs non -concurrent with other live Id.5) f
This truss has been dined for a 10.0 f Ott �r y
6)Thifru. r� � � r� loadr�nt�urrer�t its any other liveloads.q ire plate heap tion per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of true to bearing.
joint d 151 Ib plate pal f rt�tan�rn � � Ib u�lrft of
uplift at joint .
This truss is designed in accordance with the 2003 International Residential
.°I . and referenced standard A 11TP �i sections ,� � .� and �1.
LOAD CASE(S) Standard
-0-
-11-1
�._Plat_ t
�._
.s. !- - 0-4-
s i
W.3-.
W.3-01
Lel(psfl
_
TALLSPACING
2-0-0
CS1
(Roof Snow -35.0
Plates Inca 1.15
TC
0.73
T D L
8.0
Lumber Increase 1.15
i BC
I
0.35
BOLL
0.0
Rep Stress Inr YES
.1
WB
0.49
-.BCDL
8.0
Code II 00 /TP1
(Matrix)
LUMBER
TOP CHORD
2 X 4
SPF 165OF 1,5E
BOT CHORD
2 X 4
SPF 1650F I.5E
WEBS
4
SPF 165OF 1.5E *Except*
1 2
X 4 SPF Stud/Std, W1 2 X 4 SPF
t to d/Std
ELSE
Left: X 6 DF No.2, Right. 2 X 6 DF No.2
REACTIONS lb/size) 2=1401/0-3.8, 6=1401/0-3-8
MaxHort =, L )
Max U pl ift =-1 51(L 7), =-1 51 L 8)
Max Gray 2=1725(L ), 6=1 5(L )
5x8 w
"l.5x4 I �
4-0-
Scale = 1-160.0
DEAL in (l I/d fl L/d PLATES
GRIP
rtLL 0.07 6-8 >999 240 MT20
-0.11 -1 197/144
Vert(TL)
999 1
H r (TL) 0.05 6 n/a n1
Weight: 107 Ili
BRACING
T ,P CIAO D Structural wood s heath i n directly applied r
purlins.
BOTCHORD Rigidcoiling directlyli �d r 110-0,0 �
�" bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOFF FI S 1.2=01181,2.3=1852182,34--.11361139;-
-11361139.r 5-6=-1852,18it 6-7=0/181
B T H O RD - l {)-- l Il 260, r1 =-61 / 1260 ■ =011 - 0
/1260
WEBS 3-10=01228, 3-9=-72211237
9=-7i 12 7 4-9=-49/670, -- ■ 22/1 4Y -0/228
NOTES
1) Wind.- ASCE 7-198; 0,nph h= ; T DL . p f; B DL=4. f• Category
11; Exp } enclosed; M''I`F. interior
zone; Lumber DOL -=1.33 plate grip DOL=1.33.
2) TOLL: ASCE 7-9,8; Pf=35.0 p f (flat roof snow • E • Fully
3) Unbalanced snow roads have been considered for this design.
) This true has been designed for greater f Vin.
min roof live loan of 16.0 p f or 2.00 times flat roof load of
on overhangs non -concurrent with other live Id.5) f
This truss has been dined for a 10.0 f Ott �r y
6)Thifru. r� � � r� loadr�nt�urrer�t its any other liveloads.q ire plate heap tion per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical connection (by others) of true to bearing.
joint d 151 Ib plate pal f rt�tan�rn � � Ib u�lrft of
uplift at joint .
This truss is designed in accordance with the 2003 International Residential
.°I . and referenced standard A 11TP �i sections ,� � .� and �1.
LOAD CASE(S) Standard
Job r6
-d G t uss Type
1?706744 jA1G
! II` TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403-E ic
r
%)Ar
12-0-0
12-0-0
4x4
7
IQty 11y EHtEf3-1E I
n
Job Reference (option l
6,500 s Dec 1 T Indusines, Inc. Fri Mar 16 15:5-2:51 2007
a -n -n
12-0-0
Scale
`0 -
4 23 22 21 20 19 18 17 16 15 _ 3x4
�� 19:0.2-810-3ftL__.
in (loc)
psf)
LOADIN (PS
L/d
TOLL 35.0
FII -0i0
CSI
(Roof Flow
Vert(TL)
PlatesIncrease 1.15
TC 0.08
T C L 8.0
Lumber Increase 1.15
0.00
BC 0.04
BOLL 0.0
Rep Stress In r NO
WEA 0.1
B ISL 8.0
Code IC20 fTP 10
Matrix
LUMBER
TOP CHORD 2 X 4 SPF
165OF 1.5E
E30T CHORD 2 X 4 SPF
165OF 1.,E
OTHERS 2 X 4 SPF
Stud/Std *Except*
ST6 2 X 4
SPF 16-50F 1,5E, ST5 2 X 4SPF
1 OE 1.5E
ST5 2 X 4
SIF 1650F 1.5E
5x5
4-0-
4 -D -o
DE■ L
in (loc)
I/d fi
L/d
Vert(LL)
n1a -
n/a
999
Vert(TL)
n/a -
n/a
999 a
w H or ff l-)
0.00
rt
BRACING
TOP CHORD
HOT CHORD
WEBS
4,
PLATES
MT20
Scale = 1:55.0
Weight's, 118 Ib
RIP
1971144
Structural wood sheathing directly applied or -0-0 o
Purr; n.
Rigid ceillng directly applied or 10-0.0 bracing.
1 Row at midpt _1
REACTIONS (Ib/size) 1=90124.0,OP13=90/24-0-Orlgl.-166124-O,Op2O=204/24�0-0121=203/2`4.O.,O!p22=205/24-0-03
23=201/24-0-0i 4 17/24- - , 18=204124.0-0117=203/24.0-0116=205/24-0-0
14=217124-0-0a
Max Hort 1=-222(LC
Max HPriftl=- L m 1 =-1 (L , = L 7 1=- L =
-52 (LC 7)) 23=-52(LC 7)
24=-55(LC a .,17•--- L )-, 1- (L a 1 =. L 1=-
55(LC 8)
Max Grav 1 =1 27(LC 6) 13=1 20(LC 3), 1 1 (L 1) , 20=31 0 LC 2)3,21 =294(LC =
=(L , 4=1L ), 1=1L ,; 17=294(LC 1 = .m
293(LC 3),7
1 4=1 (L
FEVb) �
Maximum mpr s i Maximum Tension
T P H O RD 1-2=218/125+
.-21 /1+ -3=- !# 1, 3-4=-13011211 4-5=-10811181
• =- 1 =-1061120,
8-9=-106/91, 9-10=-108/5:3j
-10=-10 /5:3 1 T -1 1 i-1 08/52, 1 1 -1 .•r 1 8151 ■ 12-13=-143152
r
B T H RD 1-24=-36/126y23-24=-361126, 1 � = r26, 20-21=-361126,19-20=-36/1265 - =
18-19=-36/126} 17-1 =-3611, 6, 1 -17=-36/1 , 1 -1 =-36/1 14 = -
WEBS 9-1
=-134109 /64, 5-21=-262/74Y
- 1i- 62/74,4-22=-266171,
�- 266171 y -ice =- 65/72■ - 4-- 6617
17=-262/75, +10-16--266171, 11-X15=-265172,12-14---266/70if i8-18=-278/621
NOTES
1Wind: ASCE 7�98; 90mph; h=f1; TSL= f; EDL=4.
pf, Category 11; Expencloseda l'F interior
zone; Lumber DOL=1.33 plate grip L=1..
) Truss designed for wind loads in the E�n� f the tri .
IiT ,� y � �r-�I For t�� ��� t ���(normal t� t� ��
see Standard able End Detail
TOLL; ASCE 7-; Pf=35.0 psf (flat roof ria • E . Full
y Exp.
4) Unbalanced snow loads have been considered for thils design.
5) This truss has been designed for a 1 f bottom bird
6) Ir It r 1. � � �, I�� n�rr�rr�rr�t �t� rr other liar loads.
p 4 T unless otherwise indicated,
Continued on page
;Job 'Truss
Truss Type Qty '.Ply --[RtXir-A0bVD-1tH70-1V1
Q706744 AIG
ROOF TRUSS 2
--LJob Reference
COM(optionzkl)
STOCK, PONENTS-IF, Idaho Falls, ID 83403, Eric 6,500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:52:52 200-7 Page 2
NOTES
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance nspec
ition.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced art 2-0.0 oc.
10) Provi de mec han 1ca I con necti o n (by others) of truss to beari ng plate capable of withstandi ng 5.8 1 b u pi ift at joi nt I , 13 lb u pi ift at j oi nt 13 � 45 1b
uplift at joint 20, 55 lb uplift at joint 21, 52 1b LiPlift at joint 22, 52 lb uplift at joint 23., 55 lb uplift at Joint 24., 43 ]b uplift at joint 187 56 1b uplift at
joint 173 52 1b u plift at joint 169 52 1b uplift at joi nt 15 and 55 1b uplift at joint 14,
11) This truss is designed in accordance with the 2003 International Residential Code sections 8502.1 1.1 and R802.10,L2 and referenced standard
ANSUTPI 1.
LOAD CASE(S) Standard
Trus '- T rush—
Type
i
IQ706744
ROOF TRUSS
STOCKCOMPONENTS-IF, Idaho Falls, 10 33403
, Eric
CD
--0-0
- o
-0-1
TO -15
_FQii_ jPIy �REXi�--ARADEHOME/3,15t----%---'-
17 I 1I
'Job Referenc(optional
6.500 s Dec 14 200 6 Mi Industries, Inc. Fri Mar 16 15-052:55 2007 Page
1
C!
2 O ~O
--1
1 .5x4 5X8
6-0-15 _. 1 12-0-0
-0 -1 -11-1
Plate s (X,Y):
: 0,- , 01,JqL_0�4-Qj�qge]l
LOADING (psf)
TOLL 35.0 I114 ` -U US11 DEFL
(Roof Snow=35.0) M Plates Increase 1.15 TC .74 Vert LL
T DL 8.0 Lumber Increase 1.15 ESC 0.54 Verb TL
B LL 0.0 Rep Stress In r YES W13 0.4 Mfr TL
7
1.5x4 t I
in Ic
-0.09 -7
-0-16 -7
0.05
BCDL
8.0
LUUV 1R�cuu.s1 i riZuuZ (Matrix)
LUMBER
-�_
TOP CHORD
2 X 4
SPF
BRAGIMC,
165OF 1.5E TOP CHORD
BST GHQRi7
Z X 4
SPF
'i 650E 9.5E
VVEBS
2 X 4
SPF
165UF 1.5E *Except* BOT CHORD
__
W1 2
X 4 SPF 5tudlStd, VIII 2 X4 SPF Stud/Std
VVEDE
Left; 2 X 6 DF No - 2., lila: 2 X 6 OF No.2
REACTIONS (lb/sIzel 2 , 6=1201 /Mechanical
Max Horz 2=254(LC
Max U ,plift=-1 51 (LC 7).6=.65(LC 8)
Max G ray 2=1 72 7 LC 2).1 =1 17 L C 3)
FORCES (1b) - Maximum Compressio n/Maximum Tension
TOPCHORD 1-2=011 81; -3=-1 8551913 `4=-11151/147 4` i-115611 =-1 927199
BOT CHORD RD - =-881 l x 8-9=-8811263 7-8=-9/133516-7=.9/1335
WEBS 3-9=0/229,3-8=1722112314.8=,6,2/69435-8=-7971152)-7=01
235
6X8
-0-0
--1
Scale = 1:58.2
I1fI LA PLATES GRIP
>999 240 MT20 197/144
>999 180
n/a n/a
Weight- +1 Ib
Structural wood sheathin directly ppl i i r" - -11 OG
purlins..
Frigid ceiling directly applied or 10-0-0 biracing.
TE
Wind: -Ir-�f� 1=#; T[l.ip;L`.pf; t II'
Exp a enclosed; I'�'F interior
zone, Lumber IDOL=1.3 plate grip DOL=1. 3.
TOLL, ASCE 7.98; =3 5.0 psf (fat roof snow) ; E - 1=ully E
3 Unbalanced snow loads have been considered for this design,
) This truss has been dined for greater of min roof Jive 1�d
Of 16.0 psf or 2.00 times flat ref iload of 35.0 psf
n overhangs non -concurrent with other live loads,
) This truss his been designed for a 10.0 � batt '
6) � � chord live load rrononcurrrnt with any other live lo.
This truss requires plate inspection per the Tooth Count MethodP
her� this truss is chosen for quality
assurance inspection.
7) Refer to girder(s) for truss to truss connections.
Provide ehan i In netion (by others) of truss to bearing plate capable f withstanding 151 1b uplift t
joint and lb upl ift t j rpt .9) p
This truss Is designed ire accordance with the 2003 International Resiclential Code sectionsi
R802.10.2 and referenced standard ANSVTPI 1,
LOAD CASE(S) Standard
Job Truss I r use Type
Q706744 A3 :ROOF T.
STOCK COMPONENTS -IF, Idaho Falls, ILS 40 j Frig
r1--
(�i
0
-0-+1 12-0.0
-0-1
QtY P1Y REXjir RADEI- 0ME/ -1 /E
1
1i Job Reference (optional)
6,500 s Dec 14 2006 MiTek Ind u tri Inc.Fri Mar r '� 15:52-.58 _ —
a 200 Page
4x6 5-11-1
3
-0-1
Scale = 1: 56.3
6x8
e-0-15
1 -o -o
Flats 'ffetM2'.-LtEd,gejO-44L_f5:0-1-5,Edgtl,17.-O-4.0,04,,O
_
LOAD I(p,59
z
TOLL
35.0
SPACING 2-0-0
GSI
(Roof Snow=35.0)
Plates Increase 1.15
TC 0.75
T DL
8.o
Lumber Increase 1.15
13C 0,55
BOLL
0.0
Rep Stress Inr YES
WB 0.55
13DL
Code IF 00 /TPI(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF 165OF 1.5E *Except*
WEDGE 1 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud/Std
Left: 2 X 4 SPP turf/Std, Right. 2 X 4 SPS turd/Std
REACTIONS (Ib/size) 1=1 1 1M-, =1 1 1 l hanical
Max Hort 1=-1L► 5)
Max p11*ft1=-6(L 7)9 =-L )
Max Gray 1 =141 (L , 424(LC 3)
7
5x8. --
0
UEFL in (ioC) 1ldefl
Vert(LL)
Vert(TL)
Horz(TL)
BRACING
TOP CHORD
BOT H RD
FORCES(lb) - Maximum CompressionfMaximum Tension
TOPD CHORD1.2=-1929110012-3=.1172/14913.4=-1173114914-5=.1944/101
B O T H I .D 1-8=-97/133517-8=-97/133516.7=.17/135315-6=-17/1353
-97/1335■=Yl7/ ■ 3517`.17/1353,`-1 /1353
WEBS 2-8=0/235J 2-7=-7931151 , 3-7=-65/723,r4-7=..811/1531 4.6=01237
-
-
5
--0
-0-1
Lid
240
180
6x8
PLATES
TO
Wei ht 100 1
GMP
197/144
Structural wood sheathing directly applied or 4-2-0 oc
purl
- -
purlires.
Rigid ceiling directly applied or 10-0-0 oc bracing.
[COTES
1Wind; ASCE 7-98; mph; h' fta T DL�r4. p f, B C L=4. f• Category II` E interior
zone, Lumber DOL -1,33 plate grip DOL=1.33
2) TOLL; ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
p
Unbalanced need snow loads have been considered for this design.
4 This truss has been designed for a 10.0 p f bottom chord live Io d no con urr nt with any th ery live I cads,
5) This truss requires plate inspection per the Tooth Court
Method when this truss Is chosen for quality
assurance inspection.
6) .defer to girder(s) for truss to truss connections.
7) Provide mechanical connection b others) of truss to bearinglate able o withstanding ,
1 and IIS uplift t joint!5.
!� p f �th:tn�drn IIS uplift t joint
This truss is designed it accordance with the 2003 International Residential Code
sections 1.11.1 and
R802-10.2 rid referenced standard ANS11TPl 1.
LOAD CASE(S) Standard
Job Truss
Truss Type
'F TRUSS
--
STOCKPIENT-lF, Idaho Waif I� � �
Falls, 0, Eric
tk-
Cr
R
I )
lJob Reference foptiorial)
w o
6.500 s Dec 14 2006
METMiTek Ir tri ,. Ire . Fri � 1 : 7_
gage 1
-11-8 1-6-8
3
4x6
-8-5
5-1--1
24-0.0
lax 0 -1- -A .
113-6-8
-
_ Plat t - - T-dgP-,—O
LOADING (ps�
T .LL 35.0 SPACING 2-0-o CSI DE FL
in
(Roof n o = .0 Plates Increase 1.1s TC 0.70 Vert(LL) -0.10
T I .L 8.0 Lumber Increase 1.15 0.51 Vert TL _
0-16
Rep Stress Iver YES
LL 0.82 H r (TL) 0.04
BCDL Code IRC2003ITP12002 (Matrix)
3x4 -
24-0-0
(10c)I/def]
L.fd
1-11
>999
24U
1-11
>999
180
n/a
n/a
L1.1IFF
T�' H� 4 IAF 1 F 1-5E SFr
BOT F�ID IAF T� I�C�
OF I .
'EBS 2 X 4 SPF tud[td BOTCHORD
WEDGE
Left: 2 X 4 SIFStud/Std., Right: ht: X 4 SPF Stud/Std
REACTIONS (Iblsize) 8=143910..5.8, 1 i 1 -- ^3941
a il.rrl a.l
MaxMax Horz 1=232(LC 6)
Upiif# =- L 7), 1 ^- ,(L8)16=-68(LC 8)
Max G rav 8=14 (L 1)3 1= 7(L a 6=689(LC
fl
5x6 II
T
CD
Scale = 1:57.2
PLATES I P
MT20 197/144
Weight 110 1
Structural wood sheathing directly applied or 4-7-10 o
purlins.
Rigid id ceiling directly applied or 6-0-0 oc bracing.
Except:
--0 oc bracing- 4 -
FORCES 1b - Maximum Orr-rpr i n/Ma imam Tension
TOP CHORD 1-=-1 6.5'1 1 1 -=-32011 4, =-86/5 4i-
E3T H f D 1-11-� 1i 1 , 10-11=-209111 10=. V ■- =- -Y }
WEBS ■ 7-8=5/14` - _
-701475a y
NOTES
1) Wind: ASCE 7-98; rnph-, h=1`t; TCL=. f- BL` •
Category 11; Exp G; enclosed; MWFRS interior
zone; L um bor DOL=1.33 plate grip CSO L=1 . .
2) TOLL. ASCE E 7-, Pf=35.0 pf (flat roof snow • •
3) Unbalanced �� � Fully gip.
ed snow' loads have beenconsidered for this
4) This truss has een designed fir a 10.0 pf bottom chord live !
load n����rrrrrrrrt �th any other live loads,
) T'i true requires plate inspection per the Tooth Count Method when thi tr�r is chosen for quality
assurance inspection.
6) Refer to girder(s)for truss to truss connections.
7) Bearing as joint(s) 1 considers parallel to grain value using nIII/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by otherof true to bearing withstanding
fiat ap��[ �f 73 Ib uplift at joint
lb uplift at joint I and 68 Ib uplift at joint 6.
9) This true is designed in accordance with the 00International •
.. 1 0. n � r r �r��rl � t rr� � � � . � and
f r d standard S IITP 11.
LOAD CASE(S) Standard
N True Tru ' TYPEQtY MY _ WEXh-AfaDEH0MEj--
Q706744
ROOF TRUSS
STOCK mobtrn tiI, Idaho Fal !D 83403 6.500 s cal
Lee 14 2006 MiTek Industries, Inc. Fri Mar 16 15:53:01
6-0.8 12-0-0
6-0-8
13-65-11-8 5x6 m6-8
-8
4x$ ��
1.8-8-5
24-0-o
0q
4.00
2x4 11 5X6
13-6-8 18-8-5
P._ (. ,Ea.--- i. -3-
LOADING (ps�
TALL �SPACING-0- l �
FI# Increase EFL It
n (loc) I/d fi(Roof r =35.0 ..
Vert(LL) -0.15 1.11 >999
TL IncreaseBCL
Vert(TL) >999
�. � ��
Rep l� r ELL 0. 0.99
H r� TL
Code IITI;(Matrix)! r
. ��L *�� � ��
L.UBEl �
TOP CHORD 2 X 4 SPF 165OF I ZE BRACING
BOT CHORD 2 X SPF 1 TOP CHORD
F ��E
WEBS 2 X 4 SPF td/,td BOTCHORD
WEDGE
Left: 2 X 4 SPF tUrd/ td, Right: 2 X 4 SPF Stud/Std
REACTIONS (Iblsize) 1=1205/0-3.8, 6=120510-5-8 Hrz 1 =232 (L
Max U l ift1=- (L a6=-65(LC 8)
Max Gray 1 =11(L ), 6=1 409 (L )
24-0 -0
5-3-11
Co
Sl ` 1.57,0
Lid PLATES GRIP
240 MT20 197/144
180
n/a
Weight: 11Ib
Structural wood sheathing directly applied or3-1-2 oc
purlin..
Rigid ceiling iiia tl applied or 10-0,0 oc bracing.
Except:
10-0-0 oc brim: -
FORCES Ib - Maximum ompre ion/Maxim um Trio.
TIS CHBOTCHOORD 1.2=-307611845 -_-34=,1670/1312 � __ _ �'y
1 901 1 fi 4-5=-207211312
- -207211 1 25-6=-1932/98
- _!1 /
EBS -1 1 =0/233.r � 0=.96611 # !10=42/1648 4-1 �1
'- F 5-9=-61/438,
3 i�
NOTES7
1) Wind: ASCE 7- 0m fib; h= ftp T DL=4. f' f�� L=�. ��r t�
zone;Lumber C L- � � ��� Epi enclosed; [1F � r��+�rior
. plate grip DOL=1.3.
2TCLL: ASCE 7.9.8; Ef=35,0 P f (flat roof snow Ful
3) Unbalanced snow E - � I E�.
snow I ad have been considered for tbi
4) This truss has been designed f r a
��f bottom- chord 1iload ronConcurrrt with any than Iii Id.) This true requires plate der
the Tooth ou nt Meth ori li n this truss ichosen
assurance inspection.6) for �u lr
Bearing at joint(s) 'i considers parallel to grain value using .
designer shcul '+ori �� h1��Ti rel � ar-�I t ra.�r formula. Bul�dir�
apacit f bearing surface.
7) Pride mechanical connection (by others)f truss t
bearing plate capable fwithstandingIb '
1 and 5 lb uplift t joint��I�ft t joint
8) This truss is designed in accordance
with the 2003 International Residential Cote sections R502.1 .1 1
8802.10, and referenced standard SVTPI 1. .�I nil
LOAD CASE(S) Standard
Joh Tr - FTrus-
(?706744 1 S Type
A6 ROOF TRUSS
r
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, tri
s�
CD
[;Ml to
12-0-0
-11-
5x5
3
oto Ply R EX/ PA FAIDEJH'_0 M E__ `3 -15JEJ 1lj -
_Job Reference (Optioa�
6,500 Dec 14 2006 iT Industries, Inc. -Fri Mar 16 15:5102 2007
17-10
-10-4
4 -
-0-0
2-0-0
ir
Scale ` 1:62.4
6-o-8 11-11_0
17-10-4 24'0_0
Plate Offsets 1-0 0 ,Edge], e 0-3-3,Ed
LOADING(psi
TL . P I -- I D EI' L I
r n �I� I,�defl L�`d � PLATES
GRIP
(Roof�. 0 later Increase 1.1 LL
) .0.17 8-9 >!999 240 MT20
se 1.1 Vert(TL) 0.30 - 1 1
-1971144 L .
p Stress In r YES LL . WB r _ H ..r (TL) 0.28 n/ n1aSLI i l /TPJ 00. (Matrix)
Weight. 1b
LUMBER
TOP C H ORD X 4 PF 1 F 1 r E
BOT CHORD 2 X 4 SPF 165017 I - 5E
WEBS X 4 SPF Stud/Std
WEDGE
Left: 2 X 4 SPF Stud/td
SLIDER .dight 2 X 4 SPF Stud/Std 3.9,2
ETl lb/size) 6=140810.5--8, 1=120310-3,8
Max Horz 1�-255(LC!5)
Max Uplift =+-14 (L ), 1=- (L 7
Max G rev 6=1 724(LC ) 2 1 =1 41 ' L
BRACING
TOP CHORD Structural wood sheathing directly
puffins.
130T CHORD Rigid coiling directlylied r 1--
�� 0 oc brig.
FORCE 1b - Maximum Compression/Maximum Tension
TOPCHORD 1-2=-3086/1687 2-3=-1907190,'3-4=.1861/11314-5=-2424/-88j 5-6=.288116916-7=0/168
BOTCHORD 1.10=-15112377r9-10=.149/23628-9=0/216336.8=.1/2152
WEBS -1 =0/2279 2-9=-981/202,3-9=-20/1549i4.9=.835/178, -
NOTES
1)Wind: ASCE 7-9,13; 90Mphj h= ft, T DL= . P, f; B DL= .8�- t IISzone: Lumbar D L=1 5 Exp r enclosed; MWFRS interior
2)
T. LL. ASCE 7-98- Pf=35..0 p f (flat roof . Exp r Fully
3) Unbalanced snow loads have been considered for this'
4) `Tl� true has b��r�.
n designed for greater f miry roof live load of 16.0f 2.00
on overhangsnon-concurrent with other live�" r times flit roof load �f .� � f
Ioa�lr
5) This truss has been designed for a 10.0 f bottom
6)Thitr�u r uir � chord 1iload r�ononur�-ent with n other Ii�r loads.
e plate i n pe tion per the a Tooth Count
Method when -this truss is chosen for quality
assurance inspection.
7) Bearing at joint(s) 6, 1 considers parallel t ,r � ��u using
nANSI/TPI I angle to grain formula. B.uildi n
designer hould verify capacity of bearing surface.
8) Provide n��l�air�ial connection (byter tau �•.t bearing plate capable f withstanding
joint and lb uplift at joint 1, �Ilt
9) This true is designed in accordance
with the 2003 International Residential Code recti ons0
8802.1. and referenced standard ANS UTP 1 1 . , � �' , �I n
LOAD CASE(S) Standard
Job Truss truss-fy—pe
Q706744 jB1 ROOF TRUSS
STOCK
COMPONENTS -IF, Idah-0
Falls, ID 83403, Erre
--0,0
--0
nn
7-0-o
7-0
13-0-0
TQii ly
151EJ f Dj
Y
W
�i
2
I Job Reference (op Iona])
6.500 s Dec 14 2006 liTek Industries Inc- Fri Mar 16 15.,53:03
-
19-0-0
-0
-0
-0- 7.0-0
Scale 1:52.4
1.5x4 l 1 6xs =
3
4
2x4 8x8 = 2x4 t 1
13-0-0 19-0-0 0-0-0
7-0-0 -0-0
Felt 7-0-
_[�_3 3 Ed e], [6:072-0,o .8,
7 _Lq: Q-4-0 LO
LOADING psi
TLL r F'IJJjee 2-0-0 I EFL `
r� (IolY�defi L./d PLATES E IP'
Snow 35,0Increase 1T 0.47 'rt(LL) -.1 9-10
TCDL 8.0 Lumber Increase 1.15 BC 0.47 Vert(TL) .0.19 9.10 - 1 197/144
BOLL 0.0 Rep Stress In r No W13 0.32 H rz TL
) 0.05 >999 180
BCL 8.0 Code IRC20031TP12002 (Matrix)
eight: 250 lb
LUMBER
TOPCHORD 2 X 4 SPF 1650F 1.5E BRACING
BOTCHORD 2 X 6 IAF TOP CHORD Structural wood sheathing directly applied - -0 oc;
WEBS 2 X 4 SPF Stud/std ' Except*purlins.
W2 2 BOTCHORD lipid �Flir� directly applied � � --
X 4 SPF 1 5OF 1- E, SPF 1 O F 1.5E � bracing.
REACTIONS (Ib/size) 2=2599/0-3.8, 6=259910-3-8
Max Horz 2=-1 12(LC 5)
Max Uplift =-4 7(L 7),6=-457(LC 8)
Max Grav 2=3208(LC),6=3208(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
ron
TOP
FAD 1-2=0/1877 2-3=-4674/748,3-4=4555f8027 - -
6=-467417493 6-7=0/187
BOTCHRD 2-1 0=-637/3671
-1 -630/3637, 3-1 ,3-9=-33111545P &9=-518/3637s 6-8=-525/3671 EB0�i /i 4- - 11429_5-9--332/1545.7 5-8=-233/1064
NOTES
1) 2-pl'y truss to be connected together with 1 Od (0-131 "
chords) nails as follows:
Top onnect d as follows: 2 X 4- I row at_- ,o .
ott m chords connected as follows: rows at 0.9.0b connected as follows:
2) All loads.are consideredqualIapplied t� �! Plies, r
CASE(S) section. Ply to ply connections � � �t if noted as front F or b (13) face in the LOAD
have been provided to distribute only loads noted a(F)rotherwise indi tied. � a rr�l
'Fred: ASCE 7-x Mph; h=ftp TSL= sf;DL=4.
psf- Category Ili E ; Ise, MWFRS interior
zone; Lumber DOL=1.33 plate grip Cl L=1 .33.
4) T LL: ASCE 7-98; Ff .0 p f (flat roof snow); E r Fully ull Exp.
5) U rebalanced snow I oads have been considered for this h s dsin.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flit ref Ed ofr0 sf
n overhangs non -concurrent with other live loads, �
7) Provide adequate drainage to prevent waterndln
8) Thi is truss hasbre r
des r+g n d for 1 .0 psf bottom chord lire load n rr
9)This trrrr r�uir Int �� torr rr�rrr*r�tits nother li Io.d.
per the Tooth Count Method d he rr this truss is chosen
assurance inp� tion. for quality
Continued on page
CD
T
Fai
Job
Truss I I USS Type
Q706744BI
"ROOF TRUSS
�fok—K'--- COMPONENTS -IF, Idaho Falls,, ID 83403, Eric
NOTES
Qty 051 FXi r- A RA DEI --ib r 1 �- I D)—Q
2 _ I Job Reference (optional
S Dec 14 2006 MiTek Industries, In. . Fri Mar 16 15:53:03-2007 Pa
ge 2
1Provide mechanical or�r�tir� (byThr f trusstbearing Iwithstanding
r � � ��l�l �41b uplift t joint and 4� lb �joint11) This tri. i die ned ire a ord nce Frith the 2003 Int rn t�� �� �t .
ria! Feesrd nt� l Code sections 1 .�11.�1 an 0 .�10.
AIi�TF�1 � t and .rfrnced StLan dard
'I ) Girder carries hip end ith7-- right l� �� �'� -
connection13) Hanger(s) or other � Int idthea and --0 n�1 setback.
bottomce(s) shall be provided sufficient to support concentrated load(s) 536 lb down and 158 1b up at 19-0-0, and
536!b down and 158 lb up at 7.0.0 on bora. The design/selection of such connection device(s) is the responsibility
LOAD CASE(S) Standard
1 Snow: : Lu ber I n cr- a=11.1 , Plate Increase=11.1
Uniform Loa pl
Vert: 1-3=-86, , =-.4 I== .p -7=-86, 2-1 0=-1 6 7 8-1=- =-
l 33).r
Concentrated Load (Ib)
'pert, 10=-536(F) `-,F)
Job — -- - Tr
uss
SSS Type
Q706744 B2w
ROOF T
STOCK COMPONENTS. -IF, Idaho Falls, ID 834 Eric
g
.2-0-0
2-0-o
4-9-15
4- -1
-3-
4--1
5x5
flA
13-0-0
1
-0-
eJob Reference (9ktional
6.500 s Dec 14-2006 M!Tek Industries, In . Fri Mar 1 15:53:05 2007 Fa
3x4 =
5
1 - -0
Z
4-5-1
28 -o -o
`r, -o
Scale = 1:5.4
1 •5x4 11 3x8 =
--MI5 1 9-3.0
4-9-15 4-5-1
Plate Off1
-5LEdoo
LOADING (psi _
T LL 3510 SPACING 2-0-0
(Roof Snow=3,9.0) Plates
T DL 8.0 Lumber Increase 1.1
E3LL 0.0 Rep Stress rnr YES
-
BCDL 8.0 CodeIRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 1650F I.51E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF tutd
WEDGE
.eft: 2 X 4 SPFStud/Std, Dight: 2 X 4 SPF Stud/Std
REACTIONS(Ilize) 2=1503/0-3.8, 8=1503/0-3-8 Mort =-1 (L
Max Uplift2=-1 (L }8=-145(LC 8)
Max Gray = 0 (L ` ),8=2030(LC 3)
11
TC 0.72
BC 0.41
B 0-60
(Matrix)
7--0
3x8 -
1.5A I
6-0-0
DEFL
in (loc)
I/d ff
LSI PLATES
Vert(LL)-0.
11-13
>999
240 MT20
Vert(TL)
-0.23 11-1
180
H rz (T L
n1
n/a
rte.
1
CD
GRIP
197/144
W
C
.« n
Weight: 118 Ib
BRACING�-
T P H RD Structural wood s heat h i n dirtl a ppli
purlins.
ESOT CHORD Rigid ceiling directly applied or 10-0-0 oc brad
FORCES (Ib) - Maximum Compress ion/Maxi rn U m Tension
=0/1 79
B OT H O RD —1 4--1 11 ! 1 941 , 1 -1 4=-1 3 1 /1 941 , 1 �i - 1 3=.d Y/1
E B - -- i#J..■ ./�J{ ff�j� ■�y■1 r r�11-12=-70/1602/� , 10-11=0/1941.1 -'10-011941
/1 2) 1 478 7 �4-13=0/59116-11=0/591p
-1 =0 591 1' -11 i0/ ■ p 7-11=478/7717-10=-7/13215-13=-545/134
-1 1=478/ 7 - - rrf ` __
11=W545/133
NOTE
1Wind: ASCE -; rnh; h=; TSL=. f; DL=.
pf ; Category 11- Exp C; enclosed; MWFRS interior
zone; Camber LC L=1, 3 3 Plate rip DOL=l .33.
2) T LL: ASCE 7-98; Pf=35.0 p f (flat roofncaw . E
3) Unbalanced �� � � FII ��.
d snow load have beenconsideredfor this design.
4) This truss has been diad for greater of min roof live load of 16.0 psf o 00
fiMes flat roof load of 35,0 psf
n overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
) This truss has been designed for a 10.0 pf bottom chord lig
7) load nnconurrrnt with any o#fir- live rad.
This truss requires plate inspection per the Tooth Court Method
when this truss is -chosen for quality
assurance inspeCtion.
8) Provide echan i ca l connection (by others) f truss to bearing
plate capableofwithstanding 145 lb uplift
at
joint 2 and 145 ]b uplift .at joint 8.
9) This truss is designed in accordance with the 2003 International
Residential Code sectionsF0.11.1 and
R802.10.2 and referenced standard ANSVTPj 1.
LOAD CASE(S) Standard
Job USS It uss Type
Q706744
B ,ROOF TRUSS
STOCK MP l E NT -I F, Idaho Falls, ILS 83403, E--r—ic
CD
_2.0_x,
2.0-0
-11-7
Qty
Ply a REi-IDEHl-1/EJI
_ Job Reference optional)
6.500 s Dec 14 2006 MiTek Industries, i n ,, FrJ Mar 16 15:53 -NOB
2007 Juga 1
14-6-0
-11,7 .- -0-0
6x6
5
0-0.
-0-0
5-11-r
8-0.0
-0
IAM I I 1V M1% 1h.- .+
1.5x4 11 3x4
11-6-0 14-6.0
1.5x4 I j
'
F
-11-7
5-6-9
� �]
Offsets .. '11 7 .2 f :0-3.3�g a --3-3 0
_ ... ■
eb
�_ ...
Edge]__
LOADING (psi
_
TOLL 35.1
SPACING -0-0
CSI j
DFL
(Roof Snow=35.0)
Plates Increase 1.15
T
TCDL 8.0
IncreaserVert(LL)
1
Vert(TL)
�.�
StressInrN
YESLL
WI3 0.68
Hor(TL)
-BDL .0(Matrix)
- 9
dI �T�Jai
LUMBER
TOP CHORD 2 X 4 SIF 165OF 1-5E
BOT CHORD 2 X 4 SPF 165OF I - 5E
WEBS 2 X 4 SPE Stud/t1 *Except*W3 2 .
X 4 SPF 1650F 1.5E3 W4 2 X 4 SPF 1 5OF I . E
WEDGE W3 2 X 4 SPF 1650F 1,5E
Left: 2 X .4 SPF StudlStd., Right: 2 X 4 SPF StudlStd
REACTIONS (lblsize) 2=150310-3-817=11503/0-3.8
Max
=150310- - a7=11503/0 -
Max Hort 2=-190(LC ).
aX Pli=-1 L7)17=61156(LC 8)
Max Grav 2=1925(LC .r 7=1925(LC 3)
0-0-
in (1o) I/def]
-0.08 12-13 >999
-0.1 12-13
0.07 7 n/
BRACING
TOPCHORD
HOT H R
WEBS
-0-0
L/d
240
180
n/
.SLATES
MT20
Scale = 1:62.4
L�
Co
T
t
ei ht: 121 ib
GRIP
197/144
Structural wood sheathing directly applied or 4.0.8 oc
purlins.
.Rigid ceiling directly applied or 10.0-0 oc bracing,
+1 Row at midpt 4-10
FORCES 0b) - Maximum Compress ion/Maximum Tension
TOPCHORD 1 �_/1 79, -=-4/7, -=-"1 609111 0 4-5=-15-6=1
BOT CHORD 2-l',3=-8011750,12-13=-.8011750111-12=-13/11597
50,1 - 1 ='-8011750111- 1 =-1 /11597 10-11=-13/115% 7-9=0/1750
WEBS 3-13=0/2239 3.12=.726/102, 4-12=-25/4965 -10=-3801386, 5-1 0=.30/5011 -1 -7
2411023 6-9-0/222
NOTES
1 )Wind: ASCE -; mph; h^a TSL=.pfd BDL.B
zone, Lumber, [L'1. late grip II, E r+f I''FI itrio
r
P DOL=1 ,,
2) T ,L L: ASCE-; Pf=35.0 p f (flat roof snow);Exp ; Fully
3) Unbalanced snow loads have been considered for this de
4) This truss an designed fir greater of min roof lay
e load of 16.0 psf or 2.00 times flat roof load of n overhangs non -concurrent with other live loads.5)
� �
Provide adequate r .i n to prevent watern di n.
6) Th r�s trusshas �
been designed a d for 1. p f bottom chord I r
r 1�� r��r��rr�rrrr� with �r� other Iiloads.
� This true requires pIi#� inspection per theToothrent Method when
lr r r
�'is r for quality
assurance inspection.8)
Provide mechanical connection
nniti n bt hr true to tri Int��1f withstanding
� 1Ii uplift ft tjoint and 1 Ib uplift t joint 7.
9) This truss is designed in accorcfance with t�International
� r�
il�til +�tirr I,1 1.1 and
I .1 . and referenced standard IITHI 1.
LOAD CASE(S) Standard
True
IMA
TiussType
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls,1D 83403,_.
I
4-9
-10-10
4-"1-
1 .0-0
4-1-
5x6 1 i
a
Qt 1
2
6.500 Dec -
Industries,
a_
'� `f,T Indutri , Inc. Fri Mar 1 15:53:1 2007 page 1
-1-
-1 -
4--4
28-0-0
8-10-10 1-0-
17-1-6 1-2_12
4_9.4 4.1-6 4-1-6 4-1-6
Plate met 1:-°� —1-'I_:- 1-1 -_0 - -
LOADING (psf)
TALL .'�151.0 jd7:0 120-
SPACING--�CS1 DEFL
in (10c) I/defl
(Roof pow=35,0) Plates Increase TC 0.79 Vert LL
Luer Increase Vert(LL) -�}. 11-12
T C L .0 crease 1.1 I B Neat TL -0.39 11
Stress � �I �
BOLL . In r 13 0.90 NHorz(TL) 0.12
n/
13 D L . _ IRC2003ITP12OUZ (Matra.)
LUMBER
TOP CHORD 2 X 4,SPF 1650E 1.5E
BOT CHORD 2 X 6 DE 1 0OF 1.6E
EBS 2 X 4 SPFStud/Std *Except*
W3 2 X 4 SPF 1 6510 F 1-5E3 X 4 SPF 165OF 1.5E
ESE
Left: 2 X 8 CSF 1950F 1.7E, Right: 2 X F 195OF 1.7E
BRACING
TOP CHORD
BOT CHORD
REACTIONS (lb/sIze) 1=8091/0-4-7 (input*Max H orz,l =.241 (LC 5) -(input:� 11 0-3�8)
Max U p1 ift1=-7 7(L , 7=-697(LC 8)
Max Gray 1=L ),7�6877(!LC 3)
-0-0
L/d
240
180
n1
Scale &� 1:57.4
FOLATES GRIP
MT20 197/144
Weight-, 308, 1b
Structural wood sheathing directiyplied or 3-3.10
purlins.
rigid ceiling +directly a pp I i ed or 10-0-0 oc bracie .
FORCES (1b) - Maximum Compression/Maximum Tension
TOPCHORD 1.2=-12358/11899 7-=0/1 8 ,
BOTCHORD 1-1 3=-1 003110122 12-13=--1 003/10122,11-12=-740/7906y 10-11 =-639174117 10-14=-727/8431
C 9-14=-727/843t
17/843t 7-l.!-727/8431
2-13=-24112673 2-12=-27!9013313 3-112=�388/39001 3-11 =-3666/428.r 4-11 =-78217430, 5-11 =�2830/332$
5-10=-270128870 6-10=-12851143,
10=-15 143, 6-9=-62/1021
MOTES
1) -p ly truss to be co n netted together wjth 1 Od 0.1 1 IN " nails
Top chords connected as f l l : 2 X 4 - 1 row at 0.9.0 0c.
Bottom chords connected as follows: 2 X rows
Webs connected as follows: 2 X 4 - I row at 0- �0 o .
) All loads are considered equally applied to ill�i
E section. Fel � � pt rf noted afront (F ) r ba� f �. i r� th e L+�I�
t ply conn tin have been r id t
otherwise indicated.
� c� distribute only loads noted F=) or (B), ural
) Wind: 7-90mph; h=25ft; T DL�f' �� L` . f; t� 11��`
rlosect- MWFRS interiornLumber DL`1. plate rip COL=1. .
4) T LL: ASCE 7-98; Pf=35.0 p f (flat roof snow); E i
5) 1..1nb�ri � ; � Fully Exp.n ted now roads have been considered for this design.
rrr.
ontinued on page
Job
Q706744
Truss .
Im
7 -
IT
IT r a s Type
IF TRUSS
STOCK COMPONENTS -4F
r
, Idaho Falls, ID 83403, Eric
EJ1 D
i
C
Job Reference conal
6.500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:5311 1 _.__..
NOTE
6) This truss has been designed for greater of min ref'
with other live I f� load of'16.0 pf r` .00 ties flit roof load of ,
) This tress has been deslned for a 10.
I: bottom chord live load nonconcurrent with n other
Iiloads.
8) This trussrequires plate inspection per the Tooth�rt Method �� this truss I
ng size chosen for qualityassurance
9) � inspection.
tion*WARNING:Required sri r
1 0Provide mechanical connection others) f
trust bearing plate f ith tan�i
� ��iY
fa join nIb upliftIift t joint 1� This tri i designed in accordancewith the 2003 International,'Identl Code section I I. i referenced sta ia
standard
1) Girder carries tie-in span(s)- 24-0-0 from 0-0-0 to 18-10-8; 1 - - 18-10-8
LOADCASE(S) Standard
1 Snow: Lumber Increase=1.1 , Plate ln, r a =1
.15
Uniform Loads pI
Vert: 1-4=-86, 4-8=-8611-14=-570(F=-554)1 7-14=-224(F=-208)
'Ply MEXJk-AftA_DEH_
0ME/3-15/EJ(1
-1 =-224 F'-
fJob (Truss -_--
10706744 Icl
4
Ti uss Type
ROOF TRUSS
STOCK 0MPONE T, -IF, ldaho Falls, ID 83403, Eric
-2-0-a
-0-
4--
4-5 -
4x4
i 0
Ply ' F EXf r -I C�E1--lam _1�'EfL�
ry
Jobs Reference (optlo ria I�
6-i-b—ec14 2006 MiTek In --�
#'i Inc. Fri Mar
16 15:53:112007 Page 1
8-11-Q
4-5
10-11-0
-o-o
`-8 r 8.11 _n
4--8
Plate OffsqA,___[Z0-1-_%Q-3-4 _ _
LOADING (psoJ _ -
TOLL
35.0!
r 1"
2-0-0
CS1
(Roof no =
Plates Increase
1,15
TC 0.69
T D L
8.0
Lumber Increase
.5
BC 0.1
BOLL
0.0
Re Stress Inr
YES
WB 0.18
.__
de I 0 PIDL
(Matrix)
LUMBER
TOP CHORD 4 SAF 1650F I - 5E
BST CHORD 2 X4SPF 165LOF 1.5E
WEBS X 4 SPF Stud/Std
SLIDER Leff 2 X 4 SPF StudIStd 2.8-7,
Right 2 X4 SPF StudlSt,d 2,8.7
REACTIONS (lb/size) 2=633/0-5-816=63310-5-8
Horz 2=90(LC)
Max plid=11 L7)j6=-113(LC 8)
Max Gray =4(L ,6=843(LC 3)
4-5-8
REFI.
in
(loc)
Ildef!
Lld
Vert(LL)
-0.02
6-8
X395
240
Vert(TL)
-0,06
6-8
X999
180
HQrz{iC.}
0.02
6
rola
n!a
BRACING
TOP CHORD
B T HOOD
FORCES (1b) - I a imilm Compression/Maxi um Tension
TOS' H D 1-=/1 68, 2.3-,65210) -4-43414 =434 - �_ _
BOT CHORD 2-8=40/375j 6.8=.40/37
WPBS 4-®0/301
PLATES
MT20
Weight: 1
Scale = 1:25.8
GRIP
;LCM Mid,
Structural wood sheathing directly applied or 6-0-0 o
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
in
NOTES
1) Wind: ASCE 7- h=
ft; P fi TCL=4. BB=
� s' � . psf,Category11; Exp enclosed-� I interior
zone; Lumber DOL"1.33 plate grip COOL=1. , 31
2) TOLL: ASCE 7.98; _Pf=35.0 psf (flat roof snow • E
3) Unbalanced �a � , FII E�.
ed snow Roads have been -considered for this design.
) This truss has been designed for gLreater of -min roof live load of 16.0 psf or 2:00 tires flat roof load of . f
�
cin overhangs re on -concurrent with other live loads.
d , �
5) This truss has been designed for a requires 1� f t# cho6) rd live load n Irrrren# with another liveloads,truss plate in p tion
per the Tootle Court
Method when this truss is choSren for quality
assurance inspection.
7) Bearing t joint(s)considers parallel to ri 1n value u {
designer �o��d � r� II�'T�I �f angle #� lar f�r�r�1��a. .B�rl�rrn
verify capacity of b a,rin surface.
e.
Provide mechanical i� i �r��n�fi o�(by�fi�r � truss tc� ��r•joint � rr� plat capable f withstanding � � I� uplift �
and 113 I uplift at joint . �
9) This fess is designad in rda r oe •
h the 003 International r at i nal Res i dente aI Code sections R502.1 1
0 .1 . and referenced standard d N IITPI 1. .�I and
LOAD CASE(S) Standard
Type
CILE
'GAB
STOCKIPNENT-1F, Idaho Pill IIS4-0 s
Eric
L 4
CD
Qty ply FF i —EXj r - A –D –E –H —0
_
—Job Referenceti ona
6.500 s Dec 14 2006 fiTek Industries, Inc.
Frr far .
112007 Page 1
E
-1 I �n
-5-
3x4 4.00112
REACTIONS (i b/ e) 1= 1 0- - i 3=43110-5-8
Max Horz `I =L )
Max Upli l =- .L 7), - L )
Max Gray 1= (L a3=505(LC 3)
CSI
TG 0.56
BC 0.18
WB 0.24
(Matrix)
FORCES (1b) - Maximum Compress ion/Maximum T en i n
TOFF CHORD 1 �2=-71 216# 2-3=-712/28
BOT CKORD 14--.7152913 ---7/529
WEBS 0/397
4-5-8
4--8
LOADING p
i
(loc)
Ildefl
T+LL
35.0
-0.02
SPACING-O-
?999
(Ro cf=
Ver#(TL)
Palates Increase
1.1
T I� L
180
Horz(TL.)
Lumber Increase
1.15
B LL
n1a
Stressrr
YES
BCDL
8.0
code IRC2003ITP12002
LUMBER
TOP CHR
X 4
SPF1
FI. E
ESOT CHORD
2 X 4
SPF
165OF 1.5E
WEBS
2 X 4
SPFStud/Std
OTHERS
2 X 4
SPF
Stud/Std
REACTIONS (i b/ e) 1= 1 0- - i 3=43110-5-8
Max Horz `I =L )
Max Upli l =- .L 7), - L )
Max Gray 1= (L a3=505(LC 3)
CSI
TG 0.56
BC 0.18
WB 0.24
(Matrix)
FORCES (1b) - Maximum Compress ion/Maximum T en i n
TOFF CHORD 1 �2=-71 216# 2-3=-712/28
BOT CKORD 14--.7152913 ---7/529
WEBS 0/397
BRACING
TOPCHORD
SOT CHORD
lc�
CD
F'LAK'ES
MT20
Weight: 27 1
Scale =1. -
GIMP
197/144
Structural wood sheathing directly applied or `0-
purlln.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTE
iii Wind: ASCE i i F p J pa Category 11; Epi ,enclosed; I''F` interior
zone; Lumber DOL=1.33 plate grip D L`1. .
2) True designed for wind loads in the plane of the true ��I
see M!Tek �I�I� E �� For studs posed to wind (normal t theface)
End Detail
3) o"
LL ASCE 7-98; Pf=35.0 p f (flat roof snow); E. • Fully
4) Unbalanced snow loads have been considered for this design.
5) This truss has been desi reed for a 1.0 p, f bottom chard live load n
6) nconurrnt with any other live. loads.
This truss requires plate inspection per the Tooth Count Method when this truss r I��r� for �u�Iit
a r�rn inspection.
7 Gable studs spaced at -0- .
8) Bearing t joint(s) 1, 3 considersparallel to grain value using
Ifi"PI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (byothers) of true t b rin pfate apal f i 3.t��tr�i� I� �pE�f��rnt1 arid Is u lit at .int1
1) This truss is designed in accordance with the 2003 International Residential
R802.10.2 .10. and referenced standard ANSI/TPI 1.
LEAD CASE(S) Standard
4-5-8
DEFL
in
(loc)
Ildefl
L!d
Vert(LL)
-0.02
3-4
?999
240
Ver#(TL)
-O.DS
3-4
X999
180
Horz(TL.)
0.03
3
n1a
n1a
BRACING
TOPCHORD
SOT CHORD
lc�
CD
F'LAK'ES
MT20
Weight: 27 1
Scale =1. -
GIMP
197/144
Structural wood sheathing directly applied or `0-
purlln.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTE
iii Wind: ASCE i i F p J pa Category 11; Epi ,enclosed; I''F` interior
zone; Lumber DOL=1.33 plate grip D L`1. .
2) True designed for wind loads in the plane of the true ��I
see M!Tek �I�I� E �� For studs posed to wind (normal t theface)
End Detail
3) o"
LL ASCE 7-98; Pf=35.0 p f (flat roof snow); E. • Fully
4) Unbalanced snow loads have been considered for this design.
5) This truss has been desi reed for a 1.0 p, f bottom chard live load n
6) nconurrnt with any other live. loads.
This truss requires plate inspection per the Tooth Count Method when this truss r I��r� for �u�Iit
a r�rn inspection.
7 Gable studs spaced at -0- .
8) Bearing t joint(s) 1, 3 considersparallel to grain value using
Ifi"PI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (byothers) of true t b rin pfate apal f i 3.t��tr�i� I� �pE�f��rnt1 arid Is u lit at .int1
1) This truss is designed in accordance with the 2003 International Residential
R802.10.2 .10. and referenced standard ANSI/TPI 1.
LEAD CASE(S) Standard
Joh
a
TPuss Type
I! 06744 ICRI :ROOF F Tl USS
I
STOCK ENT -Eric
F the FSI I, I34.. -�_
-0ii
-0-
i'QtY PIS "REX-Jr D'F[-1i 3-wj5
Yo
I r
_ Job Reference (optional ) _
. 'f iT k Industries, Inc. Fri Mar 1 '15:53:15 2007_ Fa
110-1.9
--
EI
0
5-1-0
'i .5x4 11
Plate Offsets .�:0.3-4.E49-01-K� - �d.gej_- -- -
__ -
LOADING (pso
TOLL 35.0 s SPACING 1-0-0 CSI DEFL
Plates1.15F f no = . TC 0.74 Vert LL
T L
Lumber Increase 1,1 0.35rt TL�
BCL L 0. } I r�r H S 0.49 Horz L
B C D L ode IRC2003ITP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 21 OOF 1.8E
BOT CHORD 2 X 4 SPF 210OF 1.8E
WEBS 2 X 4 S P F Stud/Std `Except*
W3 2 X 4 SIF 1650F 1.5E
WEDGE
Left: 2 X 4 SPF Stud/Std
REACTIONS Ibf iz) 7=834/Mechanical, 2=609/0-8-4
Max Hort2=247(LC 7)
Max plift '-1 L 7), =-4 (L 7
Max Grav 7; (L ).,` j (L
13FZACING
TOP CHORD
E30TCHORD
FORCES (1) - Maximum Compression/Maximum Tension
TOP CHORD 1.9=0/863 0/944 T `i 7 .O3. - - 711'1 -5 0/O -7=
-472/162
BOT CHORD 2.8=-131/695}'7-8=-1311695,6-7=0/0
WEBS =0/1 59,3-7=-715/135
in
(Ioc)
I/ dell
L/d
0.05
240
M0
-,
>999
180
0.01
7
n1a
n1a
3 x 8
PLATES
MT20
Weight: 44 lb
Scale: /8gI=1'
GRIP
1971144
Structural wood sheathing directly applied or 6-0-0 e
purlins, except end verticals.
Rigid cefling directly applied or 10-0-0 oc bracing.
NOTES
ASCE 7-98- _�L=fh=4.f at II• Exp ; enclosed; lFl interiormzone• LbD L=1,
plate grip DOL=1. 3.
2) TOLL: ASCE 7-} Pf=35.0 psf (flat roof snow),- Exp ; Fully Exp.
F
3) Unbalanced snow loads have been considered for this dein.
4) This true has en designed for greater of min roof live load of 16.0 p f or 2.00 times flat roof load of
35.0 psf
n overhangs non -concurrent with other lige loads.
5) This truss has been designed for a 10.0 p f b tt rn chord live load n
6) neoneurrnt with any other live loads.
This truss requires plate inspection ,per the Tooth Court Method when
assurance � inspection.
this true ichosen forquality
7) Refer to lyder( for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing late ea able
f withstanding 188 Ib uplift at
joint 7 and 47 lb uplift at joint 2.
This truss is designed in accordance with the 2003 International Residential Code
sections I.1 1.1 and
R 8 02.10.2 and referenced standard ANI/TI
section, 1
�In the LOADGASE( Igads applied t.o
the face f the truss noted � front (F) or baB.
.Job TrussTruss Type
1 GOOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, 1D 83403, Eric
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.1 5, Plate Increase=11.1
Uniform Loads (plf)
Vert: 1 -9=-43
Trapezoidal Loads (p1
"pert: 9=0(F=21 , F3=21) -to -4=-220(F=-88, B=-88)7 -1 F=
Ply REXjr-AkkDEH0MFJ3-151EJ(1D)Q
Job J f r nc _ tlongJ
6.500 s Dee 14 2006 MiTek Industries, Inc. Fri Mar 16 15:53:15 2007 Pae 2
.�
-t--=1F=_16, B=-16)
Truss Type
Q706744 CR2
'ROOF TRUSS
STOCKPONEJ T IF, Idaho Falls, ID 83403, E -r '
-3-0-2 1
W,
W■
ho I
ow
-0-
4 -4-9
4 -4 -
Pi
91
--- �- l J b Deference (Optional)
6.500 s Doc 14 2006 MIT k Industries, Inc. Fri Mar 16 15:53%162007 PT�
age l
-
1.5x4 11 Scale = 1:28.8
5
Plate Offsets -,(&r--- L2--,0-0-810.2-0
LOADING fpsfi
TCA I ig n I SPACING1-0-0 I. ns I
Plates Increase -,0 I.1
TCDL 8.0 Lumber Increase 1.15
BOLL 0.0 Rep Stress Incr NO
BCDL 8.0 Code IRC2003/TP12002
LUMBER
'TOP GHORD 2 X 4 SPF 1650E 1,5E
WEBS 2 X 4 SPF Stud td
SLIDER Left 2 X 4 SPF Stud/Std 2-3.5
REACTION (lb/size) 7=630/ echani sI -, ^505/0-
Max Horz 2=1 91 (LC 7)
Max piift =-1 L 7).12=-56(LC 7)
Max Grav 7=715(LC 2)12=696(LC 2)
4-4-9
TG 0.89
BG 0.12
W 1 0.32
(Matrix)
1.5x4
B-10-11
--
■
C)
DEFL in (Jo I/deft Ud PLATES GRIP
Vert LL, -. 240 MT20
Vert(TL) -0-04 - 197/144
180
H rz(TL) 0.01 7 n/a n1a
Weight: 43 l
BRACING
TOPCHORD Structuraj wood sheathing directly applied � or6-0.0 oc
purlins, except end ver-ticals.
BOT H RD Rigid ceiIin di rectl a pp Ii d OF 10-0-10
FORCES X115) �MaxiMum Compression/Maximum Ten
sion
TOP HO 1-2=019512-3=-696/0
- 2-8=-98152317-8--98/52396-7=010 =01951 - =-696/0 =- Y/ 4- =-165 - - =-
3601117
BOT CHORD 5 2 } - -- /523} -7=010
B 4-8=01142, -7=-597111
NOTES
zone;1) Wind: ASCE 798, 90mph, h=25ft,
Lumber �'L= grip ; 4.pf; atJJa Exp ; nIo�� �1 interior
1.33 plate grip DL=1.33.
i LLr ASCE, 7-98, Pf- .o pat (flat I - 00f snO ; EXP G; Fully E
loads3) Unbalanceid snow have been considered for this design.
4) This truss has been died for greater of rnin ref
live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf
n overhangs non -concurrent with other lire rods.
5) This truss has been designed for a 1 .0f bot6) tom tom hord I've load nonconcurrnt with any other live lead.
This truss requires plate inspection per the Toth Count Method when this true is hn for quality
assurance inspection.
7) Refer to g ird r (s) for truss to truss onn
8) Provide harrial n ntion(bothers) of truss to bearingItcapable fithltar�di r� 1Ib
joint and Jf uplift t joint . ��Ir at
9) This truss is designed in accordance with the 0Residential
!r-rtr���in�1 �iCodesections R502.1 1.1 and
R802.10.2 nd r forenced standard ANSI/TPI 1.
1 0In the 1-D Esection, loadsapplied t� the face e of the truss are noted as front (F) or b .
LOAD CASE(S) Standard
Continued on page 2
Job
0 744
STOCK
Truss Truss T
ype
'CR2 ROOF TRUSS
COMPONENTS -IF, Idaho Fall, ID 83403, Eric
LOAD CASE(S) Standard
1 Snow: Lumber Increase=1.1 , Plate
Uniform Leads if
Vert 1 -
Trapezoidal Loads (pfd
Vert; 2=-5,(F=19,
I n crease, 1.15
otY PAY FtEXIrARADEH0ME13,151EJ(ID)q "—
Job Reference (owQngL -
6,500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:53:16-2-00'-7
B= ! Y) -4 a =a1 92(F=- 4.j B=74)y2=0(F=4., B=4) -to -6=.36(F=-14,
-to- =.F= =
.14)
Page
Job
Tru
Truss Type
0,706744 D1 ROOF TRUSS
STOCK P N ENT -11 F} Idaho Fails} ID 83403 Eric
r
4-11-
4-7-1
4x6
Kj
Qty Ply F Ejrr F DEH P4 �1 EJ
i C
Job Reference o tionoi
6.500 s Dec 14 2006 lel iTe Ind'
Inc. Fri Mar 16 15:53:20 2007 Fuge 1
14-4-
4--7
19-3-8
--
4.11.
4.11-
21-3-
-0-
9
1.5x4 I F 3x8
4-11-2 ! 10-7-4
19-3-8
19--
C'
1/411=1 1
8-8-4
[TEFL in (l Udefl Ud PLATES GRIP
Vert(LL) .1 1 5.7 >894 240 MT20
Vert(TL) -0.23 5.7 >445 180
1971144
H r (T L)1 7 n1 n/a
I �
BRACING
TOP CHORD Structural wood sheathing directly applied or 6,0.0 o
purlins.
BOT CHORD Rigid ceiling directly applied or 6.0-0 o
c bracing.
FORCES (IIS)Maximum Compression/Maximum Compression/MaximumTension
TOPCHORD 1-2=-820/63P 2-3=-14112283 - =-100128 . -=- -
BoT l�oD '1 �- a �1 1 � -��1
-�--881494.7 7-= -88/4941 .=-781278
WEBS 2-8=0/1801 2-7=-6721127, -7=-526/2% 4-7=-5181122
zone;Ind
1) W" ASCE 7-90 90MPhl 11-Z5ft; TCDL=4.8psf;
Lumber �L-1. � �' tollr Exp enclosed; Finteriordate grip DOL -1'. .
2) T L.L: ASCE 7-98; Pf=35.0 pf (flat roof snow); E ; Fu
lly Exp.
3) Unbalanced snow loads have been considered for this
4) This tri has been designed for greater design.
of min roof lire load of 16.0 psf or 2,00 tiMes flat roof
on o erhan non -concurrent with other liveloads.hod f f
5) This truss has been designed for a 1 0. 0f bottom chord live load nonconcurrent with any other live l-oad,
) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechani I -connection (h thr f truss to baring plate capablef withstanding
�1joint , 72 Ih uplift at joint 7 and ll a lift at joint 14 C� uplift at,
This truss is designed in accordance with the 0International Residential Code sectionsI.'I 1 .1 and
R802.10.2 and referenced standard ANSI1TP1 1.
LOAD CASE(S) Standard
4-11-
5-8-2
--Plate Offsets -3-6-O-Q&j -.0-4-0,Edae
LOADING (ps�
TALL
PICS -�o-
( Roof Snow -35.0
Iates Increase 1.1
a TC 0.78
TCDL
8.0 Lumber Increase 1.15
BC 0.35
BCL L
0.0 p Stress I n r YES
W13 0.67
B L L
8.0 Code IRC2003ITP12002
(Matrix)
LUMBER
TOP CHORD
2 X 4 SPF 165OF 1.5E
BOT CHORD
2 X 4 SPF 165OF 1,5E
WEBS
2 X 4 SPFStud/Std *Except*
W3 2 X4 SPF1 F1. E
WEDGE
Left: 2 X 4 SPF
Stud/Std, Right: 2 X 6 DF No.2
REACTIONS
(1=46310.3,
Max Hort 1�-211L
Max Upl ft =-140(L , 7=-7 (L 7). 1=.23(LC 8)
Max G rav 5=91 O L � 7=11 4(L 1),
1 =695 L 2
19-3-8
19--
C'
1/411=1 1
8-8-4
[TEFL in (l Udefl Ud PLATES GRIP
Vert(LL) .1 1 5.7 >894 240 MT20
Vert(TL) -0.23 5.7 >445 180
1971144
H r (T L)1 7 n1 n/a
I �
BRACING
TOP CHORD Structural wood sheathing directly applied or 6,0.0 o
purlins.
BOT CHORD Rigid ceiling directly applied or 6.0-0 o
c bracing.
FORCES (IIS)Maximum Compression/Maximum Compression/MaximumTension
TOPCHORD 1-2=-820/63P 2-3=-14112283 - =-100128 . -=- -
BoT l�oD '1 �- a �1 1 � -��1
-�--881494.7 7-= -88/4941 .=-781278
WEBS 2-8=0/1801 2-7=-6721127, -7=-526/2% 4-7=-5181122
zone;Ind
1) W" ASCE 7-90 90MPhl 11-Z5ft; TCDL=4.8psf;
Lumber �L-1. � �' tollr Exp enclosed; Finteriordate grip DOL -1'. .
2) T L.L: ASCE 7-98; Pf=35.0 pf (flat roof snow); E ; Fu
lly Exp.
3) Unbalanced snow loads have been considered for this
4) This tri has been designed for greater design.
of min roof lire load of 16.0 psf or 2,00 tiMes flat roof
on o erhan non -concurrent with other liveloads.hod f f
5) This truss has been designed for a 1 0. 0f bottom chord live load nonconcurrent with any other live l-oad,
) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Provide mechani I -connection (h thr f truss to baring plate capablef withstanding
�1joint , 72 Ih uplift at joint 7 and ll a lift at joint 14 C� uplift at,
This truss is designed in accordance with the 0International Residential Code sectionsI.'I 1 .1 and
R802.10.2 and referenced standard ANSI1TP1 1.
LOAD CASE(S) Standard
Job
Tr'u'ss
r Ply 1EXjrrtCbEH0ME/3-15/EJ(ID)Q
Q706744 D1G >F TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403
Eris 6.500 s Dec 14 2006 '
[Tek Industries,Inc. Fri . —__
ar 1 15.53, 4 2007 Pag 1
4-11-5 9-8-1214-6-3 1
--
--7 4-11 =5
S
-11-
S al = 1:44.7
LO
0
3
5x8
-8-1
9-8,12
Plate Offsets: -'I -
LOADING (Psi _ --
i
3x8
19-5-8
--1
TCLL 35.0
'rH`'IryU
2`0-0
CS1
DEFL
en
(loc)
(Roof Snow=35.0}
Plates Increase
1.95
TC 0.51
Vert(LL) -0.15
5-A
T DL 8.0 Lumber increase BC 0.53
BCLL 0.0 Rep Stress In r NO WFC 0.55
13CDL 8.0 Code IRC2003ITP12002I (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std
L
Vert(TL)
Harz(TL)
-0.35 -
0.01
BRACING
TOCP CHORD
BOT CHORD
1fd f1
>736
3
n/
5X8
CD
d PLATES G'RIP
240 MT20 1971144
180
n/a
Weight: 98 1b
Structural wood sheathin directly applied or,6.0-0 o
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/ `r ) 1=263111-0-0, 5=39710-5-8, =1145111-0-7=82111-0-018=68111.0-03-
I 0=1 47111 - -0
Max H rz 1=-1 L )
Max U l i ttl =-I 7 (L 8), =- (L a _- L 7 40(LC 4), 9=-7(LC 2) 1 0=-26(LC 7)
L
Max G rav I =458(LC 2)) 5=626(LC 3) 6=1 145(LC 1), 8=1 30(LC 4).,, 9=54(LC 4).7 1 0=1 97(LC 2)
FORCES Ib - Maximum Compression/Maximum Tension
TOP CHORD 1.2=-683/593 2-3=-1 3712543 3.4=.138/25374-5=-659157
S��j�.�j+ H �Fj�;r� j+j /� � {y.
'Y T R ■ V D 1 -1 o=-1 P 1 ■ -1 0=-1i 25141 , _ =-1 3f/ 1 ■ , , 2 7 �- _
-13/443
WEBS - =-579/1 ,. 3-6=-522/55,7 4.6=.621/144
NOTES
1) ''tel nd.E-, 'rl�1 Frit T' L t• L, pt; t�' Ii r Expenclosed.-, l"F , f 1%ter,
or
zone; Lumber DOL=1.33 plette grip D L�1. .
. Truss diad for wind loads in the plans of the truss
only. For studs aid to wind (normaol tt i� fasee iT "tandard Gable End Detail''3) a
T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow)* Ex Full
4) [�r�b; � Exp.
Unbalanced snow load have leen considered for this design.
5) Ti true >�a been d '
rued for a 1 .0 p f bottom chord live load n n n Curr nti
) 0 unless ��1� any other live loads.
All fiat ars � .T
otherwise i indicated.
'.
7) This truss requires plate inspection per the Tooth Gaunt Method
when this truss is chosen for quality
assurance inspection.
8) Gable studs spaced at 2-0-0 o ,
9) Provide mechanical connection (by others) of truss to bearing late a
19ib a lift at 'pint � ��,I�I� f withstanding � 1 uplift at joint
P J lb uplift t joint , 140 lb uplift at foint 7, 7 I uplift at joint
�10. � � and Ike uplift tjir�t
10). This truss is designed in accordance with the 2003 International
Residential Code sectionsr1 1.1 an
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss
'Truss Type
w
Q706744 D2 ROOF TRUSTOCK SS JdIIs, ID 83403: Eric
J
LO
i�
1
r
El
4-11-2
9- -1
4-7-10
5x6
E
# Ply :+ E�r-RA 1 "IF ,i /E -
I
. 1
o
IJobfrnet1 rajl
_ __ 1
6.500 s Dec 14 2006 MiTelk Industries, Inc. Fri Mar 16 154.53:28 age 1-
14-4-
4--7
4-11-
1. 5x4 11 3x8 =
10-74
-8X2
1
TC 0.78
BC 0.36
B 0.65
(Matrix)
REACTIONS (lb/sIze) 1=50210-3R8, 6=60710-5-8 8=1035/0-5-8
Maxfir 1=.211(LC 5)
Max UPI iftl =- (L 7)., =,14 L , 8=41 1(LC 7)
Maxrav I=7 (L ) = 0(L ), 8=103 L
4-11-
19-3-8
Plate Offsetsft
.. - y. _j -iXA .0Q & -410
jj6:0
�qj
LOADING (psfl
-8-4
TOLL 35.0
SPACING
2-0-0
��`��f�■'r.+a■+,
(Roof
Pf to Incr a a
1.1
T L 8.0
Lumber Increase
1.1
LL 0.
Rep
� tr Incr
`E
BC DL 8.0Code
IRC2003fTP12002
6-8
LUMBER
ISO
H rz(TL)
TOPCHORD 2 X 4 SPF
1650F I FE
r,
E30T CHORD 2 X4 SPF
165OF I - 5E
WEBS 2 x 4 S PF
Stud/Std *Except*
WEDGE
Right: 2 X 6 DF No.2
SLIDER Left 2 X 4
SPF Stud/Std 2-11-14
10-74
-8X2
1
TC 0.78
BC 0.36
B 0.65
(Matrix)
REACTIONS (lb/sIze) 1=50210-3R8, 6=60710-5-8 8=1035/0-5-8
Maxfir 1=.211(LC 5)
Max UPI iftl =- (L 7)., =,14 L , 8=41 1(LC 7)
Maxrav I=7 (L ) = 0(L ), 8=103 L
FORCES fl[mum Compression/Max i mum Tension
n
TOP CHORD 1.2=-848/607 - =-682/ 6,3-4=-224/145.r 4-5=.l 2 _6=
BOT H RD 1.9=-991545r - =-99/5455 6`8=01302
WEBS
-9=0/1 69 a 3.8=..648/124F 4-8=.446/0,
BRACING
TOFF CHORD
RD
T GHORD
PLATES
MT20
Weight: 84Ib
Scale: 1/4"=1 1
GRIP
1971144
Structural wood sheathing directly applied or 6-0-0
purlins.
Rigid ceiling directly applied or 10--0-0 bracing.
NOTES
1 ) end. AE -98; 90Mph; h=ft; rDL=4.f� .�L—
Lumber �LT� � � � � pf, CategoryIli Exp , enclosed; lE Intric�r
liltgrip [SOL -1.33.
2) TOLL: ASCE 7-98; Pf=35.0 ,pf (flat roof snow); E • Fully Exp.
3) . cd now loads have beenconsidered for this design.
4) This truss has been designed for greater of min rt'
� � Id of 16.0 psf or 2,00 times flit roof id
on overhangs non -concurrent with other live loads. � �� f
5) This truss has been designed f cr a 1 -
p f bottom chord live road nonc ncurr nt with an
6) Th is true req �rires it Irtir per the Tooth yt+r IEe loads.
l� h �ur�t I�th�� when this tri i h�r� fel'+ ity
assurance inspection.
7) �
Provide mhanacaf connection (by otheirf truss to bearing Mete capable fwithstandinglb uplift joint
1, 149 lb uplift t joint and 1 lb uplift t joint . � �t� �Inf
8) This truss is designed in accordance with the 2003
International Frdrrtia1 Code sections R502.1 1. 1 and
1 802.1 F n d referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
19-3-8
-8-4
DEFL
in
(Eo
11deff
Ld
Vert(LL)0.11240
Vert(TL)
-0.23
6-8
>447
ISO
H rz(TL)
0.016
r,
FORCES fl[mum Compression/Max i mum Tension
n
TOP CHORD 1.2=-848/607 - =-682/ 6,3-4=-224/145.r 4-5=.l 2 _6=
BOT H RD 1.9=-991545r - =-99/5455 6`8=01302
WEBS
-9=0/1 69 a 3.8=..648/124F 4-8=.446/0,
BRACING
TOFF CHORD
RD
T GHORD
PLATES
MT20
Weight: 84Ib
Scale: 1/4"=1 1
GRIP
1971144
Structural wood sheathing directly applied or 6-0-0
purlins.
Rigid ceiling directly applied or 10--0-0 bracing.
NOTES
1 ) end. AE -98; 90Mph; h=ft; rDL=4.f� .�L—
Lumber �LT� � � � � pf, CategoryIli Exp , enclosed; lE Intric�r
liltgrip [SOL -1.33.
2) TOLL: ASCE 7-98; Pf=35.0 ,pf (flat roof snow); E • Fully Exp.
3) . cd now loads have beenconsidered for this design.
4) This truss has been designed for greater of min rt'
� � Id of 16.0 psf or 2,00 times flit roof id
on overhangs non -concurrent with other live loads. � �� f
5) This truss has been designed f cr a 1 -
p f bottom chord live road nonc ncurr nt with an
6) Th is true req �rires it Irtir per the Tooth yt+r IEe loads.
l� h �ur�t I�th�� when this tri i h�r� fel'+ ity
assurance inspection.
7) �
Provide mhanacaf connection (by otheirf truss to bearing Mete capable fwithstandinglb uplift joint
1, 149 lb uplift t joint and 1 lb uplift t joint . � �t� �Inf
8) This truss is designed in accordance with the 2003
International Frdrrtia1 Code sections R502.1 1. 1 and
1 802.1 F n d referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Truss Truss Type
7044 1D3 ROOF TRUSS
STOCK MdE T -1 , Idaho Falls, I! 0, Eric
_
4�
-6-1
4-7-10
4x6
3
QtY PIY--FRE�-XI�--AkA-bE�i-O-'f4e:3�--
12 1
-L-_ Job Defer h
6.500 s Dec 14 2006 M!Tek Industries, Inc.: _200_7_'_'_'_
Page 1
14-4-
4"-7
19-3-8
4-11-5
4-11-
7.5x4 11 3x8
4-11-2
Pfate - . o i Edge -1
LOADING p - - -
T LL 35.0 SPACING - - �
(Roof Snow=,35.0) Plates Increase 1.15
Lumber
TSL .0 Increase 1.15.
L,L0.0 Rep Stress In r YE �
BC D.L 8. 0 Code IRC2003/TP12002
10--4
-8-4
CSI
T EFL
in
o
I/d l
TC 0.52
Vert(LL)-.
-
240
B 0.36 !
E
rt(TL
-0.25WE3
5-6
>412
180(Matrix)
0.67
Horz(TL)
0.ol
6
n/a
n/a
LUMBER
TOP CHORD 2 X 4 SPF 165,OF 1.511 BRACING
BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
WEBS 2 X 4 SPF Stud/Std *Except* 130T CHORD
W3 2 X 4 SPF 1650E 1.5E
EDGE
Left: 2 X 4 SPF Stud/Std, Right: ht: X 4 SPF Stud/Std
REACTIONS (Iblsize) 6=11 66/0,5.8,1=45710-3-85=322/0-5-8
Max Honz 1 `1 L )
Max Uplift =- (L , 1=-1 L 7).95-=-21(LC 8)
=11 L 1), 1= 4(L )75=548(LC 3)
F=ORCES (1b) - Maximum Compression/Maximum Tension
TOPCHORD 1.2=-818/393 2-3=.14012295 3-4=-99/291, 4.5=.5,17/131
T CJS D 1.7=-1061492r 6-7=-1 0 6149 -=-
741309
WEBS 2-7=0/1782 2-6=-671/127p - ='522/3524-6=-5731145
- =- 73J 14
5x6 I J
SCS I = 1:45.9
PLATES GRIP
MT20 197/144
d
Weight' 77 lb
Structural wood sheathing directly aplied or 6-0-0 oc
purlins.
Rigid ceffing directly,p ii d or 6.0.0 oc brad
OTE
zone; Lumber � - p ; psf, to11; E� ; enclosed; FF x ..
L.prate grip D L=1, . t rir
2) TALL: A CE - Pf pfJt r ,
+''p , Fully Epp.
3) Unbalanced no loads have been considerdesign.
4� for tJ�»
) This truss has been designed for a 10.0
psf bottom chord live load nonconcurrrt with any other la
loads.
5) truss requires - the T ��urt t�� �n
assurance inspection.
this truss is hn for quality
6) Provide mechanical connection (by others) f truss to bearing dateable �
1 lb u lif# t joint I and 1 IIS u Ii at point � 1ti� tar��linib UPI'ft
7This true is designed r n accordance with the
International Residential Code sections0.1 1 .1 and
R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASE(S) Standard
Job
- 'T'---
russ,—
r,. Type
I
IQ706744 E l
IF TRUSS
r KEIT-IJ`r Idaho Fa -11s,
83403, Eric
i
-2-0-0
-0
-10-
-1 0-8
1 -4-0
-5-
5x6
1;-
5- -
—�-Qty 7Pl J—R8-X-1r ed:;i�DEH- _ _
OD �
14 1
1 -- ---t4pb Refereq9tL09t1on*j
.500 s Dec 14 2006iiTek Indu tri es} Inc.FriMar 16 —
53.29 2'007 Page I
5-2-6
-
2-0-0
-10-
OF44AAC'
-�'
5-1-7
Plate Offs
t QK R ---Q:1-14 Ed .0-2-50-1 -
LOADING (psf)
REACTIONS (Ib/size)- 2=167110-5.8, 8=167110-5.8
-
Max H r2=.266(LC 5)
Max P1lft2=,1(L )8=-187(LC 8),
Max Gray 2=1 961 (L ), 8=2117(LC 3)
--
1 4,
Scale = 1:65.5
CD
W
�1
1'
CD
5-10 8-10-7
DEFL in (Ion) Ildff L/d PLATES GRIP
Vert(LL) -0-37 10-11 >940 240 MT20
44
Vert(TL) -0.71 10-11 � ���
H(rL) 0.57 8 n/a n/a
Weight, 1 1lb
BRACING
r P I ORD Structural woodsheathing directly
BOTCHORD applied.
Rigid id ilia' directly applied or 10-0-0 bracing.
WEBS I Row at midpt P -i1
FORCES (lb) - Maximum Compression/Maximum Tens—ion
on
TOP CHORD 1-2=0/174Y -=41 /1 x -4--045/ --5-6=3685/6% _ _ 4f JJ 4 _ y
f(f + ��■ ��--- ■ i f '-moi ■ ��
1 73
BOTCHORD 2-12=-89/3352i 1 1 ®1 ice- 10-11=013015P
=fr 8-10=-3413817 =,j'
WEBS 3-12=012039 3-11=-1090/1901 4-11=0/2369,5-11=-1265/2021.
r 7-10=.550/167
■ r •
1) Wind: ASCE 7.98;
p ; DL 4,psf, Category II, Exp ; enclosed; F interior
r•
rzone;fur COL_1. plate grip DOL_1f•2)
r LL -. ASCE 7.98; Pf=35.0 ps,f (flat roof snow . E
) Unbalanced snow �, � , Fully Exp.loans have been considered r for this design.
) This true has bre dei ned for
greater of min roof lige load of 16.0 psf r . time
ort overhangs n n -con current with other f lit roof load f f
r I r loads.
) Th1s truss has been designed for a 1 •0f bit
6) �i� truss � tochord live load' non concurrent with another I ie
ass rr quir plate inspection ti per the Tooth Count M thudh •
assurance inspection. r� this tri r 1�or� for uality
) Bearing at joint(s) 2, n i dr pari if to grainvalueusing ANSI/TPI 1 angle to grain formula. Building
designer ould verify capacity of bearing surf
8) Provide mechanical COrnnection (by otherf truss to bearing plate capable fith t r nd r�
joint n 1 lb uplift t jolint � �� uplift at
9) Th is truss is des J gnd i n ccordance with the 2003 I n
trntional FeIdentiI Code sectin I0.1 1 .1 and
RW2.10.2 and r" f rented standard ANSI/TPI 1.
Continued
(Roof n =35.0)
Plates Increase
1.15
TC 0.90
TL
.umber
0BC
L Increase
1.�1
0.69
8LL
0.0
Rep Stress 1nr
YES
WB 0.63
-- D(Matrix)
.,
Code 10P1
LUMBER
TOP CHORD
2 X 4 SPF
1650F I - 5E
BOTCHORD
2 x 4 SPF
16,90F I - 5E
WEBS
2 x 4 SPF
Stud/Std "Except*
W3 2 X 4 SEF 165OF 1.5E
WEDGE
Fit: 2 X 4 SFE
Stud/Std
REACTIONS (Ib/size)- 2=167110-5.8, 8=167110-5.8
-
Max H r2=.266(LC 5)
Max P1lft2=,1(L )8=-187(LC 8),
Max Gray 2=1 961 (L ), 8=2117(LC 3)
--
1 4,
Scale = 1:65.5
CD
W
�1
1'
CD
5-10 8-10-7
DEFL in (Ion) Ildff L/d PLATES GRIP
Vert(LL) -0-37 10-11 >940 240 MT20
44
Vert(TL) -0.71 10-11 � ���
H(rL) 0.57 8 n/a n/a
Weight, 1 1lb
BRACING
r P I ORD Structural woodsheathing directly
BOTCHORD applied.
Rigid id ilia' directly applied or 10-0-0 bracing.
WEBS I Row at midpt P -i1
FORCES (lb) - Maximum Compression/Maximum Tens—ion
on
TOP CHORD 1-2=0/174Y -=41 /1 x -4--045/ --5-6=3685/6% _ _ 4f JJ 4 _ y
f(f + ��■ ��--- ■ i f '-moi ■ ��
1 73
BOTCHORD 2-12=-89/3352i 1 1 ®1 ice- 10-11=013015P
=fr 8-10=-3413817 =,j'
WEBS 3-12=012039 3-11=-1090/1901 4-11=0/2369,5-11=-1265/2021.
r 7-10=.550/167
■ r •
1) Wind: ASCE 7.98;
p ; DL 4,psf, Category II, Exp ; enclosed; F interior
r•
rzone;fur COL_1. plate grip DOL_1f•2)
r LL -. ASCE 7.98; Pf=35.0 ps,f (flat roof snow . E
) Unbalanced snow �, � , Fully Exp.loans have been considered r for this design.
) This true has bre dei ned for
greater of min roof lige load of 16.0 psf r . time
ort overhangs n n -con current with other f lit roof load f f
r I r loads.
) Th1s truss has been designed for a 1 •0f bit
6) �i� truss � tochord live load' non concurrent with another I ie
ass rr quir plate inspection ti per the Tooth Count M thudh •
assurance inspection. r� this tri r 1�or� for uality
) Bearing at joint(s) 2, n i dr pari if to grainvalueusing ANSI/TPI 1 angle to grain formula. Building
designer ould verify capacity of bearing surf
8) Provide mechanical COrnnection (by otherf truss to bearing plate capable fith t r nd r�
joint n 1 lb uplift t jolint � �� uplift at
9) Th is truss is des J gnd i n ccordance with the 2003 I n
trntional FeIdentiI Code sectin I0.1 1 .1 and
RW2.10.2 and r" f rented standard ANSI/TPI 1.
Continued
Job
Ffr —us i
6 p
0706744 I El I ROOF
TRUSS
STOCK C OSI PO N E T -IF, Idaho Fans, ID 83403, Efw
-
LOAD CASE(S) Standard
io
Qty Ply F Ekr-AFAt --«1� ml/EJI'DQ_
14
6.500 s Dei 14 2006 MITe lndu-
�r•i�, Inc.���err �r 16 1 007 Pa g
Job Tt r-- u S--- Truss Type
..
E2 ROOF TRUSS
STOCK( MPONE.NT -IF, Ida-h—
o Falls ID 83403,
, Frac
0
7-1
-0-0
A A
$. 0 0 F12-
3
lio
Qty PI�REX,rrA{ZADEHOMEl3-751EJ(Ip)q
14L_-1 - b Reference r(phonal)_
.500 s Dec 1 2006 I i Tek i ndustrl , Inc.Fri M ar~ l . l- ,, :30 _-
X007 Pagel
-0-0
-7-
7-0-0
2.0 .0
If
14
7-0
0
_ Plate OffsetsM; I - .3Edge
LOADING (psfl
15-11-9.
TOLL 35.0
P.IN
--
lldefl
1
(Roof=3 j^^''-''''.0)
Plates Increase
1.15
TC 0.77
TCCAL 8.0
Lumber Increase
1.15
BC 0.63
CLL 0.0
Rep Stress Tact
YES
WB 0.90
BCDL 8.0
Code I0/TPI 0 0
(Matrix)
LUMBER
TOFF CHORD 2 X 4 SPF 1 F 1.5E
T CHORD 2 X 4 SPF1 F1. E
VVEBS 2 X 4 SPF Stud/Std *Except*
1XDF.
REACTIONS (abI f e) 7=1460/0 -5 -El, 12=1242/0-5.8
Max Horz 12= -28,6(L -C 5)
Max Uplift1 (L 0 T -(L, )
Max Gray �1 L , 12= 1(LC 1)
-0-0
-0-7
DEFLin
(loc)
lldefl
Lld
� Vert(LL)
-0.27
9-10
3999
240
Vert(TL)
-a.aa
9-10
mesas
180
Horz(Ti.),
0.34
7
n1a
„ra
BRACING
TOP CHORD
BOT CHORD
WEBS
R,
1
1
I
co
PLATES
MT20
Scale = 1:61.6
Weight: 106 Ike
RIS'
197/144
Structural wood sheathin., directly applied or 3-0-15
purl ins, except end verticals.
Rigid ce"lling directly applied or 10-0-0 oc bracing.
I Row at rrrrdpt 4-10} 2 -11
FORCES (ILS) - Maximum CompressionfMaximurn Tension
TFC CHORD 1-=/1 8 3 3 2 -=�041/2 3, 3 -4= -1567152 4 - -6=-3 { _
11-12=-1242/523 1 - 1J` -J!120
i
BOT CHORD 10-11=-90/1619Y -10 -012564} 7-9=-5/3402
WEBS 2-1'0=-1 57/385, -1 0=0114 , -10=-1 311/2114-9=0/57136-9=-593/170.7
[{a -}+j 886/94 8 f
ITEC'
'I) Wind: ASCE 7-98; mph; h= ft; T I L= . p f; 13C L= . f;
� � Cateclory li ; Exp ; enclosed; MWFRS interior
zon e p Lumber DOS=1,33 plate grip D OL=1.33.
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof now); E • Fully
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of resin roof live Load of 16.0 psf or 2.00 times flat roof load fr
on overhangs non concurrent with other liveloads. p f
5) This truss has been designed for a 10,0 �f bottom chord live
6) Id nonconcurrent with any other live loads.
This truss requires plate inspection per the Tooth Count
Method when this true is chosen fir quality
assurance inspection.
7) Bearing at joint(s) 7, 12 considers parallel t rain value using ANS I`TPI � angle �� grain formula. Building shouldverify capacity of bearing
surfacer
Provide mechanical connection (by others) of true to bearing l toa
pile of withstanding 178 Ib uplift at
joint 7 and 52 lb uplift at joint 12.
) This truss is designed in accordance with #Residential
Inrr�fr�I Code sectionsIr1 1 r1 n
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
-Truss Type
�E3 .F TRUSS
i
STOCK COMPONENTS -IF
., Idaho Falls, ID 83,403,
__--
I
7-11-0 9.0
C f
81.0 T
0
Qty � i71y REXtrARAGEHOME13-151EJ(IiD)iQ
2__�job Reference optin �
6.500 s Dec 14 2006 M iTek Industries'. Inc. Fri Mar 16 1 e: : 7 00.7
-1-
--0
--4
-0-0
2,0.0
8x8 8x8 = I r_+ I,j 12 19 11 %flfx ,A -1�11-
3x8 II 8x8 = 3x8 i
Scale =1 .
_�_ 4-6-4 7-11-0 9-H 14-1-6
l
Isle OffsetsMY): rl: Ed -
0 -fl- _4 r7: .2 0 f 15: 0 i5 -m-8 LF 00�3_8-
TO -0-3-8 04-%.
_090j...:L.L1 6,
LOADING (ps�
TALL 35.E SPACING �-
35.0) (RoofSnow EFL in(loc.) I/defl L/ PLATES I late Increase 1,1 VertLL- Lumber Inree �.� 44
� 1T ����� 1T DL 1 Vert(TL) ` . �1-1 -
180
LL Rep ,stress I nr B 0. 7 h1r� TL �.
Code I /TP � � � � 1 n/a n/a
DL atri
F3 _ Weight. 365 !b
LLE
TOPCHORD 2 X 4 SPF 1650F 1.5E BRACING
BOT H 1 D 2 X 4 SPF 1TOPCHORD Structural wood sheathing directly lied or
1 2 X 6 DF No -2, E1X DF 40OF 2.OE Burlin , except nd vert l .
SOT IS E F I a1 ceiling directly applied r 10- - bracing,
�� � FBF 1 �F �" �E �Eii��� e�ng,
W3 2 X 4 SPF Stud]td. Except:
W6 2 X 4 SPF Stud/`t', W12 2 X 4 SPI=#orf Ging-, 1-1
WEDGE +'1 X 4 `PF Stud/Std10- -0 0C bracing. 4.15
Right: 2 X 6 DF I.
REACTIONS (Ib/size) 18=767410.,5.83 = 1,56/0,5-
I aXHorz1 =171 L .
Max U p I iftl 8=-536(LC 7) 1 9 =.980(LC 8)
Max Grav 18=7889(LC 2)9�7667(LC 3)
FORCES Ib � Maximum Compress ion./Maxim u Tension
TOPCHORD 1-2=-2927/222 2-3=-6140f4141 3-4=-6184/5221 4-5=-5563114325 5-6=.5403/983:7 6-7=-7962/1167
- -815 6/11 , 8 ``-1 0834/1343 3 9 -1 0=/1 , 1-1 =-72841531
E30T CHORD 17-18i---1 724/2963 16-17=-1 812/21982 15-16=-1 1/5091 -=
.1 508/2093,4-15=0/9877
WEBS 13-14=-2151714,12-13=..,801/6625r 12-19=-1003/8762-,11-19=-1003187627
2-17=-45371237,2-16=-243141653 1 336/1 P -1 =-34011 ir 13-15=-1013/8613,5-1'5=-1836/62487
5-13=-1 0221364, 6-1'3=-3930/4329,6.12=.359/40843 -1 =.W / , 8-11--214124939 '1-17=-
388/5634
ITE
1) -I 1 truss to be connected together with 10d #131" .
Top orals connected as follows- 2 X 4 - I row of 0-9-0 e.
Bottom chords connected as follows: 2 X 6 - 2 roars at -7
'Debs c on neeted as fol l : 2 X 4 - 1 row at 0- �0 oc.
2) All loads are considered equally aF p I i d to a I Il lei o f o
� � except � fed as fret F) or back (B face in thin L.�
CASE(S) section. Ply to ply connectionshave been provided
otherwise indicated.
f distribute f loads noted F rA, nl
3) Wind: ASCE 7-98" 90mph* h=25ft;
p ; psf; Category 11, Exp ; enclosed; MFRS interior
zone Lumber D L=1.33 plate grip D L -X1.33.
8)TOLL* ASCE 7- • Pf=35.0 psf (flirt roof now) E L Full Exp.
ontinued on pale �
I
14
l
C)
Scale =1 .
_�_ 4-6-4 7-11-0 9-H 14-1-6
l
Isle OffsetsMY): rl: Ed -
0 -fl- _4 r7: .2 0 f 15: 0 i5 -m-8 LF 00�3_8-
TO -0-3-8 04-%.
_090j...:L.L1 6,
LOADING (ps�
TALL 35.E SPACING �-
35.0) (RoofSnow EFL in(loc.) I/defl L/ PLATES I late Increase 1,1 VertLL- Lumber Inree �.� 44
� 1T ����� 1T DL 1 Vert(TL) ` . �1-1 -
180
LL Rep ,stress I nr B 0. 7 h1r� TL �.
Code I /TP � � � � 1 n/a n/a
DL atri
F3 _ Weight. 365 !b
LLE
TOPCHORD 2 X 4 SPF 1650F 1.5E BRACING
BOT H 1 D 2 X 4 SPF 1TOPCHORD Structural wood sheathing directly lied or
1 2 X 6 DF No -2, E1X DF 40OF 2.OE Burlin , except nd vert l .
SOT IS E F I a1 ceiling directly applied r 10- - bracing,
�� � FBF 1 �F �" �E �Eii��� e�ng,
W3 2 X 4 SPF Stud]td. Except:
W6 2 X 4 SPF Stud/`t', W12 2 X 4 SPI=#orf Ging-, 1-1
WEDGE +'1 X 4 `PF Stud/Std10- -0 0C bracing. 4.15
Right: 2 X 6 DF I.
REACTIONS (Ib/size) 18=767410.,5.83 = 1,56/0,5-
I aXHorz1 =171 L .
Max U p I iftl 8=-536(LC 7) 1 9 =.980(LC 8)
Max Grav 18=7889(LC 2)9�7667(LC 3)
FORCES Ib � Maximum Compress ion./Maxim u Tension
TOPCHORD 1-2=-2927/222 2-3=-6140f4141 3-4=-6184/5221 4-5=-5563114325 5-6=.5403/983:7 6-7=-7962/1167
- -815 6/11 , 8 ``-1 0834/1343 3 9 -1 0=/1 , 1-1 =-72841531
E30T CHORD 17-18i---1 724/2963 16-17=-1 812/21982 15-16=-1 1/5091 -=
.1 508/2093,4-15=0/9877
WEBS 13-14=-2151714,12-13=..,801/6625r 12-19=-1003/8762-,11-19=-1003187627
2-17=-45371237,2-16=-243141653 1 336/1 P -1 =-34011 ir 13-15=-1013/8613,5-1'5=-1836/62487
5-13=-1 0221364, 6-1'3=-3930/4329,6.12=.359/40843 -1 =.W / , 8-11--214124939 '1-17=-
388/5634
ITE
1) -I 1 truss to be connected together with 10d #131" .
Top orals connected as follows- 2 X 4 - I row of 0-9-0 e.
Bottom chords connected as follows: 2 X 6 - 2 roars at -7
'Debs c on neeted as fol l : 2 X 4 - 1 row at 0- �0 oc.
2) All loads are considered equally aF p I i d to a I Il lei o f o
� � except � fed as fret F) or back (B face in thin L.�
CASE(S) section. Ply to ply connectionshave been provided
otherwise indicated.
f distribute f loads noted F rA, nl
3) Wind: ASCE 7-98" 90mph* h=25ft;
p ; psf; Category 11, Exp ; enclosed; MFRS interior
zone Lumber D L=1.33 plate grip D L -X1.33.
8)TOLL* ASCE 7- • Pf=35.0 psf (flirt roof now) E L Full Exp.
ontinued on pale �
S Type
.Q706744 +
JE3 '.F Tri
SSI
STOCK .. COMPONENTS -IF, Idaho Falls,ID 83403, Eric
NOTES
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0
with other live loads.
a
Qty MY R E) U A � �D �EH �OM t � T3'. f5—/ E i —(I b) _Q_
1
2I lJob RefeMnceAp � r� U
Dec6.500 s 14 2006 MiTek Industries, Inc. 16 1 7 2007 Pa
p f r 2.00 fl flat roof load of 35.E psf nr han
gnon.-concurrent
This truss has been designed for a 1.0
psf bottom h oral live load no H om s rrent with any other r lr loads.
This truss requires plate inspect -ion per the Tooth Count to d when this truss J
chosen for
quality
assurance
inctro-,Pridmechanical rnt�or(byothers)of t bearing plate capable f with tr�I� J��Iiff joint 1nI
b uplift joint .T1 tri i designed in accordancewiththe 2003 International Res.dential Code sections , . .1 . rreferenced SIITPi 1,
l Girder carries tie-in p n(s) 23.6-8 from 1-1.8 to 17-6-8; 17-7 � - -
1Hanger(s) r other connection � frrr, � � 25-0-0
12)
tion d F hall b provided sufficient t
fc�tt�r hr�c�. Thi ��i n�sl�ti�r� support concentrated load(s)
of such connection tion �l r ) i the responsibility of others.
LOAD CASE(S) Standard
1now: Lumber Increase=11.15, Plate Increase=11
r�i(plo.�
Uniform Loads
Vert. i
1-5=-86,
- ll ,5-10=-86117.18=.16Y
-10=-861 1 1 8 1 Y 1 #. 'i17=- 1 =
Concentrated �LLPPPPPP �����ffFFFF �F_� a1 �—�_��9-19=402(F=-386)
td Loads Ib
Vert: 17=-0(F
736 lb down and 48 ih up at 1.1- n
�I117
Truss
F1
T Type
C
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho -Falls, ID 83403,.Eric
1
r
=2-0-0
-o -o
13-0-0
6-1-5
Fra �REXjr-AWb_EHOJ��
3-151EJI C -- _.
2 I J o b l f ,ren Boon ..
6.500 Dec 14 2006 I Tek Industries, Inc a Fri Mar*16 15,53:38-2--007 .
1.5x4 I I
M
V . -0
11 1
6x6 -
4x4 1
Scale ` 1:50.8
C)
a
4
1
i
Plate .
0-3-12 4-9-125-5-0
sets
[?!-_0-_1_-8,0-2-0 .3-0, .2 Ed e
jj3:0
LOADING (psiTCLL ` - --
e0 SPACING 2 -o -,o CSI DEFL in (Ioc) I/dert(LL) -0.04 10-11 >999 � -
(Roof now=35, 0 Plates Increase 1.1 111 L/d PLATES . [P
r DL 8 Lumber Increase 1.15 Bc 1.00 YY
9 0 MT20 197/1
BCL -L 0.0Rep180
Stress Inr N ' 4 Hort TL
01
Code I P1(Matrix)n
-BCDL - — - -..
`weight: i
TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING
H T CHORD 2 X 6 DI= No. *E TOPCHORD Structural wood sheathing directly
E32 2 X 4 SPF t ud/Std purlins, except end verticals.
WEBS 2 X 4 SPF Stud/Std BOTCHORD rigid ceiling directly appliedbracing.
Except:
ETI (lb/size)7=/2=1452/0.5-%-�0- bracing: 7=505/Mechanical, al, =2424/0- 4 -
Max Wort 2 O(LC 7)
Max pli `- 0 L j=-1 1(L 7, 9=-289(LC
Maxr`= L p 2=1 1 L ,9=3013(LC 3)
FORCES (lig) - Maximum 'o pr . i n/i a im
um Tension
TOPCHORD 1-2=0/191) 2.3=.2157147; 3-4---!5716814-5=0/86,5-6=-93/lo
BOT CHORD 2.11=.302/1462:) 10-11=55/1787 9-10=-30150014-9=-80211106 9-12=46/653
7-8=-46/653
WEBS 11=0/1442, -11=-260/13095- __- �JYJ!_Y1 161 5.7=.654/42
NOTES
1) -ply truss to be connected together with I It "
chords) nails as follows:
Top connected as follows: 2 X 4 - 1 row at 0--
a ottom chords con nected as fQ11 O : 2 X 6 - 2 rowst �- -
connectedWebs fol J a X 4 - I r at 0.9� .
2) All loads. are considered equallyIrk t •
p all plies, sept i noted a frontFack �
(� +�#I��. �l � l �r�lnt��r� � � or b� ) fin the LOADhave been provided °t di tri ut ori! loads
otherwise indicated.3) Wind: ASCE 7.98' 90mph; h=25ft;
noted(F) r (B), unless
L 4. p f,
B DL- . f, Cate Il• E � ��,�interior
Y
zone; Lumber DOL=1. plate grip DOL=1..4) TL . ASCE 7-98; Pf=35.0
Psf (flat roof snow); Exp C; Fully Exp.
5) Unbalanced snow loads have been considered f
6) This truss has been designed r this design.
i ned for greater f miry roof live load of 20.0. �
n over n non -cam roc urr rpt with other 1 i e load por t� flat roof load �� f
i
Provide adequate idrainage to prevent waterr�
) Thtrusshas brr��,
n desi � �d'geed for a 1. p f bottom chord live load 9) d nrrurrrt with n Other Ji loads,
���
requires plate inpectinr the Tooth th int Method when thistri � ��n �r quality
assurance inspection.
10) .Defer o girder for truss to truss Gonnections.nfin
P.m
L0
Job Truss Ti e
L ROOF USS
o Falls, ID 83403, Eric
ODES
2
_40b Reference
6.500 s Dec 14 2006 MiTek Industries., Inc. Fri Mar 16 1.:53:38 2 007 Page 2
-
1 'f Provide mechanical connection (by ot hr f truss
289 Ib uplift t joint �lFt ��t 1 '1
I his Truss is designed in accordance with the0International i��tlalI I '11.sections ��
F .1+1.1
13) Girder carries tie-in span(s): -0- m6-10-11 to _
14) Hanger(s) or other connection
O shall be provided sufficient ent tSupport
bottom��. �� design/selectionf � .concentrated load(s)
connection n devices) is the responsibility
LCA CASE(S) Standard
1) Snow: Lumber I n real e=1.1 , Plate In r a ` . 1
uniform Loads (pro
Vert: 1-3.=-86 3.6=.86.p 2 _JrI
Concentrated Lod (lb)
Vert: I I = 108 34(F)
10-11=-163(F=-147).1 9.12=-163(F=-147)7 7-12=-16
lb uplift at joint 2 and
and R802.10.2 and referenced standard
1216 lb down and 80 lb ua 6. - n
Jc:: True -
0 IF2
i
i True Tpe
ROOT` TRUSS
STOCK14FfENT-1F, Idf o Falls, ID 83403, Eric
I
--0-0
2-0-o
4-5-a
-5.0
5x6
G!
--
i Qty Ply l EX1t--.I REFI E1 -1
i
!Job. Reference (o nal)
10
6.500 s Dec 14 2006 M iT k Industries, Inc. Fri MarI: : —.-�
X007 gage I
5
--
5--
3x4 II
W�
-5-0
13 12
11
1.5x4 f 1 3x$ = I .5x4 f f
1-0-0
-0 4T-1 4-4-0
ykj 1 14, V -4 -U 0 Q. -2
LOADING (psf)
- w
TALL SPACING .� I
(Roof Snow=35.0) Plates Increase
TCDL 8.0 Lumber Increase 1.15 BC 0.37
ALL 0.0
Rep Stress I n r YES WB 0.7
8 C DL 8.0 Code IR0'01TP1 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1-5E
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
B2 2 X 4 SPF Stud/,Std
WEBS 2 X 4 SPF Stud/Std
WEDGE
.Lft:DF.
REACTIONS (lb/size) 860/Mechanical, =79610-- 1 0=1-
Max lir (L 7)
Max U l'ift8= (L ), =- L 110=129(LC 6)
Max rav 8=70 LC 3)1,2=1 1 L ) 3 1 0=15 32 L
4-9-12
-6-
-5-
DEFL
in
000
lldefil
Lld
Vert(LL)
0.44
2-93
X999
240
Vert(TL)
-0.04
8-9
X999igfl
Horz(TL)
0.01
8
nla
nla
E
PLATES
MT20
Fai
Scale = 1*.
C3
i
1
GRIP
197/144
Wit: 121 Ib
BRACING
TOP H RD Structural wood sheathing directly applied
purlins, except end rti .l .
BOT CHORD rigid ceiling directly a lied or 1 --bracing,
��
Except:
6-0-0 oc bracing: 11-12.
6-0-0 oc bracing: 5.10
FORCES (1b) - Maximum Compress !on/Maxim uTension
TOP CHORD 1-240/1837 2-3=-936/05 3-4=-4761162 4-5=-411453 Y3 J{#'� _ __ j
BOTCHORD i1 —1 V 2/574} T -1 ii .1 2/574i l 1 =.4/ t I O- 1 1 =0/7 —17 0=-65419019-10=-30/4405
ar f _
WEBS 3-13=-1 711 �l - � - ify _ 6541901 1 -30/4405 y9=-301440
0/25 + � �1 1I 2=-511261,4-1 -556168, 1 0=-7261467
205)
TE
1) ''rid: ASCE mph; h=ftp Tfl=. �� BC�L-
�� Luh � �` � . psf, t Ila Exp r�l°ed ; MWFRS i intri or
L=1. plate grip DOL=1...
2) TOLL: ASCE - Pf=35.0 Pf fiat roof snow); �Ep , Fully Exp,
3) Unbalanced o loads have �
I� considered for this design.
4) This truss has been designed for greater of rn i n ref live
f 0. �f r .� trt� flit roof I�
onrhan nor - ncurr non -concurrent with other live loads. psf
5) Provide adequate drainage to prevent watern di n .
6) Th i tri has �
been designed for 1 .�0 p f bottom chord Iii
load n+nncurrent with any othr I ive road.
This trust requires plate inspection per the Tooth Court Method"
assurance inspection.
n this tri r chosen for quality
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical onntinh others) of truss to bearing late capable of withstandin 48 lb u.I"
1 99 Ib uplift at joint and 1 lb uplift at joint 10. rft �t � ��1) Thi tri i d i r�
d i n accordance with, the 2003 Into- at on qj ti c i nt al C)detl r I .
U . 0. and r f r n ed standard IrTPI 1. 11. i . n
Continued n
.Job _ Truss
ru Type
F2 —7-
ROOFTRUSS
STOCK ..: COMPONENTS -IF, Idaho Falls, ID
40, tri
LOAD CASE(S) Standard
i eri
1
1
M9fere �i1
6.500s Dec 14 2006 jTek Industries, Inc. Fri Mar 1 07
Page 2
Job — — F -
Truss
FMQ
I U Ty pe
Qty ply
RE Xjr-F EHi' E-v`F I C _
F3 ROOF TRUSS
STOCK 1 T -1F, l h -fob Reference (Optional) Falls, Eric
6.500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:53:45 0
._0-
-0-
I
--1 0
--1
1 13-0-0
1'8-1-8
-1-
3x6 3x4
¢
5
g
--0
3x4 I I
7
5-3-10
1 12 11
1.5x4 4 - I.5x4 P �
10-5-
, I atet��2:Q-4-0 Edge
LOADING (ps�
TCL L 35.0ll -- 1
Roof now= .� � �1at i r� r a 1.15 TC 0.91
TDL 8.0 i Lumber Increase 1.15 BC 0.39
E3CLL 0.0 Rep Stress In r YES W13 0.70
BDL .0 Code I /TPX2002 (Matrix)
LUMBER
T P CHORD 2 X 4 PF 165OF 1,5E
BOT HICK 2 X 4 SPF 1650F I . E
`EBS 2 X 4 SPF StUCVStd *Except*
W3 2 X 4 SPF 165OF 1.5E W6 2 X 4 SPF 1 ,F 1.5E
ESE W6 2 XPF 65OF 1.5E
Left. 2 X 6 DF No.2
REACTIONS (Ib/size) 8=11172/Mechanical, 2=1 391/0-5-8Max Horz 2=29r2(LC)
Max pI iffy= -1 .L 1 =-1 L 7
Maxrav 8#l7(L ), 2=1623(LC 2)
DEF'L
i
Vert(LL)
Vert(TL)
HarzfTl l
18-1.8
5-1-8
DEF
1-
1n (10c)
-■ -1
-0.11 -.1
r. ■ ^Y
BRACING
T P H 1 D
BOT H ORD
VU,
CD
i
CD
r
N
Scale = 10-61.4
r c
F
N
1
co
23-6.8
I/d fl
Ud
PLATES IP
>999
240
MT20 197/144
>999
180
MT1 8H 197/144
n a,
n/
Weight: 130 Ib
Structural wood sheathing directly applied or5-1-15 oc
purlins, except end verticals.
Rigid ceiling directly applied or 10-0.0 oc bracing,
Except
- -
Ept
-0 oc bra in : 5.10
1 Row at midpt -.
FORCES (db) - Ma imurn COmpression/Maximum
F' #� — Tension
TS
D 1- = /1 ', - =-1672/411 - =-1201 x'89 4 -5=- 1 7 =-
BOT CFjORD 2-13=.167/1125,12-13=-167/`1125,11-12=-11/� 10-11=012 5-10=-236/432
8/96, 4-12=-594183p 10-1 2 -1115111 4� -10=-80/115 t - =-537177 - —
=-1474!1 3 —0/443,
TE
1) Wind: ASCE 7.98; 90rnph; h=25ft;
p��L �.�f, tea11, �p enclosed; F `� interior
rzap Lumber DL=1.33 plate grip D L=1. . 12)
TOLL: ASCE 7-98; Pf=35,0 p f flat roof snow); Exp G" Fully Exp.
3) Unbalanced snow loads have been
Considered for this ire.
4This tri has n designed for greater of mi
n roof filve load of 20.0 psf or 2.00 times flat roof onoverhangs non -concurrent ent with other live loads, � f .� f
5) Provide adequate drainage to prevent water ponding.)Thr true b� ��� designed for �� f bottom chord I'veload rrononcurrnt with any other live loads,
7) All Plates are MT20 Plates unless otherwise indicate
8) This truss requires plate inspection per the Tooth Count Method whenthitruss is chosen for quality
assurance inspection.
9) Ref6hr to girder(s) for truss to truss conneCtions.
Continued on page
Job . + Truss Tres Type
, -
Q706744 F3 ROOFTRUSS
STOdk COMPONENTS-IFx !da F I f fir'
r
NOTES
Qty ply
I
1
iREX/t-ARADEH_0__ME_/3m1§1
Jt�l]jQ
Job Deference (optional]
.500 Dee 14 2006 MiTek Industries, [nc,, Fri
Mar 16 15:53:45 2007 ...Pa
1 T caring p pate capable f withstanding 1joint�i tri i �i� `�, rin�tth0�} 1� ��I��t �. �� � I� Uplift �joint •
ANS1fTP1 1.
int r natlonaI id ntlaI Code sections R502.1 1.
LOAD CASE(S) Standard
Trwzs I
0 707 F
M TRUSS
STOCK P L I TS,I F, Idaho 1= ails, ID83403, Eric`
W
\ a
T
-�0-0
-o`0
Qty Ply REXjr-AIEFiIE-1fEJi1
v
11 �
-
Job Reference nd-1)
6.500 s Dei MiTek Indus -tries,
— -
Inc. Fri �r � � : � - ��-7 Pae 1
13-0
1 �
0%9-5
5X 5 .7--
5-1
% -
.7-
4x4
OM
18-1-8
-1 -
3x4
5- -0
3x4 11
U �
1
--
1 -0-0
6-2-5 6-9-11
pintp
-_
LOADING
(psf)
TELL
35.0
1 SPACING
2-0-0
I
CS1 °
(Roof no -355
Plates Increase
1,1
TC 0.55 1
T DL
8.0
Lumber Increase
1.15
BC 0.34
BOLL
0.0
Rep Stress Incr
YES
m
WB 0.67
B id L
8.9Cede
I 03/TP 120{ 2
(Matrix)
11
3x4 I I
fix'! 2 =
184.8
1W5-
3x4
W
DEFL in (iac} !!cleft LId PLATES
Vert(LL) 4.47 2-12 X999 240 MT20
Vert(TL) -0.14 11-12 X999
180
Horz(TL) 0.05 $ nla nla
LUMBER
TOP CHORD 2 X 4 DF 240OF .O E BRACING
Scale = 1 * 66.0
Weight: 141 lib
BOT bio n 9 V A i 'FF TUFF Ho [� tr"et�lr l 1 '0 � k T `
WEBS I
WEDGE W5 2 X 4 SPF 1650F 1, E p W5 2 X 4 SPF 1650E
Left : 2 X 4 S PF St u/Std WEBS
REACTIONS (Ib/size) =11 1Me hani al =1
39110-5-8
Max H orz 2=331(L
Max U pI i =-1 (L6)j2=-120(LC 7)
Max G rav 8=1 1 78(LC 3)t 2=1 490(LC 2)
IP
197/144
CULIHIly uIrectly appIr d or 6.0.0 oc
Purlins, except end verticals.
.Rigid ceiling directly applied or 10-0-0 oc bracing.
Except,
6-0-0 oc hraj n : 5,10
1 Row at midpt 7.83 -% 6i
FORCES (1b) - l imumompr i n/Maxim
TIS �� Tension
BOT CHORD 2-12=-193/1107,11-12=0/529
1 1 V 7, 1 1 i -0f 529 10-11=011165 —1=—/633 v, -10=-111/939
■r _ —
74/694
WEBS - �. - - 9-23/4929 = � -
OTE
1Wind: ,E -� 0mph- h =1�; TSL= .
fa DLpf; CategoryI]-- E�' enclosed;
I interior L=1. plate rip DOL=1.
2) TELL: ASCE -r Pf=35.0 Pf (flat roof snow);
3) Unbalanced snow E ; Sheltered
snow loads have been considered
dor the in.
4) This tri has been designed for greater
I n roof live load of 20.0 psf or 2.00 times fl
on overhangs non -concurrent with other live loads. t .
5) Provide adequate drainage to prevent water ponding.
6) This true has been designed for a 10.0 psf b#t�rdor ir
e load
nonnurrert its another live loads.) Thistru requiresplate inspection per the Tooth o�r# f�� when this
truss i en for quality
assurance inspection.
Refer to 1ruler for truss to truss corgin .
� �ro���! r�l��r�i�!(by
tror`r.
connectionothers) of truss to bearing pl .tea akyle of
joint and �1 0 Ib uplift at joint � �' withstanding 1 i uplift a
This truss uis designed in accordance with t fieT
0International Residential dr�trl odefionR0
8802. 0.2 and r fern °tand rd N IIT 11. .�I 1 .1 and
Continue on p
Job
Tru. .'Tru6s T
ype
Q706744
ROOF TRUSS
STOCKMPONENTS-1 Idaho Falls, ID 83403, Eric
LEAD CASE{S} Standard
QtY P1Y REXJP-,fx R-ADEH0MEj3-j5jI=-j(jDj
,f ob Ref rn g ionaj
6.500 s Dec 11Te Industries, Inc. Fri Isar 1 15,53:48
�.
J o - a�
Tr Type
074 F5 rF
TRUSS
STOCK F E T -lF, Idaho Fall , ID 8340 Er»
a
- -0
1
/�j(
1
- _ _ Job Refer ee11 'n
6.500 Dec 14 2006 MiTe Indu tri S, Ire Fri �r�� 1� � ��
X007 Page 1
1 4- •1 1 -
e
�6 -1 - -1
I T1 H
1 -1
4- -0
m6-
x,�v % x 11
'�.d x �-
-11- r 1 -,4
Litt : X CSF 0.
E TI S f b/size) =1391 /0- - =11
I�I�f�.rri�I
Magic H o =259 (L
a UPI i�=-1 4(L 7 , 8=_ L
4.Q0 '!2
--
V
4x6
—Ills _
LOADING (p
r
�-�
TOLL
35.0
P I I
- -
S1
' l tes Increase
1.1
T
0.78
Lu�T�br
Rep Stre I r
YES �
B D L
Code I I 003/TF� 10 s
(Matrix
LU METER
-
T P HORD
X 4 SPF
1 OF 11.5E
B T I -I I
X 4 S PF
1 OF 1. E
E S
4 PF
St Mrd/Std *E t*
X4S�F 1 F I. E
X SPF 1 F
Litt : X CSF 0.
E TI S f b/size) =1391 /0- - =11
I�I�f�.rri�I
Magic H o =259 (L
a UPI i�=-1 4(L 7 , 8=_ L
4.Q0 '!2
--
V
4x6
SI` 311 611=1 1
--1 - -
//....�� �--� .�._. - ,ate. _ _.— ._ �. . w_ ._� ..r _ -. -- _ -..._
�n (I Ild ff Lid' � PLATE
' rt(LL) - .11 S- 240 T
1 0 .fT1
p _ 'mei ht; 1 1 1 !b
BRACING
TOP CHORD Structural wood titin dir
burl � r+ ., except a n r r a IS.
BOT H RD Rigid ilii dir tl a lied
�� �� r � -'�-'� brei r�.
'1 R pit idpt -
F l ES (Jb) -Maxi u, Compression/1 f u
�`� �'� — _ Tyr ��
_ �0/ j Y - ---1 857/855 =-1 37011 �1 � 4- --1 14 _ _
_ k 4-1 0`462/1023! -1 =-1 12/581 - =0/11 - =-
` =-176011 ,
Tr
.pf; BL=4.5f; Category 1i E - erg
zone; L.0 ber D L=1. plate grip LC L=1t � I d� J'FF , ir�t ri
TCL: ASCE -s Pf=35.0 Pf (flat roof snow
f..�i�b�lr�d � � �� } F�rll �p�
Roads have been on id r l for thi d si n.
r greater f i roof ai i d f 1 �6. f or .
o overhangs o - on urr nt with o � � tr fist r of f d f .� � �
Tb i tr�ur bre ld ter, b •
�i l�t�S r � ttrTr I��rd Ir�r J��d' �n�n�rr�t rtl� �� �tl�r lig
f T 0 plates unl th r ri i ndicat l ��i ..
� TIS MS ire r ori r late `r • �1.
n p ctiori per the Tooth u rpt Method when this tr
assurance in p tion. u � �b r� fir �u�lit
Ref r t i rder' ) for truss t truss on n t ns.
� rl� rT�bar��i �r�ti�
of hers) f truss t bean rig lat a able
j int and 1b u 11ft at iofnt � � � itb ta��irr� � f1 uplift at
This tru.
� rS dir��l i� �c�r�n� ritb t� � I � r
r�t�r��tr�r�1 F���tri tiro f�.•1 � �� ���
.. 0. rid r f r en d tand rd J I/TPI 1.
tinue
1
r
1
SI` 311 611=1 1
--1 - -
//....�� �--� .�._. - ,ate. _ _.— ._ �. . w_ ._� ..r _ -. -- _ -..._
�n (I Ild ff Lid' � PLATE
' rt(LL) - .11 S- 240 T
1 0 .fT1
p _ 'mei ht; 1 1 1 !b
BRACING
TOP CHORD Structural wood titin dir
burl � r+ ., except a n r r a IS.
BOT H RD Rigid ilii dir tl a lied
�� �� r � -'�-'� brei r�.
'1 R pit idpt -
F l ES (Jb) -Maxi u, Compression/1 f u
�`� �'� — _ Tyr ��
_ �0/ j Y - ---1 857/855 =-1 37011 �1 � 4- --1 14 _ _
_ k 4-1 0`462/1023! -1 =-1 12/581 - =0/11 - =-
` =-176011 ,
Tr
.pf; BL=4.5f; Category 1i E - erg
zone; L.0 ber D L=1. plate grip LC L=1t � I d� J'FF , ir�t ri
TCL: ASCE -s Pf=35.0 Pf (flat roof snow
f..�i�b�lr�d � � �� } F�rll �p�
Roads have been on id r l for thi d si n.
r greater f i roof ai i d f 1 �6. f or .
o overhangs o - on urr nt with o � � tr fist r of f d f .� � �
Tb i tr�ur bre ld ter, b •
�i l�t�S r � ttrTr I��rd Ir�r J��d' �n�n�rr�t rtl� �� �tl�r lig
f T 0 plates unl th r ri i ndicat l ��i ..
� TIS MS ire r ori r late `r • �1.
n p ctiori per the Tooth u rpt Method when this tr
assurance in p tion. u � �b r� fir �u�lit
Ref r t i rder' ) for truss t truss on n t ns.
� rl� rT�bar��i �r�ti�
of hers) f truss t bean rig lat a able
j int and 1b u 11ft at iofnt � � � itb ta��irr� � f1 uplift at
This tru.
� rS dir��l i� �c�r�n� ritb t� � I � r
r�t�r��tr�r�1 F���tri tiro f�.•1 � �� ���
.. 0. rid r f r en d tand rd J I/TPI 1.
tinue
Job
Truss
Truss Type
I4 s
15
F TRUSS
STOCK COMPONENTS -IF, Idaho Falb Ifs 83403, Eric�
Joao easE(s) standard
i ari
5
Ply REYJrraRADEHQAlIE13-'l51E,![IDjQ - --
i
i
—_ .. P J p b Reference opflonAl
6.500, Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:53:53
Job Truss
Tr uzis Type
7 0 744
F 6
a ROOF TRUSS
STOCK COMPO f T, -fF� Jt � ff - .`
1D 83403, ri
a
---0
-o-o
-1-
-11
1 -4
6-1
Qty Ply 7kE)(jr ARADE_H0M_ET3_jWEj(1D)'Q
II.
Job Referenc,�,ejqptipn
6.500 S Dec 14 2006 MiTek ind u tr Ie Inc. rJ Mar 16 15:53:58
07 P'a'ge 1
-1
8 x 8
C!
--0
3{-8
4-5-8
11
5X5
4.00 '12
8
4x6
12-4-4 14-11-0
6-4-12
a-•�-. - ..moi .� -- ..
Plate _�
_ i-2-10.Edoe]
_(_X
LOAD l P —
TCL L
35.0
(loc)
11Z_U_0
L/d �
CSI
-0.10
(Roof nO
35.0)
I���t �� � �
� r
4.23
0.94
CL
180
Lumber Increase
.5T
BC
0.41
BOLL
0.
tr 1ne r
YES
WS
0.97
,.-BCDL _8.
Codas IR 03ITR1 0
(Matrix)
LUMBER
TOS CHORD
2 X 4 SPF
1650F I - 5E
BOT CHORD
2 X 4 SPF
165OF 1.5E
WEBS
2 X 4 SPF
Stud/Std *Except*
W3 2 X 4 SPF 1650F 1.5E.; W8
2 X 4 SPF
1650F
1.
VV Eur,
Left: 2 X 6 DF No -2
REACTIONS (Ib/size) 11 1=13 31 ' i } 8=713/!'l and
aI
MaxHort I =259(LC 6)
L
Max U1311iftl 1-1 L a8=.45(LC 8)
Max -Grav 11 =2314(LC 2) 8=1 113 (LC 3)
3--3
2-6-12 8.7 -
TEFL
in
(loc)
llaefi
L/d �
Vert(LL)
-0.10
8-9
X998
240 i
Vert(TL)
4.23
8-9
X914
180
Horz(TL)
0.09
8
nla
nla
BRACING
TOP CHORD
T CHORD
Scale = 1:61.0
PLATES
MT20
'weight: III Ib
GRIP
197/1
Structural mood sheathing directly applied or2.2-0 oc
pur1in , except end verticals.
Rigid id eilin directly applied or 6.0.0 0c bracing,
Except:
10-0-0 oc bracing: 8-9.
FORCES (JIB - Maximum Comp1.re ion/ air urn Tension
BOT H 2.11=-842/268,10-11=-971/19779-10=-2-3/9948-9=-
1=-842/268,1 -11=- 7 1/1-=- -}=- i
36/1344
WEBS 3-11=-1887/2369 3-10=,9/977 4-10=-562/49515.10=-1132/4795-9=019003 6-9=-3351153y 6-8=-1308/67
NOTES
1) Wind: ASCE 7-98, mph -h-- - T DL`4* ;p f� BLCL=4. f';
zone;Lumber L, Category 11; Exp enclosed;F interior
.33 plate grip [SOL^1 :3,
2) TOLL: ASCE 7-3a Pf=R pf (flat roof snow); E •
r�b�I , FII gyp.
3) Unbalanced ed snow loads have been considered for this
) This truss has been di design.
designed for greater of min roof live load of 16.0 f r . tion
n overhangs non -concurrent with the.r � flit roof load �t .0 pf
5) This truss has been designed for a 10.0
6) This tri re #� bottomMrd live Ind nnnurrent it>'� n other 1i
requires plate inspection per the Tooth � . Id.
Count I�etl� od J�n t lea truJ fir, for quality
assurance inspect I On.
7) Refer to girder(s) fr truss to truss connections,
Provide mechanical connection (by otherf truss to bear'
joint �1 �I and 45 I uplift ng 1at capabJe f rt[�t�ir�drng �f 1b u�wiift a#
t ,
9) This truss is designed in accordanGe with the 2003 International RGsidential Co& sections R.
R 0 ,10. and referenced tand rd Ili 1[TP i �1 � � . �f and
LOAD CASE(S) Standard
�
0
r
C-4
_CN
Vm-
IN
I
CD
PLATES
MT20
'weight: III Ib
GRIP
197/1
Structural mood sheathing directly applied or2.2-0 oc
pur1in , except end verticals.
Rigid id eilin directly applied or 6.0.0 0c bracing,
Except:
10-0-0 oc bracing: 8-9.
FORCES (JIB - Maximum Comp1.re ion/ air urn Tension
BOT H 2.11=-842/268,10-11=-971/19779-10=-2-3/9948-9=-
1=-842/268,1 -11=- 7 1/1-=- -}=- i
36/1344
WEBS 3-11=-1887/2369 3-10=,9/977 4-10=-562/49515.10=-1132/4795-9=019003 6-9=-3351153y 6-8=-1308/67
NOTES
1) Wind: ASCE 7-98, mph -h-- - T DL`4* ;p f� BLCL=4. f';
zone;Lumber L, Category 11; Exp enclosed;F interior
.33 plate grip [SOL^1 :3,
2) TOLL: ASCE 7-3a Pf=R pf (flat roof snow); E •
r�b�I , FII gyp.
3) Unbalanced ed snow loads have been considered for this
) This truss has been di design.
designed for greater of min roof live load of 16.0 f r . tion
n overhangs non -concurrent with the.r � flit roof load �t .0 pf
5) This truss has been designed for a 10.0
6) This tri re #� bottomMrd live Ind nnnurrent it>'� n other 1i
requires plate inspection per the Tooth � . Id.
Count I�etl� od J�n t lea truJ fir, for quality
assurance inspect I On.
7) Refer to girder(s) fr truss to truss connections,
Provide mechanical connection (by otherf truss to bear'
joint �1 �I and 45 I uplift ng 1at capabJe f rt[�t�ir�drng �f 1b u�wiift a#
t ,
9) This truss is designed in accordanGe with the 2003 International RGsidential Co& sections R.
R 0 ,10. and referenced tand rd Ili 1[TP i �1 � � . �f and
LOAD CASE(S) Standard
,,IJob Truss
F6G ROOF TRUSS.�
s
J h Reference(optionall—
STOCK COMPONENTS -IF, Idaho Falls, ID 834.03, Eris _�.. -��
6.500 s Dec 14 2006 MiTek Industries# Inc. Fri Mar 1 :_
Page 1
12-4-4 -
6-8
124-4 4x 4 11-2-4
Scale = 1: 55.6
7
25 24 23 22 1 20 19 1
Folate
Offsets MY): -v--
--
-.
Vert(LL)
n1a -
LOADING
(psf)
Vert(TL)
n/a -
TOLL
35.E
i Fll`
_M
(Roof
Snow=35.0)'
Plates increase
1.1
TCDL
8.0
Lumber Increase
1.1
LL
St1r�r
i
13DL
.
8.0
Code IRC2003/TP12002
CSI
TC 0.22
13C 0.09
W6 0.21
(Matrix)
5x5 -
--8
--
DEFL
in (loc)
1ldefi
old
Vert(LL)
n1a -
nla
999
Vert(TL)
n/a -
nla
999
Horz(TL)
Q.aO 14
nla
nla
LUMBER
e TOP CHORD 2 X 4SPF 165OF 1.5E 13 R I I
BOTCHORD 2 X 4 SPF 16,50F 1.5E
TOPCHORD
SPF TCHORD
OTHERS
Stud/Std *Except* 'REBS
ST6 2 X 4 SPF 1 F1. E, ST5 2 X 4SPF 1650EI,. E
ST5 2 X 4 SPF 165OF 1.5E
PLATES
MT20
Weight 121 1
`RIP
1971144
tr tura wood heathing directly applied r -0-
purlin , except end Verticals.
rigid ceiling directly applied or 10-0-0 oc bracing.
I Flow at raj*d t
p 7-20
R E ACT 10 N S (Ib1r 1 =1/-�a 1 -/ -8, 2 0 = 17212 3.6.8
24=193/23-6-85 25=242/23.6-8119=204/23.6-8118=204/23-6-8:r 17=203/23-6-87 16=212/23-6�8
15=154123-6.8 x
`lax Horz 1=228(LC 6)
Max UPl ftl=- 1 L ), 1 L+ ), 21= L =-5 =_
52 (LC 7) 9 24--50 (LC 7)1
25=-62(LC 7)p 19=-41 (LG 8)j 18=-56(LC 8),17�-53(LC 8)5 16=-45(LC 8),15=-1 32(LC 8)
Max G rav 1 =1 41 (LC 2) 3 14=1 46(LC ), (L ), 21=311 L .7 22=293(LC=302
(LC 2)
24 282(LC ), L )� 19=31O(L ), 18-29 L i17=296 L a -
L1= L )7
F=ORCES I - Maxi mummpr ession Mai mum Tension
=-1 02/1189 9-1
0=-1 04/64, 1 0-1 1 =-11 0415 11 -12=-991609 - =M
BOT CHORD 1 29/90# 29/90 -=-29!909 21-22=-29t907 =�
03
18-19=-29/907 117-18=-29190 16-17=-29/90 15-16=-29/90,14-15=.29190
WEBS 7- -1 7/0� 211 = -2 7 9/6 3 y 5 -22=.262/74, 4 =-26817 -24=
_�J,yj =-. _2 5 = 1
7
_ j
6 0Y
-1 ® Ili 10-17=-264/713 11-274170■1 -1
NOTES
1) Wind: ASCE 7.98'
` CS � p ; �$
L �.,psf, ateIli Exp ; enclosed;d� FFA interior
zone- Lumber [SOL=1.33 prate grip L-1.33.
) Truss designed for wind loads in theplane �f the truss uI For Studs expo -sed to wind (normal to t1��
see MiT k "Standard Gable End Detail' ),
3) TOLL: ASCE 7- Pf=35.0 pf (flat roof snow); E
4) Unbalanced snow loads have been considered for thi's design.
) This true has. been de��a�d ��r 10.0 ���,
p f bottom chord live load noncon urrnt with any other liar
8 j I t �1
are , I ST . unl otherwise indicated. loads.
Dari
pageY
.Job Truss
TP
;Q706744
ROOF TRUSS
COMPONENTS. -IF, Iaa ho Fella, ID 83403, Eric
NOTES
7R
� o —JOb Reference ,
6.500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 1 Page 2
— —
7) This truss requires plateinspection •
8) n per the Tooth Count Method h � this tri -Gablerequirescontinuousbottom chord bearing.•
��� �� quality ern inspection,
9) Gable studs spaced at 2.0-0 oR
10) Provide mechanical connection
others)f truss. t�barn late a .u I i at � Ib ulift joint , lb uplift �t ��nt Ir
�
up
lr t joint 1Ib
� lf�nlb uplift at joint , 1 f U lift t joint 1Ib uplift at
JJl tint J uplift t �r� �Ii uplift .at jol nt 1.11) This truss is designed in accordance its tse 2003 Int rnational e Residential
Code, sections
and referenced standard
LOAD CASE(S) IStandard
Truss T
ype
06744 HF -131 GABLE
,NOCKM P EMTs -1 F J- -
r
Idaho Falls, ID 83403, Eric
I
-0-0
.- -- .- --J�)
# y REX i DEH - j 1EJ I
� 1
—. -_� --- .Job Reference. tir aJ
.500 s Dee 10MiTek Induitries, Inc.Fr' Mar16 15.54:00,2007
12-0-0
4x4
!H
-0-0
3A 12 11 10 9 8 3x4
12-0-0
1 -0 -
Scale = 1:37,6
LOADING psi
TOLL 35.0 SPACING 2-0-0
GS1E
FL in (loc) Ild fl Lodi PLATES
(Roof GRIPMates Increase 1.1 Tn . 0.07 rt L
T � L � L�rrr�be�r l��-� 1. � � .
197/144
. r(TL) n/a n/n 999
BELL Stress fnr IVVB 0.11
H rz (TL) 0.00 n1 n /
BOOL . s IF`TI I (trig)
_ Weight: 53 I
LUMBER -
TOS' CHORD 2 X 4 SPF 1650F 1.5E
BRACING
SOT CHORD 2 X 4 SPF 1650F I ZE TOPCHORD Structural wood sheathing directlyp lied r 6,0-0 o
THE X SPF Stud/Std
�urlir� �
BOTCHORD Rigid ceiling directly applied or 10.0--.0 � bracing.
r.
REACTIONS ft/size) 1=105112-0-0. 7=105/12-0-01 1 0=12=211/12
�M''�
- ` - .. � '�� a�R � � �_ ��� —f��—�� y� ■ �= � � dr � #y it -0-0,9=200/12-0-018=211/12-0-0
-0, �,�, 00/1 i_-0-.. / _. W,
Max Horz3(LC 5)
Max p l if l '- L )., 7=- 1(L ), l l =- L 1 ;- -
.86(LC 8), 8=-96(LC 8)
Max G rav I =1 30(LC 2) 7 7=1 30 (LC 3) j I 0=1 29(LC 1) 1 11 =3 07(LC 2), 12=305(LC 2)1 9=30 7(LC 3) 8=305 (LC 3)
FORCES If - MaxiMum Compression/Maximum Tension
T P H i D 1 -2 = -17 0/8 5 j `142/81, 3 -4=-152/84, 4- =-1 5 _ yJ�.J _ J+
53
2=..33-/1097 11-12--33/.109) 10.11 =-33/10 , -10=- /10% 8-9 ---331109.y y/#{�
1109
VVEBS 4-1 A
TE
enclosed;1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.,8psf; 8CDL=4-8psf; Category 11; Exp C-
interior t rr re; Lumber L--1. plate r DOL= . .
) Trudesigned for windCoad! the plane f the truss only. For studsos d t mind nrm�! tF . FTek "Standard Gable EndD tail
fa
3) TOLL: ASCE 7,98; Pf= 35.0 Pf(flat roof n •, �� � Fully Epi.
Unbalanced snow loads have been considered for this
5) This true has been designed for 1 0. 0 design.
p f bottom m chord live re i ad r- onconurr ent wirth any
6) ii plates are 1.5x4 T unlessth r�ri indicats other 1iJ ads.
•
7) This true requires plateSton per the Tth
a err a n e inspection.
� r+r� Method ��this true i chosen forquality
Gable requires continuous bottom chord
9) Gable studs spaced at 2-0-0 oc.
10) Pride mechanical connection others). f truss tbearing ale �� • t�.t�� .
n uplift at �, 1 lb uplift at joint 7, lb uplift t joint 11
f uplift 1 uplift tir•fr 1 u li
at ji rpt � 96 1uliat � �ft
'I 1 ) This fru I's designed in accordance with the 00International Residential Code sections0.1 1.1 and
R802.10.2 rid referenced standard ANS11TPI 1.
LOAD CASE(S) Standard
o ori -O --.
Truss
Type
'OOF TRUSS
STOCK I P . .El T -IF, Idaho Falls, ID 83403, Frig
LOADING (psi
TOLL 35.0
(Roof Snow=35.0)
TCL 8.0
BOLL 0.0
!OL �s .
.-0
0
1
Jots t r nce- ionaa .
6.500 s Dec 14 2006 !Tek Indo tri , Inc* .Fri Mar 16 15;54:00 200,7' Page 1
-5-11
-0 2-5-11
I
SPACING --0I
Plates Increase CS
1.15 T
0.72
Lumber Increase 1.15
BC 0.04
Rep Stress In r YES W13 O. o
Code IRC2003ITP12002 j (Matrix)
LUMBER
TOIL CHORD 2 X 4 SPF1 OF 1.5F
E3T CHORD 2 X 4 SPF 165OF 1-5E
s D EF L
in
1)
I/dfl
Lid
Vert(LL)
-0-00
24
>999
240
' rt(TL)
-0,00
180
Hor(TL)
-0.00
3
n1a
n1
J..
REACTIONS (lb1size) =.l1 Mechanical^402/ - - =
, 1 /Ifchanif
Max Horz 2=106(LC
Max Uplift _-1 (L ),2=435(LC 7)
Max G rav 3=30 L ,= 1 L } 4=441 L 4
FORCES (1b) - Maximum CompressionlMaximum T HCS 1 .2=0/1 r��n
0/1799 --- -l7/1
BOT CHORD =0/
BRACING
TOP CHORD
BOT CHORD
PLATES
MT20
Scali _ 1:12.E
IFS
1971144
Structural 'mood sheathing directly applied
purlins. o r � �
Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES
1mind* ASCE 7-; mph; h=fit; TFL=. _
. Vit, �L �f; Category II; Exp tnId.
zone; Lumber CSO L=1. plate rip L=1. �MWFRS interior
2) TOLL: ASCE -; F'f=,0 pf (flat roof snow
); Exp C;. Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed
or greater of min
roof live load f 1. �f r 2.00 timeseflit roof load t .0 p fonoverhangsnon-concurrent with other live
loads.
) Th is truss has been dind for a 10. 0 t)sf bottom chord lr ioal nonooncurrnt with any other 1we I oad.
This truss requireplate Inptirr per the Tooth Count
assuran �n tion. Method when tf�i tr�r i chosen for unlit
7) Refer to g1rder(s) for truss to truss connections.
8) Provide mechanical connection (by others) f truss
t bearing platecapable t withstanding � i �
� !� uplift at I�� and � fp uplift at joint .
9) This truss is designed in accordance
with the 2003 International Residential Codee
02.10. and r f r n 1 ton lard 1 I�TI� 11. ti 1 . . ri
LOAD CASE(S) Standard
FJoa
b TrussT i ups Type
STOCK CI P I ENT -IF, Idaho Falls, fid 83403 Eric---
-2E10-0
rrs-
- , -0
Ply
1l
�XJf CFIi'E1-1 IF
� fob Deference (optional)
6.500 s Dec 14 2006 M!Tek Industries, Ire . Fri Mar 16 15-54:00 2007
1--5
1
Page '[
Scale = 1:11.4
1-6-5
L
- -
L DIN (Psi
TOLL 35.0 SPACING -.-0 CS1TEFL
in (10C) Ild fI Ud PLATES GRIP
(Roof r =35.0 Plates Increase � � � � . Vert(LL) -
.0 MT20 197/144
Lum r I TCDL .0Vert(TL)- ,00 2 >999 180
8 LL 0.0 Rep Stress In r `SEs WB 0.00 Hors TL
) -0-00 3 n/a n1a
BCD L . Code i i 0 /TP 12002 (Matrix)Weight:
LUMBER
TOP HD 2 X 4 SPF 165OF 1.E BRACING
BOA' H i D 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly
WEDGE purlins.
Left: 2 X 4 SPF Stud/Std BOT CHORD Frigid ceiling direct[y applied or 10-0-0
E TI Sl b/ i e) 2=393/0,5.814=12/Mechanical-
=;
Max I-� r =10(L 7)�I�l� �r�r �I
Max UPli =-1 L 7),3=-236(LC 9)
Max Grav`0(L , =7L ), = L 7
FORCES (Ib) - Maximum pres i on[Maxim u m Tension
TOP CHORD 1-2=011799 -=-207136
BOT CHORD =010
TES
1) Wind: ASCE 7-98; 90
mph; h--M25ft� T[�L��,�sf� BCDL=4,8psf; Category lIF � r
zone} Lumber D L=1.33 late �j+��I+Jjri DOL=1I � � • � enclosed; s �� +'FI interior
2) TOLL: ASCE 7-98; Pf =3 5.0 p f (fiat roof n F E
Fully
3) Unbalanced snow loads have been considered for thisdr• _-
4) This trues has br,.
been designed for greater f resin roof five load of 1x.0 p f car 2.00 times fly
ori overhangs non- ncurrerrt with other live loads.
t roof load f ,
) This truss has been designed for a 1� bottom chordlive �� r�r�rr�t •
6) te any other live loads.
This tress requires It inspection pr the TothCoun
t Method when this truss is h��r� for ��lit
assurance inspection.
7) Refer to girder(s) for truss to truss connections.
others)8) Provide mechanical connection (by of truss to bearing plate capable f withstanding
joint and 236 lb uplift t joint � �r��rr� �1 l� uplift t
9) This truss is designed in accordance ith the
2003 International Residential Code Sections1.1 1 .1 and
R802,10.2 and referenced standard AN IITPI 1.
LOAD CASE(S) Standard
j Joh
Truss�TiuosType
JlB ROOF TRUSS
STOCKCOMPONENTS--1F
3 Idaho Falls, ID 83403 Eric
LOADING (psf)
T LL 35.0
(RoofSnow=3!5.0)
T D L .
BOLL 0.0
DL 8.
--0-0
tI.
n
i
J Job Reference ( j naf)
.500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:54-.01206-7 P g -_-
1 --5
I
EIII -0-0 CSI
Plates InGrease
1.15T+
0.65
Lumber Increase 1.15 BC 0.02
Rep Stress I n r YESW13 0.00
Code IRC20 IfP12002 (Matrix)
LUMBER
TOE CHORD 2 X 4 SPF1 OF 1.511
BOT CHORD 2 X 4 SPF 165OF 1.5E
ECF
Left: 2 X 4 SPF t ud/Std
RE.TlN(lb/size) 2= 8910- -, 4=12IMechanicalp=.
Max Hrz 2=1L 7
Max P11ft =-1 (L3=.229(LC 9)
Max Grav 2=594(LC9)r � 7 L , 3=53(LC
FORCES (lb) - MaXiMUM Compressi on/MaxiMUrn Tension
TSP CHORD 1-=/1 78, -=-202/35
BOT CHORD =01
BRACING
TOP CHORD
BOT CHORD
qrm
CD
PLATES
MT20
Wei
,Scale= 1:11.4
RIFE
197/144
Structural wood sheathing directly lied or 1-6-5
Rigid ceiling directly applied or 10-0-0 bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf,- Category 11; Exp G;
zone; Lumber DOL=1.33 plate rip D0L=1. . enclosed; MWFRS i rpt rior
2), T LL: ASCE 7.98; Ef =. pf (flat roof o Exp , Fully Exp.
3) Unbalanced row loads have been considered for h
4) This tri, Irtabtl�» design.� n d for greater f � roof live Ioad of I G.. 0 p f or 2.00 ti me,5 fiat
on overhangs non-concarr nt with other live loads. oor Ioa� f ,� � f
) This true has bre designed for a 10.0 bottom
6) This � chord live load r�ncurt�et ifl� r� other five
truss r�uir plate inspection per theTooth Count Method when this truss is chosen for qulity
assurance inspection.
7) Refer to girders) for truss to truss connections.
) Provide mechanical connection b
others) f truss to bearing plate able f withstanding
joint and 229 lb uplift at joint � t�r�dir� '1 � Ike uplift at
9) This true is designed in accordance with the e
International Residential Code sections R.1 1.1 and
R802.10.2 and referenced standard ANSI1TPl 1.
LOAD CASE(S) Standard
1-6-5
DEFL
in
(loc)
f/d fl
Ld
Vert(LL)
WO- 3T
2
>999
240
'`rt (TL)
. oo
2
>999
180
Hr(TL)
-0-,00
3
n/
n/a
BRACING
TOP CHORD
BOT CHORD
qrm
CD
PLATES
MT20
Wei
,Scale= 1:11.4
RIFE
197/144
Structural wood sheathing directly lied or 1-6-5
Rigid ceiling directly applied or 10-0-0 bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf,- Category 11; Exp G;
zone; Lumber DOL=1.33 plate rip D0L=1. . enclosed; MWFRS i rpt rior
2), T LL: ASCE 7.98; Ef =. pf (flat roof o Exp , Fully Exp.
3) Unbalanced row loads have been considered for h
4) This tri, Irtabtl�» design.� n d for greater f � roof live Ioad of I G.. 0 p f or 2.00 ti me,5 fiat
on overhangs non-concarr nt with other live loads. oor Ioa� f ,� � f
) This true has bre designed for a 10.0 bottom
6) This � chord live load r�ncurt�et ifl� r� other five
truss r�uir plate inspection per theTooth Count Method when this truss is chosen for qulity
assurance inspection.
7) Refer to girders) for truss to truss connections.
) Provide mechanical connection b
others) f truss to bearing plate able f withstanding
joint and 229 lb uplift at joint � t�r�dir� '1 � Ike uplift at
9) This true is designed in accordance with the e
International Residential Code sections R.1 1.1 and
R802.10.2 and referenced standard ANSI1TPl 1.
LOAD CASE(S) Standard
Job
-��LI- � .-Tr u,.
Type
Q706744 1 ROOF TRUSS
93.
STOCKNEI Tse FI Idaho Fills, ID 83403, Eric
LOADING p
T LL 35.0
(RoofSnow=35.0)
T[L 8.0
B.LL 0.0
.BDL 8.0
.-0-0
QtY Ply REki. r-%. _ 0 -�1 ����� )�13�
d
M
_o ,fib ,Deference (optional)
6.500 s Doc 14 2006 MiTek Indust
rie , Inc. Fri Mar �16 15:54:01 2 007= u�
Page I
4-8-11
2�0-0 4-8-11
1
SPACING 2"0_0 si
Plates Increase
.1 TC 0.72
Lumber In r . i e 1.15 13C 0.1
Rep stress Incr YES WB 0.00
Code I . 0/'TP120 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
4-8-11
i DEFL
in
floc)
!ldefl
LId
Vert(LL)
-0.02
24
X999
240
Vert(TL)
-Q.pS
2-4
>999
180
Horz(TL)
-D.flU
3
nla
rola
REACTIONS (1111si =1 1 e lean i al, 2=-464/0-3-81 4=36/file
chni I
Max Hort 2=149(LC 7)
M ax U P 1'1'ft3 =-54 (L C 9):r 2=- 10 0 (LC 7)
Max Grav 3=213(LC)$ = L , 4= (L 4
FORCES 1b) - Maximum Compression/Maximum Tension
T P H F C 1,2=0/1797 2- =-209/89
BOT CHORD 2.4-010
BRACING
TOP ISD
BOT H F D
PLATES
MT20
Weight: 15 lb
Scale = 1:183
GRIP
197/144
Structural wood sheathing directly a lied r 4-8-11
purlins.
Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES
1ire: ASCE 7-98; 90rh, h=25ft; TLL=4. �� ��L�4. �sf; at I I ; �.�enclosed; M'F is interior
orzane- Lumber L=1. plate gridDOL=1.33.
2) TOLL: ASCE 7.98; Pf=35.0 psf flat roof F snow E
Fully E.
3) Unbalanced snow loads have been considered for this deli
4) This true has been dined for greater of min roof live
I oad of 16.0 pf or 2.00 times flat ref Id f.0 f
on overhangs non -concurrent itl other live loads. �
) This truss has been �leior�ed for . 'I f bottom
chord I�� I��� rrr�ncurrer�f with any other II°�� 10 CIS
This truss requires, plate inspection per the Tooth Court Method whoa thi F
assurance in a tion.
true � chosen for quality
7) Refer to girder(s)for truss to truss connections.
Provide mechanical connection (by ot hr of trr.,l► to bearing
and � � � rr Mate capableofwithstanding
. �t l�ta r� �1i r� �- I k� uplift rft a�
0 1b uplift at joint . i rpt
) This truss is designed in accordance with the 2003 International..
Residential Code sections10.1 1.1 and
R802.10.2 and referenced standard N S UTP 11
LOAD CASE(S) Standard
JCA
F- _
Tru�s Type
ROOF TRUSS
STOCK COMP ETS-IF, id ac Falls, , J D 8340_
3} Eric
LOADING (pf
TOLL 35.0
(Roof n o = . o
TCDL 8.01
BOLL 0.
BDL 8.0
--0
Qty
Ply !REX r- Pil::—ZAI%141�ME �3=1—
( i Job Referenc e Cop
I
.500 s Dec 14 2006 MiTek Industries, Inc. Fri Mar 16 15:54:01 007 Page
_m
-0-ID 3-3-11
;ffil
1
SPACING --0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YE
Code IcITP10
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.51E
BOT CHORD 2 X 4 SPF 1 650 F I - 5E
WEDGE
Left. 2 X 4 SPF Stud/Std
3-3-11
CS] I DEFL
Tc 0.78 'rt(LL)
0.07 IVert(TL)
B 0.00 E H r T L)
(Matrix)
REACTION l bks i 3=41Il a In n ic. i, 2=427/0-5-84=24/Mechanical
al
Max Horz 2=135(LC 7)
Max U P1 =--1 (L 9),2=-113(LC 7)
Max Grav 3=64(LC , = Lc , = L 4
FORCES (lb) - Maximum COMPr i n/Ma i:mum Tension
TOP CHORD RD 1- =0/183 2 2-3=-208/1 9
BOT CHORD =0/
BRACING
TOP CHORD
in (Joc) I/dcfl
-0-00
-0.01
-0.00 3 n/
BOT HID
H LTE
240
180
n1a
MT20
Weight: 12 l
Scale = 1 :1 6.4
GRIP
197/14
Structural' wood sheathing directly applied or 3-3-11
Rigid ceiling i rcctl applied or 10-0.0 ox bracing.
NOTES
zone;1) Wind: ASCE 7-98; 9OMph; h=25ft;
Lumber t�L= � ; L 4.pf� Category11� E� � enclosed; F i
1.33 plate rip D L=1. . tri r
2) TOLL: ASCE - Pf-35,0 pf flat roof sono
w); Exp C; Fully ) Unbalanced nloads �
This been considered r d four this
4) T�» true has been designed for greater of m -in roof IES i0ad
of 16.0 psf or 2.00 times flat .ref load of 35.0 psf
on overhangs non,concurr nt with other l i re loads.
) This true has been designed for a 1 f bttor-r-i
chord lac load nncncurrcnt itsarother Ir
loads.
6) This tri requires rn��ct�rper theToothc+at Method an this tri is chosen for qualassity inspection.
n.
7) Defer to girder(s) for truss to truss connections.
8) Provide hn i I connection others).
f truss t€� bearing plate� able of i F
joint and �1d1 1b uplift t joint . � withstanding
1 lb uplift at
9) This truss is designed in accordance ithF
the 2003 International Resident al code sections -
R802-10.2 and referenced standard NSI T I 1.
1 .11.1 and
LOAD CASE(S) Standard
Q706744
Tr U s Tr u0s Type
'ROOF TRUSS
L _iSTOCK I IIIoI _
TS -IF, Idaho Falls,Irk 83403,, Eri—c
. M�
1
J
1
-_-
Qty Fl EQI--f -M 5-
JEJ([D)Q
1 r
Jobs Reference ptio ria
6.500 s Dec 14 2006 MiTek Industries., Inc. Fri Mar 16 15:54.,-02
-3-11
-0-0 3-3-11 f
LOADING s _ -
T LL 35.0 SPACING 2-0-0 CS1
0
(Roof now= .o)i .Plates Increase 1.15 TC 0.73
T BL 8.0 Lumber Increase 1.15 BC 0.08
B LL 0.0 Rep Stress In r YES WB 0.00
BCDL 8. Code I F /TP 12002 Matrix
LUMBER
T P ISO D 2 X 4 SPF 165017 1,51E
BOT CHDRD 2 X 4 SPF 165OF 1.51E
WEDGE
Left: 2 X 4 SPF stud/Std
REACTIONS (Ib/size) -5311 l hani ala 2=41 / - - = I ch
Max H or =1 L a r� ria
Max Uplift =-1 09(L ), 08(LC 7)
(L
Max ra =1 (LC 2). 2=629(LC 2), 4=56(LC 4)
FORCES (lb) ` Max.imurn Compression/Maximum Te
r�si�r�
TOP CHORD 1- =0/1 1 r2.3=.200128
BOT CHORD 24=0/0
Scab = 1 F 16.4
DE FL in (Ioc) 11d fI L/d PLATES GRIP
Vert(LL) -0.01 24 >999 240 MT20 1971144
44
Vert(TL) -0.01 180
H TL) -0.00 0 n1a n1a
Weight: 1 l
BRACING
TOP CHORD Structural wood sh athin irec ly applied or -
3-11 oc
udins.
BOTCHORD Rigid ceiling directly applied or 10-0-0
��brain.
NOTES
1) Wind: ASCE -; h; =ft:
TL= �sf; BCL= sf•
Category 11; E ; -en1 d; 'F1s interior Lumber B L�1• Flats grip DOL=1. .
2) T LL7 ASCE 7-98; Pf=35.0 p f flat roof n •
Fully Exp.
3) Unbalanced snow loads have been considered for this design.
) This tress Inas been designed for greater of m i n roof live load of 1 &a p f or2.00 tim L.5 flat roof road of 35.0 psf
on overhangs non- on urr ent with other live loads}
5) This true has been designed for a 10.0 psf bottom h Mrd�
6) M �e load nonconcu rrent with any other live bads.
This truss requires plate inspection ,r the Toth Count
Method when this truss is chosen for q real it
assurance inspection.
7) Refer to girder(s)) for truss to truss connections.
8) Providela�connection others) f truss to bearing n plate capable t
tndir�
joint and 108 Ib uplift at joint . iat
9) This truss is des ined ir, ar•dan-ce with he 2
003 IntrntinI Iaidntil Code sect ions F0.1 1 .1
R802.1o. and referenced standard SI 11. end
LOAD CASE(S) Standard
Job Tfr U S S
R
r ups Type
Q706744 J3 ROOF TRUSS
STOCKCOMPONENTS--IF, Idaho Falls, I
83403, Eric
LOADING (Psi
TOLL 35.0
(Roof `now=35,0)
TDL 8.0
BELL 0.0
B_L8.0 N
LUMBER
TOP CHARD
BOT H ORD
I
-0-0
`0-
QtY Ply R EXir-Jo-�Wb_E_H 0 M / -11 TEJ l -
I
Job Reference(option
6-5:00 s Dec 14 2006 MiTelk industries, Inc. Fri Mar 16 15-54:02 w
I
SPACING i0-0 CSI
Plates Increase 1.15 TC 0.66
Lumber Increase 1.15 13C 0.24
Rep Stress Inr YES 0:00
Code l 03/TP1(Matrix)
2
X 4
DF
240OF
2.OE
-0.09 24
X 4
OF
240OF
2.OE
REACTIONS (lb/size) = lel hanl = -
By 4=54/Mechanical
Max H orz 2=1 93(LC 7)
Max U p Irft `_. (L � =. (L )
Max G r v 3 = (LC 2).1 2 =847 L- ), 4=1 L C 4)
FORCES (1h) - Maximum Compress i ori/Maxim u m
D 1-2=0/1 � Tension
TOPCHORD
/1 E3 1 , - =-278/1 7
BOT CHORD =0/0
DEFT
in (loc)
Ildefl
Ud
Vert(LL)
-0.09 24
X945
240
Vert(TL)
-0.19 2-4
>430
180
Horz(TL)
-O.OU 3
nla
nla
BRACING
TOP CHORD
BOT H ID
NO
PLATE
MT20
Weight. 24 l
Scale: 1 1'I=1
GFT"
2201195
Structural wood hat in directly IES
puns
p � .-� +�
Rigid lin directly pli d or -10.0.0 oc bracing,
NOTES
1Wind: ASCE .98- 0ph; ham' TSL=. �f, ��L=�pf•
Category IIS Exp ;enclosed; I Finterior
2) zonLumber L=1. lac rip D0L=1.33.
TCLL: ASCE 7.98; Pf=35.0 p f flat roof snow);
Exp C- Fuliy 3) Unbalanced now loads have beenconsidered �
4) Tl�r ��~ �l�i �#ir�.
tri �a �r� �r��l for greater oR .
f min roof live load f 1 . f r 2.00 times
on V rhan non -concurrent with other flat r f load �f � p f
5) This cru 1� loads.
10.0 psf bottom chord live lad nQnconcurrem rany other live loads.
ThIS truss requires platy inspection per the Tooth Count h this truss i hr for quality urs inspection.
7 Refer to girder(s) for truss to truss onne ti n .
Provide echan1 a I connection (bothers)� �r� t
o bearing platep�l� f withstanding
and 1h Uplift at joint . lb -uplift at joint
9) Thfs truss is designed rnr '
dan a with the 2003 Int ,rn ti nali enti
1 802.1. and referenced standard . '11TP1 1,
al � sections R502.11 .1 ��
LOAD CASE(S) Standard
Truss i Tru,,s Type
J3A ROOF TRUSS
i
STOCK COMPONENTS -IF, l,d a h o F I1 -�.
t 03, Eric
i c
LOADING (psf)
TCl.L 35.0
(Roof 5nvw=35.0)
TOOL 8.4
BCLL 0.0
BCDL $,0
_-_0
Fty'Ply RE?UrHRADEH�ME13-751EJ(1[7)Q �..-
Jab Reference (optional)
6.500 s Dec 74 2006 MiTek Industrie, Inc. Fri Mar iB 15;54:02 2007
-1-0
3
Zi
SPACING -0-
Plates Increase
1
Lumber Increase 1.15
Rep Stress I n rYES
Code IRC2003ITP12002
-1-0
-1-0
Page 1
Scale = 1:21.5
�CS1
TC .61
o DEFL
Vert(LL)
in floc)
.0-03
I/d fl
>999
d PLATES lP
BC 0,14
rt(TL)
-4
0.06 24
>999
240 ITS 1971144
1 &0
WB 0.00
H r TL)
-0r003
n1a
n a
(Matrix)
LUMBER_.
T P H RCS'BRACING
� F � �F � aE
BOT CHORD 2 X 4 SPF 10OF �1. E TP I� ORD
`EE BOT CHORD
Left: 2 X 4 SPF Stu d/Std
REACTIONS (lbisize) 3=149/mechanical}2=487/0�5-82 4=39/Mechanical
Max H ori •=17 4(L )
MaxUplift - 1(L , =- L 7)
Max Gray =(L , =(L ),4=87(LC 4)
FORCES ( Maximum rr u Comer i n/Maxi um Tension
TSP CHORD 1-2=0/1 ,2.3=-245/108
BOT CHORD 2-4=01()
Structural wood sheathing directly applied or -1 -0 o
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)Wind.-- ASCE 7-98; 0 phx h= f; T DL.� f# DL= .enclosed;p f,zoneLumber DL=1. plat rip DL=1.. .ter 11 r Exp ; F Interior nt rior
2) TOLL: ASCE 7-98- Pf` TO p f (fiat roof snow); E * Full
y Exp.
3) Unbalanced snow loads have been considered for this dein.
4) This truss has boen designed for nreater of min n rof live io�d of 1 p:f r tirn eflat roof load of 35.0 f
on 5) overhangs non -concurrent with other five loads.�
This truss has been designed for a 1� f bottom chord ir�load n���urr�nt with any other l•
6) lad.
This truss requires plate inspection per the ToothCount Method hod hen this truss is chosen for quality
assurance inspection,
7) Refer to girder(s) for truss to truss connections.
) Provide mechanical connection (by other� true � bearing parr rr platpl fatttt rid i �r 1 I � Uplift
and ib Uplift at joint .p#���r�t
) This truss is designed i n accordance with the 0international Residential ��lr�trl dti 0,11.1 ars
R802.10.2 and referenced standard ANSIITPI 1
LOAD CASE(S) Standard
Job
Truss
,Truss Type
J313 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, II34033Ery
n -
I
I
--0,o
-0-0
t__FPI ,' E��� AD.EH IE3-15/E I[
JobReference(optional)
6.500 Dec 1 2006 Mir Tek Industries, Inc. Fri Mar 1 '15:54.02 20_07 Page
1
-1-4
Scale = 1:21,5
5-1-0
LOADING,(psf)
TOLL 35,0 SPACING-- 1 DEFL ireI
� I/dfl L�'d PLATES
GRIP
(Roof Snow=35.0) Elate I rl r 1.1 T . � Vert LL -0-03
Lumber Increase1.15 0.19 240 MT20 197/144
T L .] e Stresslrr E ' a.
824 180
BOLL 0.
Hor (TL) -0.00 3 n1
.. - _-Code IPPI0(Matrix)DL.
- -Weight.
!
LSE -
BRACING
TOPHFA 2 X 4 SPF 165OF 1.5E
TOPCHORD Structural �d ��t�i� ir�tl Plld r -
iBT HIS X 4 PF 1OF.E P
Lo X 4 SPF Stud/Std
WEDGE BOTCHORD Rigid ceiling directlapplied or 10-0,0 c bracing.
REACTIONS(ib/slze) 3=1 /M hanlical, 2=47910-3-8 =39/
Max H orz 2=1 74(LC 7)
Max U pl if =- (L 7),2=-85(LC 7)
Max Gray = (L , = 1 (L 3r = (L 4)
FORCES (Ib) - Maximum um m r ion/ imur Tension
TOP CHORD 1.2=0/181, 2-3=-242/114
BOT CHORD 0/
NOTES
1Wind: ASCE 7-98; 90mh; h=25ft- TCL=kpsf;
�DL=4.� f- Category �!� E� � enclosed;
M'Fi interior Lumber DL#1, plate r -p S L=1. � F
2) TOLL: .ASCE ; Pf-35.0 psf flat roof snow); Exp C; Fully Exp.
3) Unbalanced s now loads Peva been considered for this deli
4Tf�I rug. f� been �#ined for greater f ire rooffig design.
� ��ad of 16. 0 P.5f or 2.00 time5 f1at ref foad of 3 5.0pf
n overhangs non -concurrent with ether live loads.
This true has been diad for � � �attr� .
- � chord I� load r�onon�ur�rr�t with r� other livelad.
6) This truss requires plate inspection per the Tooth Court Method
when this true is chosen for quality
assurance inspection.
7) Refer to girder(s) for true to truss connections.
8) Provide h is i tonne tionb others) ) f true to earrn plate capable f withstanding 1
and IIS uplift at joint g b upflff at joint
) This truss is designed in accordance with theResidential
Ir�trr�ti�r��l Code sections02.1 1 .1 and
R802.10.2 and referenced standard ANSVTP1 111
LOAF? CASE(S) Standard
job
_ TruSS Trus Type
Ml MONO TRUSS
STOCK1 P E T -117, Idaho Falls, ID 83403, Eric---
-2-0-0
ri
Nt
W�
ti
4+1
Q
r
- -0
--0
ply I -REX, �,DEH'=l /EJ(I)
Job Reference optional
6.500 S Dec 14 2006 MiTek Industries,
Inc.Fri Mar 'I 15:54-103 00�' Page 1
4-0-11 8-0-.0
-11-5
1.5x4 P J
Plate
MY)- [Z: -1-1510-1-
(loc)
LOADING (psf)
Ud
Vert(LL)
-0_19
TL
35.0
SPACING 2-0-0
CSI
(Roof now= . 0
Plates Increase 1.15
TC 0.77
T L
Horzz(TL)
Lumber Increase 1.15
� .
BCL L
n/a
t 1r YES
B 0. 21
D L
.
8.0
CodeIRC2003ITP12002
(Matrix)
LUMBER
TOP H RCS
2 X 4 SPF
1 I= 1-5E
BOT CHORD
2 X 4 SPF
165OF 1.5E
WEBS
2 X 4 S P F
Stud/Std
REACTIONS
(Jb/size)
2= 1810- - , =359/ lean al
Max Horz
2=214(LC 7)
Max p i f =- (L 7, =R L )
Max Gray
=0L ), =(L )
FORCES (1) - Maximum Compress ion/Maximum Tension
TOPCHORD 1.2=0/1 812 2-3=-606/'l 9.1 3-4=.1 66195, 4-5=-223157
BOT CHORD `=-771349
WEB 3-5=-421/93
-0-
-0-0
DEFL
in
(loc)
Ildeff
Ud
Vert(LL)
-0_19
2-5
>484
zao
Vert(TL)
-0.42
2-5
>220
180
Horzz(TL)
0.40
5
nla
n/a
BRACING
TOP FAD
BOT CHORD
Scale = 1:33.3
PLATES GRIP
MT20 197/144
Weight: 34 Ib
Structural Food sheathis ,irecy applied r 6-0-0 oc
purfins,
- -
urfins, exce t end verficals.
Rigid ceiling directly applied or 6,0-0 oc bracing.
TE
1) Wind: ASCE 7-98; 0rnph; h ft;
T DL 4 .8p f, CL=4.� f� Category 11,
Exp ; enclosed; IF interiorzone; Lumber D L=1. plate ripDOL=1 .
2) TOLL: ASCE 7.98; Pf=35.0 psf (flat roof snow) -1 Exp - Fully E.
Unbal noed now Ioad5 have been consia r - �
4) This truss has been designed for greater of min roof live load of.
'i . 0 f or 2.00 times flit roof id of 35.0 psf
n overhangs non -concurrent with other live loads.
5) This truss has bee des ind for a 10 .0 �f bttom chord
6) 1 iI oad nororcurrent its rt her I r End.Thi truss plate inspection n per
the Tooth Court Method
hen this fi-u r hosen for quality
assurance inspection.
7 Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by othrf true to b� •
arra flat capable of rtl�tr�drni ICS uplift at joint
and 72 lb uplift at joint 5.
9) This truss is designed in accordance with the 2003 I •
rlt�rl�at> ��al Residential rrt I aJ � d sections onR502.1 1.1 nd
R80.2-10.2 rid referenced standardANSI/TPI 1.
LOAD CASE(S) Standard
J o b � True _
ti
'Trust Type
Q706744 IN12 MONO TRUSS
STOCK MPONENT .-IF, Idaho Falls., ID 83403, Eric
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL 0.0
BCDL 8.(3
I
.-o-O
-0-0
Qty j Ply
FES _0AEJ �
I I I,.Iob Reference (option
6.500 s Dec1iT In
dustries, InCL Fri Mar 16 15:54:03 2007
-0-0
-,0-
I .5x4 I d
K'
ILINU 2 -o -o CSI
Piates increase 1.1
0
Lumbar Increase 1.15
Rep Stress In r YES
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4SPF 210017 1.8E
BOT CHORD 2 X 4 SPF 1 OF 1.8E
WEBS 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 4 SPF tint/Std
6-0-0
TC 0.61
'
B r 4
QEF
Vert(LL)
Vert(TL)
� W6 0.00 Harz(TL)
(Matrix)
REACTIONS (Ib/size) 2=527/0- -fir =246/Mechanical
Max Hort =1(L 7
MaxU plifQ�- 1(L 7). =- 7(L )
ax G rav 2=789(LC, 4=355 (LC
FORCES (1b) - Maximum Compression/MaximumTension
T P HORD 1 0118 3, 2.3 =.2 7 61149, 10/84
130T CHORD -4=0/0
1.5A
00
4
Page 1
Scale = I:.
i re (loc.) Ild f I L/d FOLATES GRIP
-0-05 - 240 MT20 1971144
-0.10 180
0.00 n/a n/
Weight: 24 Ih
BRACING
TOP ISD
BOTCHORD
Structural wood sheathing directly applied or 6-0-0 o
purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 bracing.
.
TE
1) Wind: ASCE 7- 0 m ph; h� ft; T D L=4. p f; l3L=4. �f• Category 11; E � ��lad��interior
zone, Lumber CL��I. puts grip DOL -1.33.
2) TLL ASCE 7-; Pf=.0 pf (fiat .roofria ; E • F
�a � a Fully Epi,
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live Load of 16.0 f or 2.00 times flat roof load of 35.0 pf
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom chord live load nor con ur-r with th arsother i
6) ivloads.
This truss requires plate inspection per the Tooth Court Method when this truss
is hn for quality
assurance inspection.
7) Refer to girder(s)for truss to truss connections.
8) Provide me hani aI conneGtion others) of tares to b aria plate
and lbs uplift t joint 4.
p capableof withstand i n 1 I b pi ift at joi rpt
9) This truss is designed in accordance with the 2003 International Residential
Code sections F0,11 +1 and
R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S) Standard