HomeMy WebLinkAboutTRUSS SPECS - 06-00566 - 100 Crest View Dr - New SFR06JIB'2007 10-4622 FAX
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Home owner may decide to do a bonus room above
depend on cost.
garage. Trans detail shows bonus room. This will
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Dr -Kidd
NOV - ,9 20-06
CITY OF KEXBl1KG
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job
1194
1
Truss 7T
ype
AG
u r�E1 t _T S S, t Anthony, ID, Mark Man -2
-.-0
NICK
LOADING (Psi
T LL 35.0
TDL 8.o
r
POLL 0Z
BDL 8.0
LUMBER
TOP CHORD 2 X 4 SPF l of 2
BOT CHORD 2 X 4 SPF Nc.
'EBBS 2 X 4 BPF Stud
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In or YES
Code I0PI(1
IINPT
REACTIONS (Ib/size) 2=514/0-5-8, 4=51410-5-8
Max Horz =7(Ioad case )
Max Lt l =1 (load ase ), 4=-1 (load case )
FORCES (Ib) - Maximum crnpre sign/Ma imum Tension
TOP CHORD 1-2_0f78,2-3=-286/1, 3-4=-286/1, 4-5=0/78
BOT CHORD2-6=01163,4-6.-zO/163
WEFTS -6=0/1 36
`4—
13
4X4 ;--
Qty
PJY -TRO
EDGE CONST-KIDD RES
�Job Reference o tional
300 s Jul 11 2006 MiTek PnduC
1
0- --0
- 34-�O
F r6 6 _t3 1 1 - Tx C56- Fage 1
CSE
DEI L in
(lec) Iiden
Ud PLATES t I P
TC 0.53
vert(LL) - . 0
2-6 >999
240 MT20 1971144
BG 0.11Vert(TL)
-0,01
2-6 >999
180
B 0.0.E
Horz(TL) 0.00
4 n1a
n/a
(Matrix)
o Weight. lb
BRACING
TOP CHORD
Structural ro
sheathing directly applied or 6-0-0 oc puri ins .
BOT RCS
Rigid ceiling directly applied or 10-0-0 ec bracing.
NOTES
a
" 1) Unbalanced roof live loads have been considered for this design,
.. T r �- p f, CDL=4.8psf, Category dl, Exp ; enclosed; MWF gable rid zone, cantilever left and right
1�'�+'and. E �-�' �� �� f1�f#� TIAL='4.8 � exposed , rid
vertical Ieft and right exposed* Lumber D .L=1.33 Plate grip D L=1. y
This truss has been designed fr)r a 10. 0 p f bottom chord lige load noncon current Wdh any other live loads.
4) This truss r-equires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Provide mechanical connection (by others) of truss to hearing plane capable ofwithstanding 186 Ib uplift at joint 2 and 18Ib uplift at joint
4.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1,.
LCA GASES) Standard
%jo r Truss
ype
.Qty
11194 GABLE
Summit Truss, St Anthorl - -ark Mangum
.A
-2-0-0 6-8-0
2-0
-
-0- .8-0
3
1`1Y `qEDGE CONST -I1 0 RES
Job Reference (q tip r� I
5.300 S Jul 112006 MiTek Industries, Irle. Tue -3� 10:17:49 2006 P� 1
13-4-0
15-4-0
-0-0 i
f _ 1;28.0'
Plate offsets
12:0-2-10 0=-1-81, [4:�-10.,1-B].
LOA SII ISG (psD SPACING 2-01-0
T LL 35.0 Plates Increase 1,15
T DL 8.0 Lumber Increase 1,1
BCLL 0.0 Rep Stress Incr NO
BCDL $.0 Code 1RC2003l1"PI2002
LUMBER
TOPCHORD 2 X 4 SPF No.2
BOTCHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud
OTHERS 2 X 4 SPF Stud
REACTJONS Ob/size 2=85410-5-8, _854/0 -
Max Hort=-78(load case
Max Upli1 =- g(load case 5), 4=- g(laed case )
FORCES (IES) - Maximum CompressionfMaximum Tension
TOP CHORD 1-2=U78, 2-3=-887/129, 3-4=-887/129.,4-5-017B
BOT CHORD 2-6=32/677, 4-6=-32/677
WEBS -6-01263
CSI
TIC OZ1
BC 0.37
B 0.10
(maw)
-1-
DEFL
in
(foe)
I/dell
Vert(LL)
_0.04
2-6
>g
Vert(TL)
-0.0
4-6
>999
Hort f TL)
0.02
4
n/a
BRACING
TOPCHORD
BOT HICK
Ud PLATES GRIP
240 MT20 197/144
180
Weight; 49 1b
i
r
StrUctural wood sheathing directly applied or -7-14 oc purlins.
rigid celling directly applied or 10-0-0 oc .bra ng-.
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-02; 0mph; h= ft; T DL=4.8psf; B DL- s psf; Category 11; Exp ; en iosed; MWFRS gable end zone; cantilever left and os right a
vertical left and right exposed; Lumber I L- 1.3.3 plate grip DOL -1.33. g F e end
Truss designed for wind loads in the plane of the mss ori _ For studs exposed to wind (no r n al to the face), see iii e k " tan darn Gable
End ate ii
This truss has been designed for a 1 O.O psf bottom chord lire Iced nonaaneurrent with any other Jive loads.
All plates are 2x4 f' T 0 unless otherwise indicated.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
7) Gable studs spaced at - -g 0C.
P rovid a mecha n ica I eon n ectlon (by oth ers) of tr u ss to bead n g plate capabJe of withstandi it 239 ib u l et of
� � joint 2 and g lb uplift etaolnt 4.
This truss is designed in accordance with the 2003 I ntemetienal Residential Code sections R502.1 1.1 and. R802, and referenced standard AN SII TP 11.
LOAD CASE(S) Standard
6r _
e . Tau,
1 I
§l;MgTIt Truss, St Anthony, ID, Mark Mangum
4-11-0
L. HOWE
1z
10d G =.
13-0-0
J � i'
13 -0 -ID
11
Md4 MT1 SH
6X14 MT 1, ski 11
4
1W. 0
Qty.. _
� � Irl T-IID� � _
_fit on��
_ ,�J _2 1JJob 06KTek i rtes,. 'Tue Oct 31:'P',;MI4
17-0-8
`11- 4-0-8
Plate 9.sets X,): 1:0--t_0 F 1:1---F0-- E :---- LOADING (psf) F
SPACING 2-0-0 CS1 DEFL in (loc)
TOLL 5L]D Plates Increase 1.1 TC 1.0o Vert.(LL)- -1
T DL 8.0 Lumber Increase 1,1BC 0.86
ert(TL) _0.56 J C0.1
E L L . 0 Rep Stress I ner- H E i 4 er TL .
17
L .0 koue IFOO1TPIz00.
(Matrix)
LUMBER
B,Ft�l
TIS HICK DI- 400F .0� TP HRS
j ESOT CHORD 2 X 6 DI` 2400F 2.OE BOTCHORD
VVEBS 2 X 4 SPF Stud *Except"
SPF No.2, W5 2 X 4 SPI` 1 5OF 1.5E, W3 2 X 4 SPF Flo.
i Left: 2 X 8 LSF 195OF 1.7E, Right: 2 X 0 CSF 19 OF 1.7E
R EA TI ON S Ob/size) 1-10421/0-5-8 , 7-& 10421 /G-5-8
flax H0rz1= -(Goad case )
MaxU p 1i 1=- 4 ( is ad ease ), 7=- 4 I oad case )
-0
4-11-0
Sc
-
Sca1e _ 1141.41
a
II
1-1-0
Vdefd L/d
>02 240
>546 1180
ra n/a
a
2 1'
PLATES
MT20
lT18H
Weight. 291 Ib
Structural wood sheathing directly applied.
Frigid oflfng directly applied or, 10-0.0 oc bradrig
FORCE (lb) - Maximum crnpression/ a imum Tension
0140 - -15335/3316, =-11815/2600, -=- /O r -6=
41181 �-1533516- =-189
TOPCHORD 1-=-1 � F 0/4
8 OT C H 0 R D 1- 13 =-3638/16 7 B4. 12-13 =-3,63 8116784. 11-1 =-2 005/13641, 10--11==2895113 041, 0-10=-2 82 7/13641, 8-9 =-3557/16784167847-8=- 5�7/
WEBS -P1 =-680 269,3,12=4 009/4695o 4-10=- 181/10042,5-9--100914695,6-9=-3671/866 -8--669/3269,2-12=-3671/865,-10=-4 M
NOTES
1 ) -p ly truss to be Connected together with 1 O (0+11""x) Trails a s folior:
M
Top chords connected as follows., 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
'techs connected as follows: 2 X 4 1 row at --0 oc.
2) Afl cads are considered equally appii ed to all plies, except if need as front For ick ( 13) face in the LOAD CASE(S) section. Ply to I � n r�ecti€�
been provided to dj bute on load noted (F) r B), unless other + se indicated.
p res hair
Unbalanced roof Imre loads have been considered for this design.
4) Wind- ASCE 7-02; 9c hr h=25tt; T DL"aepsf- I3GDI_=4.8p5f- Category Ir; F - p } unclosed,, MWFRS gable end zone; cantilever left and riga exposed - end
vertical left and right exposed: Lumber DOL -1 . plate grip D L=1. 3.
This truss has been designed for a 10.0 psf bottom chord live load n onconcurrent with any other live lead
s.
All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspects o n per the Tooth Count Method when th -1s truss s is chosen for quail-quail-ty assurance ins e
8) Provide mechanical connection (by others) of truss s to bearing plate capa.bl a of withstanding 224,E Ib uplift at joint 1 and 2243 lb u lift at joint 7 .
0) This truss Is design d in accorda rice Frith the 003 I n tern ati ona l c si denti al ode sections R502.1 1. 'I and R802.10.2 and referenced' star
10) Girder carnes tIe`�n span(s): 30-0-0 from 0-&0 to 26-0-0 lord I� I�'TPI 1.
LOCA CE(6) Standard
1) Regular. Lumber Increase=1.15F Plate Increase -1.16
Uniform Lo ads (p to
Vert: 1 -7= -730(F= -714).J-4=-86, 4=7=-86
-0-0 I
4-11-0
GRIP
1971144
197/144
194
Truss
D
Summit Truss, St n[M n -11p,Iark angu' m
G,.,-%oL,E
Qty Ply RJ
EDGE TY -KI DD RES
Job Reference o floral
�eY� _
. 3uu S Jul 11 zuub MJTeKIndustries, I n r,, Tua Oct 1 1017Z2 2006 Page 1
Plate_O#fsets KY):
LOADING
(pss
PI -0-0
CSS
TOLL
35.0
Plates Increase 1,15
TC 0.51
TDL
3.0
Lumber Increase 1,15
BC
BOLL.
j E D L
0�0
8.0
Rep Stress lncrNO
Code 11 003/TP 1 0
WB 0,1
07
{ I atri
LUMBER
70P CHORD 2 X 4 SPF No.2
80T CHORD Z X 4 SPF N0.2
OTHERS 2 X 4 SPF Stud
0
14.0-
14-0-0
DEFL--
[TEFL in (Io
er1(LL) -0.07 9
art(TL) -0.08
Horz(TL) 0.00 8
BRACING
TOP H RD
BOTCHORD
Lid PLATES GRIP
180 MT20 197/144
80
a
Weight., 57 lb
tnu.c:ltur l good sheathing directly applied or 6--0-0 oc pu rfi n s,
Rigid ceiling dire tfy applied or 10-0-0 oc bracing.
i EA T1 N Ib/size) 2=402/14- D-0, 8=4 0211ti--D, 12= 169/14-0-0. 1 =11 }14-0-0, 14=196/14-0-0, 11=211/14-0-0, 10=196/14-0-0
Max Hort =1 (1 oad s )
Max U p M2 =-158(1oad case ,=179(load cage 6)a 13=-10 (load cage ), 14=-41 (I oad case ), 11=-100 load cases
Maxrel v =4�I (load s a 1), =�02(load e 1), 12= 1 9(Iad 1), �1 = 1 � ��c���1 =-41 ���a ,�a �
� � � � 1 �� 1 I�ad � 1 �, 11- 1 B(load case 10) F 1 -0=1 (load se 1 �
1 v K E 0b) - Maxim= Compression/Maximum Tension
TOP CHORD 1-2=0197, =-117/10 , 3-4,78/99,. 4-5=-76/140, 5-6=-76[1-32, 6-7=-78/6 7-8=-1171
BOTCHORD 2-14=-13/140,13-1 =-131140,1 -1 --13'140,11-1 X13/1 0, 10-11=13/140,8-10=13/140
1 WEBS 5-12=- 143/0, 4-1.3=- 17 6/102, -1 =-190/97, -11 -176/100, 7.10=-190/97
/VOTES
1) Unbalanced roof lire load's have been considered for this design!
Wind: ASCE 7-02-, 90mh; h- ,eft; T DL=4,8 f; B DL- .8p f,- Category 11; Exp T enclosed; FR able and zone; x
� � � � � � � �nt�lavar left and right exposed; • end
+parti al left and right expo Lumbar COOL=1.33 plate grip D L=1.33. � 1� r
3) Truss designed for wind loads in the puna of the truss only. I'�r studs �aped to wind (normal to the face), spa MiTek"Standard Gable End Detai1,,
Thi s tru ss: h as b can deli gn ed for a 10.0 psf botto m chord 1i ve load no n ca n cu rre n t with any other 1i ve loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
f 6 Thi's truss requires plate inspection per the Tooth Count Method when,
this tmss is chosen for qualitY assurance ins ee:#tion.
7) Gable requires continuous bottom o rd bearing. p
8 ) Gable studs spaced at 2-0-0 o.
0) Provide mechanical Connection (by other) of truss to bearing plate capable of withstanding 158 1b uplift at joint 2, 179 Ib u _ lith at joint .-
41 lb uplift at joint 14, 100 1b upi t at joint 11 and 41 fb uplift at joint 10_ � arpt , 1 1b �p1X11 at ���rpt 1 ,
10) This truss is designed in acoordance with the 2003 Intemationa1 Residential Coda sections R502.1 1.1 and 1.10-2 and referenced standard AN P1 1
o
LOAD CASE(S) Standard
16-0-0
2-0-0
o
1104
Truss
E
Summit Trru s t' 2thon , ID, Mark Mangum
fyp-e Qty
�l I IC 9
15-1-1
-2`0.0. 4-6-14 7-10-4
12- i
14-0-o
2-0-0 4-6-14 3-3-6 -0-1
8.00112
6
E:13
yr y 13
dpi 4 W 2 z
LUMBER.
TOP CHORD 2 X 8 L L Truss Grade *Except*
T1 2 X 4 SPF No.2, T1 2 X 4 SPF No,2
BOT CHORD 2 X 8 DF 1950E "1.7E
VVESS 2 X 4 SPF Stud *Except*
4 SPF No.
N
REACTIONS (I /size) 2=2280/0-5-8, 10=2280/0-5-8
Max H or = 90(load case 4)
Max U pl if =- , (l ad case ), 10= 5 (load case
7
4-6-14 -10-
-0.70
20-1-12
9
-1.1
4--1 --
>286
_
Plate Offsets ,'
. r2-0-2-9 1 e-0-8-0 0.0 -� Ed e
,
, Edr~ 1
L .Il
SPACING =0.0
CS1
9
DE L
TOLL
35.0
�.
Plates Increase crease 1.1 5
T 0.7
N Vert(LL)
I3CTDL
LL
�,�
Luer Increase 1.1
Rep Stress Iver YES
�
B 0.
1�artTL
�L
�.
.0
Coda lF 003/Ti 1:'12002
E 0.65
(M tr«)
I ��r��T��
!
LUMBER.
TOP CHORD 2 X 8 L L Truss Grade *Except*
T1 2 X 4 SPF No.2, T1 2 X 4 SPF No,2
BOT CHORD 2 X 8 DF 1950E "1.7E
VVESS 2 X 4 SPF Stud *Except*
4 SPF No.
N
REACTIONS (I /size) 2=2280/0-5-8, 10=2280/0-5-8
Max H or = 90(load case 4)
Max U pl if =- , (l ad case ), 10= 5 (load case
7
BRAIN
TOP CHORD
BOTCHORD
a
t UUNET-KIDD RES
1 r
Job Reference O oa
6-3 s Jul 1 t2 0 M MFTok Ir�dus s, I�-6. Tue 0 c S -1 -1b -
7
11b
I
Page 1
i
w
23-5-2
2-0-0
I
i
Weight: 197 lb
tructural wood sheatrhing dine tly appiisd or 2-9- 10 oc pur1ir) .
Rigid ce ili n 0 directly ap pl)cd Or 10- `O oc gracing.
FORCES (6) - Maximum Compression/Maximum. Tension
TOS CHORD +1�- =0/ 108, -3=_ 1/115, -4_-3098/107, 4-5-' 14 / COF . -O= 58/21 , =7i4 / 1 -0-- +j { =_ 1 �y
1 G- 11=0/ 1 04a r +Ji 1 1 ' ,�"— k� �— `�1 � 1 1
B T H f D -14=-92/2003, 13-14=012181, 1 -1 =0/ 1011 1 12=-9/2 903
WEBS -7=-4771/2'x'0, 4-14=0/1515, 0-12 -0/1 515, -14=-1008120 - 12 =-100 2
06
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind'. ASCE 7-02: 00 phr h= 5f , T DL=4.8PSf, B DL=4.8;p ; Category Iia Exp C, enclosed, FFA able Brad
vertical left and right exposed; Lumbar DOL= -1.33 plata grip D L=1.33. 0 �r��; parr la+�ar � end right exposed � end
This truss has been designed
for a10.0 p f bottom ch ord l ive i ca4 n onconcur rent with a ny oth ar Iva load s.
4) All plates are MT20 plates unless otherwise indicated.
This toss requires plata inspection p r the Tooth Count Method when this truss is chosen fd rua:l i asp ura
0 Ceiling dead load (. psfl on r`r ember( ). 4-5, 7-8,5-7� ��s��ct�cn.
7) 80HOM chord lige load (40.0 psf and additional bottom chord dead Iced (10.0s applied only F� lip } to
International R502.1
room- 12-14
8) Provide recharrl connection(byothers) of truss to bearing plate capable <>f withstanding 253 Ib upfifat joint and 253 Ib u pI i at joint t 1 0.9) This truss is designed in accordance with the 2003 Residential Code sections 8502.11.1 and R802.10.2aid referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
-0.70
12-14
9
-1.1
12-14
>286
0.05
10
n/a
BRAIN
TOP CHORD
BOTCHORD
a
t UUNET-KIDD RES
1 r
Job Reference O oa
6-3 s Jul 1 t2 0 M MFTok Ir�dus s, I�-6. Tue 0 c S -1 -1b -
7
11b
I
Page 1
i
w
23-5-2
2-0-0
I
i
Weight: 197 lb
tructural wood sheatrhing dine tly appiisd or 2-9- 10 oc pur1ir) .
Rigid ce ili n 0 directly ap pl)cd Or 10- `O oc gracing.
FORCES (6) - Maximum Compression/Maximum. Tension
TOS CHORD +1�- =0/ 108, -3=_ 1/115, -4_-3098/107, 4-5-' 14 / COF . -O= 58/21 , =7i4 / 1 -0-- +j { =_ 1 �y
1 G- 11=0/ 1 04a r +Ji 1 1 ' ,�"— k� �— `�1 � 1 1
B T H f D -14=-92/2003, 13-14=012181, 1 -1 =0/ 1011 1 12=-9/2 903
WEBS -7=-4771/2'x'0, 4-14=0/1515, 0-12 -0/1 515, -14=-1008120 - 12 =-100 2
06
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind'. ASCE 7-02: 00 phr h= 5f , T DL=4.8PSf, B DL=4.8;p ; Category Iia Exp C, enclosed, FFA able Brad
vertical left and right exposed; Lumbar DOL= -1.33 plata grip D L=1.33. 0 �r��; parr la+�ar � end right exposed � end
This truss has been designed
for a10.0 p f bottom ch ord l ive i ca4 n onconcur rent with a ny oth ar Iva load s.
4) All plates are MT20 plates unless otherwise indicated.
This toss requires plata inspection p r the Tooth Count Method when this truss is chosen fd rua:l i asp ura
0 Ceiling dead load (. psfl on r`r ember( ). 4-5, 7-8,5-7� ��s��ct�cn.
7) 80HOM chord lige load (40.0 psf and additional bottom chord dead Iced (10.0s applied only F� lip } to
International R502.1
room- 12-14
8) Provide recharrl connection(byothers) of truss to bearing plate capable <>f withstanding 253 Ib upfifat joint and 253 Ib u pI i at joint t 1 0.9) This truss is designed in accordance with the 2003 Residential Code sections 8502.11.1 and R802.10.2aid referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
0b._ o --- T s�„_
Y
1194
E1
mit Tis" St Anthony, ID, Mark Mangum
3-3-6
12-10-15
.12 =
0
1 4-6-14 1 7-90-4 r)n 4
5-0-11
2 'Job Refere
15. 300 s iu1112006 MiTek Industries, in C. Trio Oct 31 1 page 1 �s
01.
Platen. -O_ -2-9.0-2J .,. , 1 4 , X�-s�--jr77i -'d emT
LOADING (ps SPACING 1-0-0 C81 DEh
T LL .� Plates Ir����e � . �f � err .(ro�c) Vdofl L,�d
T 0.98 Vert(LL) -0. 11-13 >574 2407
TDL 8.0 Lumber Increase 115
BC 0.47 e rt(TQ -0-90 11-13 >367 180
LL 0.0 Fp Stress 1nor NO
WS o.7 Horz(TL) o,
04
B DL .0 Code II o0 fTP1 0 1 �J� a n/e
LU MBER
TOP CHORD 2 X 8 DF 1950E 1.7E *Except*
T1 2X 4 SPF No.2, T3 2 X 4
SPF 1o.
SOT CHORD 2 X 8 CSF 10 OF 1.7E
'EBS 2 X 4 SPE Stud
REA Tl hl S (Ib size) 1=377810-5-8. 0=4101/0--5 -
ax Hort 1 X157(load case )
BFI'
TOPCHORD
BOT H RD
--0
--14 --;
-0-"0 y
4-6-14
PLATES
TO
Weight: 361 Ib
FP
197/144
Structural wood sheathing directly applied or 4-9-15 0c. pu di n s s
Rigid ceiling directly applied or 10-:0-0 oo gr cin .
FORCES (1h) - MaxIMUM Compression/Maximum Tension
TOP CH D 1- =-60 'o, g =- 8/0, 3-4=..3500/0" 4-5=0'3543, - =0 5 1, =- 1 �/, 7-8=- - =- _
62
BOT CHORD 1 -13=0/4931,12 -13=C)/3647,11 -12=0/3647t9-11=0/485 , 1=01
WEBS .4- =-7911/0, 3-13=012 82 0, 7-11 =0/2 7601 .2-13=- 1 x 6010. ' 11=-170 310
NOTES
1) -ply truss to be connected together with 10d (0.131"X.3") nail -as follows:
Top chords connected as follows- 2 X 4 - 1 row at 0-0-0 oe, 2 X 0 - 2 rows at 0-0_0 ocz
Bottom chords connected as follows: 2 X 0 - 2 rows at 0-9-0 o .
Wets connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
pp p p
) All to ad re own s idered e qua I a �� �d t� � I1 1 i es, except if n oted a s front F or book ( B ) foe i n the LCA CAS E s eota on . P
ly been provided to di tnbute onlyload noted a (F) or(B), unless otherwise indicued` to �d conn have
Unbalanced roof live loads have been considered for this design.
4) Wind 4 AS C E 7-02; 90 mph; h = 2 5ft-, TC D L=4..8 psf, B C D L=4 , 8psf; Category I I Exp ; enclose d; M WF RS ga ble end zone ntilever left a
ire rti I left and n ght expos ed; L urn be r D 0 L=1 T pl ate grip D L =1, . rid n hit expos d ; n
Th is true ha s been d es ig ne d #o r a 10.0 p sf bottom oho rd l ive load noncon current with a ny of
Thi tr`u requiresplate inspection per Tooth Count echo her I��e loads,
Method when this truss is chosen for quality assurance inspection.
7) Ceiling dead load (5.0 psO on member(s). a -7, 4-
Bottom chord Live load (40.O pfd and ad itionaI bottom Chord dead load (10.0 ps applied only to room. 11-1;
9) T- h is true is pie sign ed in aero rda nee with the 2 00 3 1 ntemoti onal Re sld ental C ode section s FSO .11.1 and 8802.10,2 and refere n oed s
10) Load case() 1 T , " , P " 7, 8, 9, 10, 11 ha ave been modified. Build hn0 desi n r mu t reviewloads to ve ' that the are correct t fodtrd Ohl � Pr 1.
the truss.t for irgteraded �, of
LOAD CASE(S) Standard
1) R eg alar: Lurnber Increase=1.15, Plate Increase=1.15
Uniform Loads (p
Ve rt1-1 =-1 20(F =- 112), 11-1 =-170 (F;--- 11 ) " -11=-1 0 1= =- , 1-3--129 ,� - +� ['' 129
� �} _
-7=�-1 4(F=L8 ). 7-10=-1 9(F=-86), 4- =-21 (F =- 16) � ),
IBC BC Live. Lumber lncrease=1.25, Plate Incase=1.25
Uniform Loads (pl
Vert: 14=-5O(F=-, 1-3;---24(F=-1 6)�=-F=-1, 4-5=-24(F=-16),-
� .� -
,� EI 'end L Lumber �����-1 " � ��`� .F-1 �,-�_-��>� _-� �, �-1` (�__���--1 �. �--- 1 �F-� 1
ft: Lug Increase=1,33, , Plate Increase 1.
Uniform Loads (pI
ert9 1-13=-37(F=-32), 11 -13= -43(F= -32),9 -11= -37(F= -32).1l -3=-23(F=16), =- =-10), 4-5=-
7-9=-7(E=-1 ), -10=-10(F=-16), 4- =-1 (F=-1 )
H'orz: 1-5=2, 5-9 14, 9--10=10
4) MVVFR,B Find Right: Lumber increase=1,33, Plate Increa a=1 r0
Lclzqtir�u edRD e
Truss
1194 E1
urnmrt Trus, St Mthony, l id, Mark Mang u m
LOAD CASE(S) Standard
UnIforrn Loads lilt)
PlyI CONST-KKIDD SES
21JOb Referen
'__..
6.300 s Jul 112006 MiTek I nd us trfe , Inc.
Tue Oct 31 1 Q:17: 7 2006 Page 2�
jj'-`jj,r, 4�l�-*,� f0 �yr�{r, �T Y11 37 it , 1-3 7 (F +)7 16), - 5=-7 (F�16). y�"-_iLb(F -_1 ), 7z -26(F=- 1 )1 "- `- (F --j• F )� 10--1 F--1. 4-6=- 1 9(F=- )
ivi vv FI 1st vvind Parallel: Lumbar la rea e-1. 33, Plate Increase;- 1.33
Uniform Loads (p1
Vertu 1-13=-37(F;---32), I i'1 3-43(F=-32), =-37(F=-32), ), ), _' F=- - _
5- 14, 9-1 C-11 � � �� �' •�-- �F 16), t O��(F=..l ), 4-6=-19(F=-1 )
MWFRS 2nd 'mind Parallel., Lumber Increase=1.33, Plate Ini rease=1..
Uniform Loads (p,
'art: 1' 1
),, =-6 (F=1 ), (F., 16), 4-5=-6(F=- 1 ),5-6=0(F=16), 6-7=- F-1 7-9=0(F=- 1
r i t- =-1 r _ =y � F �_ �Po . I'-5=- 14, -9 =21, 9,10 =
7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, data I.n rea a=1.33
Uniform Loads (pl )
'art: 1'1=-7 (F--)7 11-1=4 3(F=-), -11=-7 (F='), 1-3=-9(F 16). �4--1(F=-16)r 4-5 =-9 =-� - -
Horz 1-5=-12, 5-9-91 -10= - - - -_ 4 - -��, F- - =- 12( F=- 16) _- =-� - _� F�
MWFRS 4th Wind Parallel: Lumber Increase --1 -33, Plate Increase=1,.33
Uniform Load ( pi
''orf: 1-13=-37F=-32), 11 -13= -43(F= -32),9 -11= -37(F= -32),1-3=-12(F=-16), 3 -4= -15(F= -1,G),4 -5;---12(F=-16), 5 -6= -9(F= -16),6-7=-12-(F=-16),
Hort: 1- =- , 5-9=1 , -10- 0 7 -9= -9(F= -j6),9 -10=-1(F=-16),- --
itiC F100r: LU Mber Increase=1,00, Flats lncrease=1,00
Uniform. Load (pl
Fart; 1-13.0.1 (F=-112), 11-13=-1 0(F=-1 12, -11=-1(F=-112),
10) 1 st unbalanced regular: Lumber Increase =1 y1 , Plate Increase=1.1
Uniform Loads (pl
Vert, 1-13=-1 2,0(F=- 112), 11-13=-l70(F=-112),-1'1=-120(F=-112)
11) 2nd unbalanced Regular: Lumber Increase=1.15, Plata lncr a e=1,1
Uniform Load (pl
'Fart; 1-13=-120,(F=-112), 11 -13=_170(F; ---112),9-11=-120(F=-112),
1-3:7-24 (F=- 1 ), 3- `-29(F=-1 , 4-:5--24 (F =- 1 ), 5-6=-2 (F=-1 )r 6-7--29(F =. 1 ), T-10=-2 (F'=-1 ), 4-6--21 (F=- 16
1=3=_ 1 29(F=-86), 3A=-1 F=- 6), 4_ =i 12 (F )., 6=-94 (F =-86). 6-7;--99(F =-86), 7-10=-94(F=-86). 4-6=-21 F =-1
1-3=-94(F =-86), -4=- (F=-8 ), 4,5=L -94(F=-86). 5-6=- 1 2- (F='86), -7=-1 4(F=_8 ), 7-10=-12,9(F=-86). 4- =-21
(F=-1 )
9 jr
Tru.
f
� 114 I E
4
Summit Truss Y�2thony, ICit Mark languor
2
4- -.14 T _ ` 7-10-4
4.6-14 3-3-6
3
111
4
12-10-15
a jw 12
5
SX1 a
6
0.1
14 13
695=
U12
2 3
Job Reference o tional
.300 s Jul 112006 iTA Ir d ustrlas, f c° f 6a
12
&S
1 10--
tU 0 page 1
23-5-2 28 --0-0 30-0-0
51.41
3-3-6 4-6-14 2-0-0 1
T5
31 10
-147-10-4
I�
4-6-14 .- 12-3-8 -
-Elate Offsets s --
-°-0
4-6-14
L,BtI
T LL
35.0
,,SIN
Plates Increase
1-0-0CS1
1,1
DEFL irk 1r��
T 0.94 1671
--
FOLATES RIP
T CSL
8.0
Lumber increase
1 1
B A44
- -
° Vert(LL) �, � 1 � � ��' 1 �
40
T� 1 �'��
CFE I L) `U.( 12-14 >421 180
B LL 0.0 Jeep Stress Incr NO WB 0° Hors TL 0.04
l- $# � � � 1 � n�a rola
Code tI00fTF100 (atr')
LUMBER 13PACING
TOP CHORD 2 X 8 DF 1 QJ;OF 1 7I= kP�cc�
Weight: 550 Ib
p TOS' H RD Structural wood sheathing directly applied or `-0-0 oc purlins.
T1 �'F 1c�_, T1 4 SPF i�io. �
BT CHORD 8 DF 1 OF 1.7E
BOTCHORD Rigid ceiling directly applied or 10-0-0 G - bracing.
WEBS 2 X 4 SPF Stud
11
REACTIONS TION (lb/size) 2=504910-5-8. 10=6501 0-5-8 �
0
MaxHort =1450oa+d case 4)
FORCES (1b) - Maximum Compression/Maximum Tension
T B H I D 1- =0/1 , - _-7 29/0, 3-4=- 1 / F 4µ•i=-4630/0, - =0/46 7, 6-7=014773, 7- =-4395/ -1 =-6639/ -9-10=-9173/0,10k-ll-
B T + HORD -14®0/6149, 1 -14=014704, 12-1 =0/4704, 18-12=01724 �, 1=� 1 �3,�0� ���1
WEB -7=-103 4/0, 4-14-0.3415, 8-42-014084, -14=-1980/0, 9- 12 =-345810
NOTE
3 -pi Y truss to be Conn cted together with 1 Od (0, 13 1" ") nails as folio + :
Tap chords connected as fellows: 2 X 4 - 1 row at 0-4-0 oc, 2 X 8 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8 - 2 rows at 0-M oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASA
been provided to distribute c nJ y loads noted a S (F) or (D.) unless other sc. indicated. � � section. F1 fe ply connections have
3) Unbalanc d roof live Ioads have been considered for this design.
4) Wind: ASCE 7-02; 90mpha h= 8ft; TCDL=4.Bp f: B DL=4,8psf; Category II; Exp ; anlc d; MWFRS gable end zone; cantilever left and fi int exposed
vertical left an d rig ht exposed; Lo m h er� D L=1.33 p late grip D L=1. . 9 � , ���
This true has been designed fors 10.0 p f bottom chord lige load n4onconcurrent with any Wher live loads,
6This truss reuireslate inspection p per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Ce 11i n g ala ad Ic aid (8.0 p f) a n member(s). 4-5, 7-8, 6-7
8 Bottom chord live load (40.0- s and additional bottom chord dead load (10.0 p s applied only to room. 12-14
9) This truss is designed in accordance with, the 2003 I ntem ationa l Residential Code secUons 8.502.11.1 and 8802.10.2 and referenced standard. S II TP
'10) Load se (s) 1, , 3, 4, 5, , 7, 8, , 10, 11 Jia s/have been modified. Building do Mqner must review load to verify that the are co acct for the intended 1 1.
this truss.
of
LOAD CASE(S)
1) Reg -lar: Lumbar Increase=1.15, Plate Increase -1.15
Uniform Loads (p1
Vert. -14=-148.(F--140), 12-14--198(F=-140), 1G1 =-148 F=-14 1 =-15 F=-108 ` _- = - i_
7 8-T 156 (F=-108 1 �-11-' _ �5-7=-25(F=-20)
�, __ � �, 4- 1 ��F-a1 �i�, 1 o�F-`1 ���,6-7=-150(F=-108)0
-1 =_ 1 1(F 108), 1 1(F- 1 3), 5-7-- (F� 0)
Trapezoidal Loads (pM
Vert: 1 =-3 3(F=-3 �0)-to-10=- (F:-426)
IBC BC Live. Lumber Increase=1.25, Plate lncrease 1.25
Uniforim Loads (p1
Vert: -10=(Ffn-4 ), 1-4=-28(F=-20), 4-5=--33(F=-20), 5 -6= -28(F= -20),6-7=-28(F=-20), 7--8=-33(F=-20),8-15=-28(F=-
5-7=- (F=-20 , 10-11 =- F=- ,
Trapezoidal Load dpi
Vertu
3) MWFRS Wind Left: Lumber ffi crea se=1.8`3, Plate increase=1 r3 3
Continued on page
'1194
Trus s Vpe
E2 ATTIC
ur Mit Truss, S t Anthony, ID, Mark M a ng um
LEAD CASE(S)
Uniform Loads (pd)
Qty I Ply P "'A%%k:EpGE C0fVST-KIDD RE5 -
1
3
Job Reference �
rti
6,300 s Jul 112006
I iTe k J ndustries, I roc. Tue Oct 31 1 Os 177 2006 N9 e
5-7=-23(F:--20) 4 1- - 'fes �� 0), -- =-20), L -- F LJ i =-27 (F=-20), 11 F--
20)
Horz: 1-2;--8, 2-6=2, 6-10414, 10--11=1
Trapezoidal Loads ( ID
Vert: 15= (F -1) -to -10_-68(F=-77)
p
4) MWFRS Wind Right: Lumber IncJraase=1,33, Plate lricrease=1.33
Uniform Loads (ply
r+° 0 1 A -
Harz: 1-2=-1 Op -6-=14, 6-10--2p 10-1 1=8
Trapezoidal
-11-
Trapcidal Loads (p1
Vert: 1 =-7 (F 1)-t0.1 = - 4 (F =-77)
5) MVVFRS 1 StWind Parallel: Lumber Increase= 1.33, Plate Increase=11
.33
Unifonm Loads (plt
Vert:-14=-q3kF=-�.u), 1 -14--1 (F =-40), 10 -j2= -45( -F= -4G),1- T= � -- _
5-7=-23(F=-20)Um(F 0), -4= {F=- 0), 4- =-7(F=- 0)t 5_5=�4(F�- 0'), 5-7�-1 (F-- 0), 7-8=-1 (F=- 0), 8-15 =-1O
FT- ,
Igor : 1-2 = -29, -6=- 1, --10=14, 10-11411
Trapezoidal Loads (elf)
Vert: 15=4 (F= -to -10=- 5(F=-44)
6) MWFRS 2nd Wind Parallel: Lumbar Increase=1. , Plate Increase=l.
niform Leads (p
7`8=-1 (F -20), -1 =-11(F=- 0), 1 C-11 =-14(F=_ ),"
aI t. -1 4 I==- , 1 -1 _ � 1 =`4 , 10-1=A5(F=-40), 1-2:--13(F=-20), -4=-1O(F=- 0), 4-. --1 (F=- 0), 5-6=-1O(FiR 0},6-7=-4(F=-20),-
Hort: 1-2=- 11. 2-6=- 14. 6`10= 2 1, 10- 11 =
Trapezoidal Loads. (p [D
Vert: 1 = (F= -t -j 0=-28(F=-44)
7) MWFRS 3rd Wind Parallel= Lumber Increase=133, Mate Increase= 1.33
Uniform Loads (p I
s
10-11;--17(F=-20),
10-111 --1 (F=-20),
10-11=4(F=-. 0)'
-"+JkF-- U), 1 -14.-- 1(.F= -4U), 1U-1 =-4 (F-- 0), 1 -- (F-- 0), -4=-1. (F=- 0), 4- -'16(F-20), 5-6 -1 F=- �
7� 23('F=- 0),
Horz: 1-,=-0, 2 -=-1, -1 0=r 10-11 =
Trapezoidal Loads (pl
I
Vert: 15 (F=-1 0)-tc-1 0=-8( F=-7)
MWFRS 4th Wird Parallel: Lumber Increase=1.33. Plate Increase=1.33
Uniform Lows (ply
I Z-14=- "1(F=-4 , 10-1 2=-45(F=-40), 1-2=-1 9(F=-20), 4=- 1 6(F=-20), =-1 1= �- o 5-6- ,i -16(F=-20) 8 1
P
Herz. 1-2=-6, -6-- «� 5-10-1 2, 10-11-20
Trapezoidal Loads (plo
Vert; 1 =- (F= -10) -to -10=-80(F=--87)
Attic Floor: Lumber In ease=1.00* Plate increase= 1.00
Uniform Lo ads (p
'art: -14=-145(1==-140)t 1 -1 4=-1 8(F==140), 10 -12= -148(F= -140),1-4=-28(F=-20), 4-5=- (F-2- 0), 5-6=-28(F=-20), 6-7=-28(F=-20), 7-8=-33(F=-20), 8-15=-28(F=-20).
5-7=-25(F=-20)
Trapezoidal Loads (ply
'pert, 1 =-105(F - )-t 10=-181(F=-173)
1 ) 1 st unbalanced Regular. Lumber Increase -1.15, Plate Increase=1.15
Uniform Load's (p
10-11=-1(F=-0),
10-11=-5(F=- 0),
1 -11 =-28(F=-20).
1V'er#.-14=-'I�f Fa�-14� 12-14=-198(F=-140)0 �} _ q _ �y{} _
1 10 -12= -1,48(:F= -140),.1-4=-150(F;---108), 4-5=-1 5 (F= -107)t5 -6= -1:50(F= -108),-6-7=-116(F=-1,08).,
- =-1 0(F=- 10 ),. '6-7--11 (F=-1 08 , - 10
10- 11 `-115(F=-1 08), 7=-25 - 1Iv� -1=-11F=-1i
Trapezoidal Loads (p[C
Vert: 15=- 5 (F=--350)-tc-10.=-4 4 (F -� )
11) 2nd unbalanced Regular: Lumber Increase=1.15, Folate Increase=1.15
Uniform Loads (pl
Vert: -14=-148(F=-140), 12 -14= -198.(.F= -140),10-12=-148(F=-140), 1-4.115(1==-10 ),. 4-5=-120(F=-407), �=-116(F=-j08).6-7=-150(F=--108),
1 �-11=-1 �I (F=-1 0, 5-7=-.S(F�.-0
-=-1F=-1 a, 8-1=-11(F=-108)0
`trapezoidal Loads (p1
Vert: 1 _,- (F=- . 0) -to -'10= -4 9(F=-425)
-2-x-0 I
--
y, Imo+, tvli]l R IY-F01 IUU1II
4-_ 14
T in
7-1.0-4 1 12-10-15
-0-11
20-1-12
-0--11
EDGE ABT-KIDD REB --
Job R efere nce (gptlonq
300 s Jul 11 20D5 MiTek Indo t6es, Inr,. Tue-O& 1 :' 1
23-5- 8-0-0
} 4-6-14
5t,
.LUMBER
I
i TOP GHORD 2 X 8 L L True Grade *Except*
T1 4
SP No -2, T1 2 X 4 SPF Nu:.2
BOT H RD 2 X 8 DF 1950E 13F
WEBS 2 X 4 SPF Stud *Except*
!W3 2 X 4 SRF No,
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/size) 2=2280/0-5-8, 10;--2280/0-5-8
Max Horz 2 = 9 (load case 4)
MaxLlplifl:=-,53 (load a 5), 10= -(load case
BRACING
TOP CHORD
BOTCHORD
ihLo 4VU l h
Structural wood sheath Ing directly applied, or 2-9-10 oc pu i res.
Rigid ceiling directly applied or 1 D-0-0 oc bracing.
FORCES (lb) - Ma irnum CompressiorYMaximurn Tensicn
TOPCHORD 1- = / 108 . - =-8 581 / 11 , =- 0 8/107, 4-5 =- 14 1C) , 5- =-58/` 1 5 t 6-7 59121 , 7- --214 / 00 8- =- _ -
_ 09��1 �A 10�-=111
10-1 1-0/1 8
E T CHORD2-14,i---92/2903,13-14=012181,12-13=0/2181,10-12=-9/2903
WEBS 5-7=-4771 '270, 4-14=0/ 1 1 , 8-12=0/1 5 15, 3-14=-10081205, 9-12--1008/206
MOTES
1) Unbalanced roof Five loads have been considered for this design.
Wind: ASCE 7-02; 90rnph; h= ft; T L=4.8psf; BC C L= .Bpi f,, Category 11; Exp C enclosed "J F gable end zone; canfilever left and e right
vertical left and right exposed; Lumber L=1.33 plate grip D L=1.33. 9 exposed * end
8) Truss designed for wind loads in the plana of the truss only. For studs exposed to wind (normal to the face), see WT k "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psf bottom chord Ilve load rionconcurrent with any other live loads.
All plates are MT20 plates unless ctherwise indicated.
This tnuas requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
' 7) Gable studs spaced at -moo oc.
8) Ceiling dead load (5.0 ps on merrib r(s). 4-5, 7-8, -7
Bottum chard live load (40.0 p f) and additional b-ottom cord dead Load (10.0 psi applied only to room. 12-14
10) Provide mechanical co n r ecUon (by others) of truss to bearing plate capable of wfthstanding 253 lb upMtift at joint 2 and 253 lb uplift at joint 10.
11) This truss is designed in accordance with the 2003 Irate m atic n,al R e cd entia l Code s cbions R502.1 and R802.10-2 and referenced s tiandard
NI/TPI 1
LOADS CASE(S) Standard
20-1-120
I
-
4-6-14
Pate OffsetsL ,Y):[.
-a --mOl, � -- ,.[:0-�, -��I :--,_-
1 0--8,
LOADING
TQC LL
(psf)
85.0
SPACING 2-0-0
Plates Increase 1.1
CSI
T 0.78
D EF L
in ( to)
I/d.efl
Lid
PLATES P
TCDL
8.0
Lumber Increase 1.1
Bert(TL)
Vert(LL)
-0-7012-14
-1.1 12-14
>4
>286
240
180
/144
SCLL
0.0
Rap Stress In r YES
B 0.85
Hors TL
0.0,E 10
T 165/146
BCDL
&C
Code I O0 fTP1 00
(Matrix)
kA I'M
.LUMBER
I
i TOP GHORD 2 X 8 L L True Grade *Except*
T1 4
SP No -2, T1 2 X 4 SPF Nu:.2
BOT H RD 2 X 8 DF 1950E 13F
WEBS 2 X 4 SPF Stud *Except*
!W3 2 X 4 SRF No,
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/size) 2=2280/0-5-8, 10;--2280/0-5-8
Max Horz 2 = 9 (load case 4)
MaxLlplifl:=-,53 (load a 5), 10= -(load case
BRACING
TOP CHORD
BOTCHORD
ihLo 4VU l h
Structural wood sheath Ing directly applied, or 2-9-10 oc pu i res.
Rigid ceiling directly applied or 1 D-0-0 oc bracing.
FORCES (lb) - Ma irnum CompressiorYMaximurn Tensicn
TOPCHORD 1- = / 108 . - =-8 581 / 11 , =- 0 8/107, 4-5 =- 14 1C) , 5- =-58/` 1 5 t 6-7 59121 , 7- --214 / 00 8- =- _ -
_ 09��1 �A 10�-=111
10-1 1-0/1 8
E T CHORD2-14,i---92/2903,13-14=012181,12-13=0/2181,10-12=-9/2903
WEBS 5-7=-4771 '270, 4-14=0/ 1 1 , 8-12=0/1 5 15, 3-14=-10081205, 9-12--1008/206
MOTES
1) Unbalanced roof Five loads have been considered for this design.
Wind: ASCE 7-02; 90rnph; h= ft; T L=4.8psf; BC C L= .Bpi f,, Category 11; Exp C enclosed "J F gable end zone; canfilever left and e right
vertical left and right exposed; Lumber L=1.33 plate grip D L=1.33. 9 exposed * end
8) Truss designed for wind loads in the plana of the truss only. For studs exposed to wind (normal to the face), see WT k "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psf bottom chord Ilve load rionconcurrent with any other live loads.
All plates are MT20 plates unless ctherwise indicated.
This tnuas requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
' 7) Gable studs spaced at -moo oc.
8) Ceiling dead load (5.0 ps on merrib r(s). 4-5, 7-8, -7
Bottum chard live load (40.0 p f) and additional b-ottom cord dead Load (10.0 psi applied only to room. 12-14
10) Provide mechanical co n r ecUon (by others) of truss to bearing plate capable of wfthstanding 253 lb upMtift at joint 2 and 253 lb uplift at joint 10.
11) This truss is designed in accordance with the 2003 Irate m atic n,al R e cd entia l Code s cbions R502.1 and R802.10-2 and referenced s tiandard
NI/TPI 1
LOADS CASE(S) Standard
Job -
1194
Ts
ESQ
a Summit Truss, St Anthony, ID, Dark Mangum -11-
Ype Qty
0-& 5-1 9-6-12
0 1
--0 4-5-6 445-6
8100112 US
11
2
Ply
_ - 0 T- EDD
lob deference ot ono
6.300 s Jul 1120% i' iTek Industries, Inc_ Tu e OCt 31 10,20'012005 Page 1
-1-4
go
LVAUI.NQ
(PSI)
SPACING 2-0-0
CSI
TOLL
35.0
Plates Increa a 1.16
TC 0.80
T DL
8,0
Lumber Increase 1.15
BC 0,30
B .LL
0.0
Rep Stress Incr NO
WB 0.43
B DL
8.0
Code IRC2003fTP12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF Ho. *Except'
T2 2 X 4 SPF 1650E 1,5E
BOT CHORD 2 X 6 SPF N0.
WEBS 2 X 4 SPF Stud *E eepto,
W1 2 X 4 SIF No.2, W2 2 X 4 SPF file.
OTHERS 2 X 4 SPF stud
BRACING
TOS CHORD
BOTCHORD
WEBS
PLATES IIP
I' T 0 197/144
Weight: 1 0 lb
Structural Wood sheathing,directly applied or -0-0 oc purlins, a cept end verticals.
Rigid ceiling directly appiiead or 10-0-0 0C bracing.
1 Raw at m dpt -1
f[ ��}}yy,, }�+y�� +rte }y� _ ��yq,_ _ �}y ��yq +C� ��yF }pry', r}y`
\ -- 211. 4-8�0,� 5 1 1 557 1 —8—'C)o l O= 1 092/1 0, V� 77/1 4`8-0, 1 1 4'8-0f 1 i=31 V/1 4-8—, ,. 1 1 =— 1 1 /1 —8-0 - _
REACTIONS If�,�s« 1 =
Marc Hort 1=-4(load case --1-- }--
MaxUp l lfl:l =- (lead case 10) , - 11 (load case 6), 10=- 0(Ic a d case ), =- 50 (load case , 12=-30 load case
Max rv1='�(load ),=115(lead case 1), 10=10load ease 1 �=7 � � �, 11=�11�I�a�d � �
� � , 8=377(load old case 1 �, 1 _975( Io�d � 1), , 1 _ �� Ic �.d ase �, 11=4� �loa d s� _ lead ease .
case 1 1 ), 7=(load
FORCES Oh) - Maximum CompressfonlMaximurn Tension
i
A
TOP H I D 1- =0/461, - =-253/426, -4=- 93/29 , 4- .=- 1 /1 , - =0/ 0 , 1,1 -1
/32
BOT H OR D 12-13=-621147,11-12=-52/147,l 11 --52/147, -10=- 11222,8- =- 1 ,7-8=- Tf r - =- 1i
222
"REBS 3-10 1 22, 4-10=-95/42, 4-8=-7151117,2-13=-700)0, 3-13=-207/24
NOTES
OTE
1) Unbalanced .roof live loads have been considered for this design.
' I ft B DL=4 8ps•f; Category 11; Exp ; enclosed; F gable end zone, cantilever left and
#arid. ASCE 7-0 _- 90rn h• h- ° T DL=4.8
Ver1icaI left and right expos ed+ Lumbar IS L='1.33 plate grip LC L=1.33. right ��,� � , rr
Truss designed for wind load in the plane of the truss s e n I . For studs exposed to wind (normal to the , see M iTek "Standard n dar face
4) This truss has been designed for a 10.0 psf bottom chord liveload nen n ,rrent. nth an et.�`t�r �11�� loads,� d Viable end Detail"'
.
All plates are 2x4 MT20 unless otherwise indicated.
This truss requires pl ate i n s peedon per the Tooth Count Method wherl this truss is chosen forua l assurance ra
7) Gable requires continuous betfarn chord bearing -
8)
� I� � tr�n,
a) a bl a studs spaced at -0-0 cc.
i 9) Dearing at joint() 1 considers parallel to grain value using Ni(TFSI I angle to grain formula. Buildingdesigner `
1 0 ) Provide a an �l ren eotiori bothers) of #r.a s to bra rir� g plate pa ble of with s ta r�din �' I b u� should Id yen capacity of � can n � surface.
50 1b uplift at o�nt �, � uplift at 1oa rpt 1 F 11 � I b u pl ifs at !o int. � I b � pl if# a t � of rpt 1 �,
p 0 lb uplift at joint 1 and 11 lb uplift at joint 11.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 . and referenced
12) Loan case(s) 1 , . , , , 7. 8, , 10 has/have been modified. building designer must review loads to verify that the are correct
standard int 1 I1 e 1.
truss,
orrect for the intended use of this
1 ) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or hack (13).
LOAD ASE(S) Standard
1) Regular: ular: Lumber Increase=1.1 , Plate lnerea a=1.1.
rtiform Loads (Rif)
Vert: 1- ==172(F=-85), - --17 (I`=-5 ), 5-13=-1 28(F=- 11 ).
IBC BC Live: Lumber Increase= 1. , Plate Increase= 1.
Uniform Loads (pif)
Vert; 1-2=-32(F=-16), 2-6=-32(F=-16), 5-13--68(F=-32)
MWFRS 'mind Left.- Lumber Increase=133, Plate Increase; --1.33
Uniform Loads (p lt)
Vert, 1-2=-29(F=-16), 2-5=2(F=-16)7 5-13=-42(F=-32)-,1-13=-20
Hort: 1-2=4, 2-5=28F5-6=21 t 1-13-20
ontinued.page
5-1-41 1-
D E FL
1n
Coc) I/daft
Lid
Vert(LL)
-0.07
6 n1r
180
'ert(TL)
-0.09
6 r r
80
Horz(TL)
0.0
n/a
n/a
BRACING
TOS CHORD
BOTCHORD
WEBS
PLATES IIP
I' T 0 197/144
Weight: 1 0 lb
Structural Wood sheathing,directly applied or -0-0 oc purlins, a cept end verticals.
Rigid ceiling directly appiiead or 10-0-0 0C bracing.
1 Raw at m dpt -1
f[ ��}}yy,, }�+y�� +rte }y� _ ��yq,_ _ �}y ��yq +C� ��yF }pry', r}y`
\ -- 211. 4-8�0,� 5 1 1 557 1 —8—'C)o l O= 1 092/1 0, V� 77/1 4`8-0, 1 1 4'8-0f 1 i=31 V/1 4-8—, ,. 1 1 =— 1 1 /1 —8-0 - _
REACTIONS If�,�s« 1 =
Marc Hort 1=-4(load case --1-- }--
MaxUp l lfl:l =- (lead case 10) , - 11 (load case 6), 10=- 0(Ic a d case ), =- 50 (load case , 12=-30 load case
Max rv1='�(load ),=115(lead case 1), 10=10load ease 1 �=7 � � �, 11=�11�I�a�d � �
� � , 8=377(load old case 1 �, 1 _975( Io�d � 1), , 1 _ �� Ic �.d ase �, 11=4� �loa d s� _ lead ease .
case 1 1 ), 7=(load
FORCES Oh) - Maximum CompressfonlMaximurn Tension
i
A
TOP H I D 1- =0/461, - =-253/426, -4=- 93/29 , 4- .=- 1 /1 , - =0/ 0 , 1,1 -1
/32
BOT H OR D 12-13=-621147,11-12=-52/147,l 11 --52/147, -10=- 11222,8- =- 1 ,7-8=- Tf r - =- 1i
222
"REBS 3-10 1 22, 4-10=-95/42, 4-8=-7151117,2-13=-700)0, 3-13=-207/24
NOTES
OTE
1) Unbalanced .roof live loads have been considered for this design.
' I ft B DL=4 8ps•f; Category 11; Exp ; enclosed; F gable end zone, cantilever left and
#arid. ASCE 7-0 _- 90rn h• h- ° T DL=4.8
Ver1icaI left and right expos ed+ Lumbar IS L='1.33 plate grip LC L=1.33. right ��,� � , rr
Truss designed for wind load in the plane of the truss s e n I . For studs exposed to wind (normal to the , see M iTek "Standard n dar face
4) This truss has been designed for a 10.0 psf bottom chord liveload nen n ,rrent. nth an et.�`t�r �11�� loads,� d Viable end Detail"'
.
All plates are 2x4 MT20 unless otherwise indicated.
This truss requires pl ate i n s peedon per the Tooth Count Method wherl this truss is chosen forua l assurance ra
7) Gable requires continuous betfarn chord bearing -
8)
� I� � tr�n,
a) a bl a studs spaced at -0-0 cc.
i 9) Dearing at joint() 1 considers parallel to grain value using Ni(TFSI I angle to grain formula. Buildingdesigner `
1 0 ) Provide a an �l ren eotiori bothers) of #r.a s to bra rir� g plate pa ble of with s ta r�din �' I b u� should Id yen capacity of � can n � surface.
50 1b uplift at o�nt �, � uplift at 1oa rpt 1 F 11 � I b u pl ifs at !o int. � I b � pl if# a t � of rpt 1 �,
p 0 lb uplift at joint 1 and 11 lb uplift at joint 11.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 . and referenced
12) Loan case(s) 1 , . , , , 7. 8, , 10 has/have been modified. building designer must review loads to verify that the are correct
standard int 1 I1 e 1.
truss,
orrect for the intended use of this
1 ) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or hack (13).
LOAD ASE(S) Standard
1) Regular: ular: Lumber Increase=1.1 , Plate lnerea a=1.1.
rtiform Loads (Rif)
Vert: 1- ==172(F=-85), - --17 (I`=-5 ), 5-13=-1 28(F=- 11 ).
IBC BC Live: Lumber Increase= 1. , Plate Increase= 1.
Uniform Loads (pif)
Vert; 1-2=-32(F=-16), 2-6=-32(F=-16), 5-13--68(F=-32)
MWFRS 'mind Left.- Lumber Increase=133, Plate Increase; --1.33
Uniform Loads (p lt)
Vert, 1-2=-29(F=-16), 2-5=2(F=-16)7 5-13=-42(F=-32)-,1-13=-20
Hort: 1-2=4, 2-5=28F5-6=21 t 1-13-20
ontinued.page
1194
Summit Truss,
ti
Truss
ESG
St Anthony, ID, Clark Mangum
ype -s Qty _ Ply -�oDGE I ST- KIJob Refereqqp
[
6.300 s ,cul 11 0 MjTek Indu tr s, Irt . Tue'Oct 3110:20.-02 0M Pa -9
LOAD CASE(S) Standard
4) MWFRS mind Right: Lumber r I n reas =1 .33, Plate I na as =1.3 3
Uniform Load (pl fl
Vert. 1-2=2(F=-1 ), 2-5=-29(F=-16), 5-6;--1 O(F=-1), 5-13;---42-(F=-32), 1-1
I- orz: 1-2=-28, , i5= , 5-6= 16, 1-13=-26
MWF RS 1 st Wind Parallel: Lumber Increase=1.33, Plate I ncre as 1.33
Uniform Loads (p1
Vero 1-2=1 (F=-1 , 2-5=3(F=- 1 5-6=-3(F=- 1 ), 5-13=42(F=-32), 1-13=21
M , it k z. 1-2=-42, 2- 5=29,5-6=23, 1-13=-21
MWFRS 2nd Wind Parallel: Lumber Increase=1.334 Plate Increase=1.33
UnKonn Load's (p
Fart: 1-2=3(F=-1 ). 2-5=16(F=-16), -6= (F 1 )F 5-1=A2(F=- ), 1-13=21
Hvrzg1-2=-29,,2-5=42, -=311-1 =1
7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (pig
Vert: 1 -2= -2(F= -16),2-5--7(F=-16), 5 -6= -13(F= -j6), 5-13=42(F=-32), 1-13;--21
Horz.:
=-, F=-
Horz.. 1- =- 4, 2-5= 18, 5-6= 1 , 1-13=-21
8) MWFRS 4th Wind Parallel. Lumber Increase=1,3 , Flats In rease=1.33
Uniform Loads (p
Vert: 1-2=-7(F--16), -5 . -
(F=-1 ), 6=5-13=42(F=-32), 1 (F=-16.), 1-13=21
Horz:
1 st unba.l.anc d Regular: Lumber Increase=1.15, Plate Increase= 1. 1
U0orrn Loads (Ply
Vert: 1-2=- 1 7 (F=-86), 2-6=- 1 02(F=-8 )' 5-13=-1 8(F= -l12)
1 ) 2nd unbalanced Regular, Lumber Increase= 1.1 , Plata Increase=1.15
Uniform Loads (pl
'pert. 1-2=- 10 2 (F--86), =-"172(F;---8 6), -1 =-128(F=-112)
Job d Trus
.1194 F
Truss, ,fit Anthony, I D. M aria Mang um
0-00111-2
2
\
9-1-2
!--
--
_ late w �a Y. 1 , _ —
—
LOADN(psi ���
Ih�
-0-0
TOLL 35_0
Plates Increase
r1.1
T DL 8,0
Lumber Increase
1.15
E L L 0.0 °
Rep Stress I ncr
YES
BDt_ 8.0
Code I RC2003 TP1 00
LUMBER
Horz(TL)
TOE' CHORD 2 X 4 SPF No.2
n/a
SOT CHORD 2 X 4 SPF No,2
Mawr
WEBS 2 X 4 SPP No.
*Except*
1 2 X 4 SPI' Stud, W1 2 X 4 SPF
Stud
e
Fit -4m
9
a
3
6z
Qty Fly ' R' "SEDGE NST --IDD REQ
-- Job Reference otonal
6.30 0 S Jul 112005 M iTe k Ir t
r1es, lnc. Tu e 0 ct 31 10 006 Paga 1 �
- `
6-8-12
SM• e: II4n±V,
//
4
5
7 21
-D
REACTIONS (lb/size) 1=138410-5-8,5=1597/0-5-8
Sfax Horz 1 147(load vasa
MaxUpiift1=- (load case ), =370(load vase
a
I
FORCES (lb) - a imurn Compression/Maximum Tension
T P ra y H � �7 D 1-y� =- 4 07/ 4�, r4y , p�- =- 0 8 ,9/440 -4 =-2089/417, 4- =- 41 / 1 , - =0178
BOT �#1 ORD 1-9;---364/2013,8-9=13C)/1374,7-8=-130/1374,5-7=-237/2027
—tl-a 4/201 3, 8— ''1 C)! 1374, 7-8=-130/1 374, 5-7=-237/+. 027
WEBS —9---538/263, - =-1701741, -7=-14 8, 4-7=-552/257
BRACING
TOP CHORD Structural Woad sheathing directly applied or 2-8-1 oo purlins.
BOTCHORD Rigid ceiling direly applied or 9-4-3 oo bracing.
NOTES
I
1) Unbalanced roof live loads have been considered for this design,
r
nda ASCE 7- • 90 h; h-2 ,- T DL=4.8p f. ECD .=4.8p f. Category 11' Exp ' encl�ose�d� M FF gable end zone; cantilever .
�" � � � F r loft and right ax osa'd � endvertical left, and right exposed; Lumber DOL=1.33 plate grip D L=1.33.p
This truss has been designed for a 10.0 psf bottom chord live load n onconcu rrant with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance Inspection.
Provide mechanical connection (by others) of truss to bead.ng plate capable of withstanding 2491b uplift. at joint nt I and 370 l t�
This truss danced in accordance with the International denaCode ecticrw I 1 uplift at int .
�:1 �.1 and R802. 10-2 and referenced standard ,NIR'I I.
LOAD CASE(S) Standard
--
TC 0,69
DEF L
Vert(LL)
in (Joc) I/defl
-0,18 1-9 >999
Ltd
240
PLATES RI P
i
BG 0.82
Vert TQ
-0A4 5.7 >742
180
MT20 197/144
E 0.24
Horz(TL)
0.09 5 n/a:
n/a
Mawr
REACTIONS (lb/size) 1=138410-5-8,5=1597/0-5-8
Sfax Horz 1 147(load vasa
MaxUpiift1=- (load case ), =370(load vase
a
I
FORCES (lb) - a imurn Compression/Maximum Tension
T P ra y H � �7 D 1-y� =- 4 07/ 4�, r4y , p�- =- 0 8 ,9/440 -4 =-2089/417, 4- =- 41 / 1 , - =0178
BOT �#1 ORD 1-9;---364/2013,8-9=13C)/1374,7-8=-130/1374,5-7=-237/2027
—tl-a 4/201 3, 8— ''1 C)! 1374, 7-8=-130/1 374, 5-7=-237/+. 027
WEBS —9---538/263, - =-1701741, -7=-14 8, 4-7=-552/257
BRACING
TOP CHORD Structural Woad sheathing directly applied or 2-8-1 oo purlins.
BOTCHORD Rigid ceiling direly applied or 9-4-3 oo bracing.
NOTES
I
1) Unbalanced roof live loads have been considered for this design,
r
nda ASCE 7- • 90 h; h-2 ,- T DL=4.8p f. ECD .=4.8p f. Category 11' Exp ' encl�ose�d� M FF gable end zone; cantilever .
�" � � � F r loft and right ax osa'd � endvertical left, and right exposed; Lumber DOL=1.33 plate grip D L=1.33.p
This truss has been designed for a 10.0 psf bottom chord live load n onconcu rrant with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance Inspection.
Provide mechanical connection (by others) of truss to bead.ng plate capable of withstanding 2491b uplift. at joint nt I and 370 l t�
This truss danced in accordance with the International denaCode ecticrw I 1 uplift at int .
�:1 �.1 and R802. 10-2 and referenced standard ,NIR'I I.
LOAD CASE(S) Standard
-Aob Truss
1194
F
"4t Tru t Anthony, ID, Mai Man'um -
hype ,
i
°'.SLE
r
ply _F?_-ffD CONST- 1D
�Job Reference #iPrn
JdC 1 i X006 MiTek Industries, Inc. Tue Oct 31 10- 18,03 2006 Page
44 =
7
-'o _ 29-9-0
-0
-!--1
5x4 -_
9-1-2
- 7--
J, Plate Offsets 1 - ..e
7- -0
- � ... --
LOADING (pso
SPACING 2-U-0 CS1
TOLL 35.0 Plates Jnerease 1,15 TC O. o -X0.05 14 n/r 18 '1T
tri WC) 1�daf$ Lid PLATES
rt(LL}
� TC1�L Lumber Increase 1,15 B 0.1 Vert(TL) -
80
B�C LL .0 Rep Stress Incr H s X1.1 �,�� 14 nor
e H�rz�TL� �!.�1 1 rX�a n�a
BCDL .0 Code I1 C 003fTP1 00 Watri
'kaigbt; 121 Its
LUMBER
TOP CHORD 2 X 4 SPF No,
BOT CHORD 2 X 4 SPF No.
OTHERS 2 X 4 SP1- Stud
BRACING
T P H ISD
ESOT CHORD
GRIP i
1911144 �
Structural woad sheathing directly applied o r -0-0 cc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 1=186127-9-0, 0-t 88/27-9-0, 1= 05/ 7- -0. = 00/27- - , - fl, 4=128/27- OP = �� / 7_ -0p 1 =244'2-7- - 1
15=315)27-9-0, 13=415/27-9-0 - , 1 �- 1 �' � - p 1 6=163/27-9-0 r
ax Hort 1 -1 7(load case 4)
M ax U p Itft1 _� load ase , 2 1=- ioad case , =-64 (I cad case , 23=-71(Ioad ca se ), 24= 4 (1oa d case ), 25 =-133 Iaad case 5 1
17- 8(load case 6), 18--78(load case ), 1 =-B (Ioad case 4), 18=-1 (load case � �, goad �� � �p 18=-71 dead � �I
Max!ra1=1 �l�ad 1�p =1 �I�a�d s� 1�, "�=1 Ioaid ase = �
_ _ ) p 0(Iaad case 1), 3= 3(load case ), 4=1 (load case 1), 5=34 (load case ), 1 � 11 load case 1
1 - O (Joad case 1), 17= 14(1oad case 10), 14=1 (load case 1), 1-31b(load case 10), 13-41 (load case 1)
FORCES (1h) - MaXiMuilri Compression/Max1mumTension
TOP CHORD 1-2=-1 16169, 2-3=-77/91 r 3-4=-55/117, 4-5=-60/150 T 5-6=-59/185, 6-7=-5901. 7-8=59/20,5, 0-- -
11-1 2=-72/38, 12-13=-1 0 / 9p 13-14=0/77
BOT H RD 1-25=0/1 48, 24-25=0/1 48, 23-24-0114 , 22-23=01148, 1-22011 48, 20-21-0/148, 19-20=0/1 48, 18-19=0/143, 17-18=0/144 16-17-0}
15-16-0/148, 1,x-15-01148 143p
WEBS 7-20 -15410, 6-21 =- 17 917 8, - =-170/8 7, 4- =-183/89, 3-24=- 12 3162, - =-298/148, 8-19=- 17 9R 5, -1 =-171 , 10-17=-18018
11.1 =-1351'51, 1 2-15=- 2711117
O ■ E
1) Unbalanced roof live lauds have been considered for this design,
Wind'. ASCE 7-02; 90mph; h- ft; T L= . psf; B DL= , f Cate 11 • E • enc
. � � p � iosedp F1 gable and one; cantilever left and right exposed , end
vertical feft acid r1ght a used; Lumber CS L=1.33 plate g6p DOL=1.33.
3) Truss designed forVAind loads i n the plane of th-e truss only. For studs exposed to wind (normal to time face), see MiTek "Standard Gable End Detail"
4 This truss has been designed for n t0.0 psf bottonn Chord Ave load no neo n rrent vvitha-ny other live load,5.
1I plates are 2x4 MT20 unless otherwise indicated.
Thjs truss requires plate inspe ticri per the Tooth Count Method when this truss is chosen four�uali assurance � inspection.
7) Gable requires continuous bottom chord bear'n0.
d ,0) Gable studs spaced at -0-0 oc.
Y p r��ide r�aar��l �i �nee�b �t�ar �f truss �� baal�n p late �� abIe of W1thstarrding 28 Ib upIift at jofr7t 1, 8 ib up lift at T�ir�t 1 �8 1� u I• joint
1 I b u 1 ift at �i n t ;�, � t p at �o tilt F
1 J 401b uplift at Joint 4w 1 31b uplift at joint , 1b uplift at faint 19, 71 1b uplift at joint 18, 3 1 b uplift at joint 17, 78 1b uplift at 'pint 18 62
lb uplift at joint 15 anal 154 lb uplift at joint 18, t
10) This truss is designed in accordance th the 2003 Interriational Residential l Cod a sections R502.1 1.1 and R802.10.2 and referenced standard AN11-rP1 1
LOAD CASE(S) Standard
,1 194
2jjpqt Truss, St Anthony, ICS, Dark Mangum
SP t. -t IAL
e
3
ty
2.728
--1
1--0
--4
29-3-8
29-9-0
1
--
-#-
-
--
Ply _ ; F 3EI E CONS' -.NIDD FSE �,.- �.�..,.�..
Job R ef�renrALopflqq
8.300 s Jul 112006 M iTe'k 1ndusti%jC2, Tce Oct 31 10:18:05 2006 Page 1
29F- - _ i _____3 9-0 35_9.0 1
— .;
--4 4-- --0 1
Scale = VSM
4
2-2-8
__-9-5-12
.r_®_ . -1
15-9-0 r-04
[8 :0- -10,0-1- 1.
29-3-8
29-9-0
1
2-2-8
7-3-4
6-3-4
7-3-4
6-3-4
0-5-8
Plate Offsets (X, Y
[1.Edgeo-1- 1,
[8 :0- -10,0-1- 1.
LOADING (psf
TOLL 35.0
TCO L 8.0
SPACING 2-0-0
Plates Increase 11.115
Lumber Increase 1.15
CS1
TC 0.79Vert(LL)
BC 0.79
D EF L
Vert(TQ
in (Ioc)
-0.25 12-13
-0.43 13-14
Ud
240
180
PLATES
MT20
I/d efi
>999
>824
POLL 0,0
Rep Stress Incr YES
WB 0.86
Horz(TL)
0.25 10
n/a
n1a
BD1_ 8.0
Code il00Ti Pl00
(Matrix)
{eight: 132 Ib
LUMBER
TOP CHORD 2 X 4 SPF No. *Except*
T1 2 X 4 SPF 1650F 1ZE
BOT CHORD 2 X 4 SP F NO,2
WEBS 4 SPF Stud *E;pt'k
4 SPF [c.
REACTIONS (lb/size) 1=1423/Mechanical, 10=219 1/C�-b--8
Max Horz 1=-1 (load case 6
Max Upliftl =- (load ease ), 10=- 8a(loa.d case
BF,1111
TOP H RD
P T H RD
Structural wood sheathing directly applied or 2-6-1.4 oc pudi s.
Rigid ceiling directly applied or -0-o oc bracing.
FORCES (ah) - Maximum Compression/Maximum Tension
T P H ! D f-2=-286/539, - -- 518/650, -4=-2523142 04-5=- 18 i , -b=-1780/299, -7=-1902/280.7-8=-461 / 1 , 8- =Of77
E T H IPS f-14=- 71 460, 13-14==55612432, 1 -1 =-553/3.131, 11-1 =-13411655, 10-11=--884/558r B-1:0=-7 1 o
WEBS 2-14=-5451220, -13=01 , -13`0/194, 3-1 _-1001 t 4-1 ,-137/1436, 5-1 =- 73, -11=-741/214, 7-11=-407 '2449, 7-1 _;1894/466
N TES
1) Unbalanced roof live loads have been considered for this design.
`mind: ASCE 7-02; 0mph; h= 5ft; T %L=4.Bpsf, f; S DL=4. p Category Exp 11; E ; enclosed; 1�1WF gable end zonef cantilever left and right exposed ; end
vertical left and right exposed; Lar der IDOL=1.33 plate grip DOL=1.33.
3) This truss is not designed to support a ceilang and is not intended for use where aesthetics are a consideration,
4) This tru s s has been do sig n e d for a 10.0 psf .d Otto m cls crd I rve I oad no nconcurrent with any other live I cad s.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality asswance inspection.
6) Refer to girder(s) for truss to truss connections.
7) Prouide m echa n ica I connection (by others) of truss for hearing prate capable of withstanding 269 lb uplift at joint 1 alnd 589 ,lb upiift at joint 10.
3) This truss is designed in accordance with the 2003 I me m a.tic r al Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
I LOAD CAS E(S) Standard
4b Trus _ ,_ ... h
ryp -a Qly
1194G2 lr-(�;IAL
§uMit Truss., St An thany, 10 M ark Ma n g u m
W2
G 12
2
11-5-8
6-1-
1--
4
-1-
14
4YS
3
16-8-12
--
5-3-4 --
3X4
1 4
13
M1
'SEOGE CONST -KIM RES
Job Referee bon v _
.� s Jul 11 "!Tek Indus es, Inc. Tue Oct 31 10:118,08 0 Pe' e 1�
-4-8
- 10-5-B-
16-8-12
Y
0
' -
-�'.1-
Plate ffse�s �`j
�j
LOADING (P i
TOLL 35.0
SPACING 0-10
CSI
in (lcc) Vd-efl
DEF L
pfd
`TDL &0
Plates Increase 1,15
Lumber Increase 1."I
TC 0.61er��LL�
B 0+
'��.�TL
- 14 �
�
BOLL 0.0
Rep Stress lncr YE
�'�fl� �,��
I� rr��Tl-�
-0.14 �-14 ��'
� �� � � °�
180
B CSL 8.0
Code I F O�13ITP 1 0(Matrix)
_
���
10
X8 ;-
PLATES
TO
Weight: 125 lb
- 0--
- - 0-
scart =
8-;
GRIP
197/144
LU Ivi0r-K BRACISIG
�' HIS 4 IAF io, Tim HORD Structural ��d sheathing 9
BOT CHORD 4 SPF Ike. *Except* ng d re�ctl ap�pNe�d or 4-7-1 0e puriins. except end verticals.
B3 2 X 4 SPF stud
BOTCHORD Rigid ceiling directly applied or 3-2-14 ee bracing,
WEBS 2 X 4 SPF Stud *Except} i
1 2 X 4 SPF No.2
REACTIONS (I bIs ize) 11= 095iO- - , 17=9 70/043-8
MaxHort 17 --2 10(Ioed case 3
Max UpIift11=-04(load ease ), 17=-17 (Iead case
FORCES (lb) - MaximumCompression/Maximum Tension
TOP H D 1-2=-1 394/26 0, 2-3=--1 236/216, 34=-1 116/22 , 4-5=-7311132, 5-6=-6170/1418, 6.-7=-687/1321, 7-8=-454/905,
1-1=-944/206
BOT CHORD 15-16=-731305, 14-15=-154'1211, 13-14=0/589, 12-13=- 1223884, 11-12=-20,86/6"37, 5-1 =-17061471 10-11
__� 156148. 1 0--754/40
EE 2-15;---355/100,2-14=-249/185, 3-14=-36°475, 4-14=-8M80, 4 -13= -?621235, 513--3, 4/1788, 10-12=-61 1/46 7-1 --497 _
11-115=12511075!-1-- 11 ,
COTES
1) Unbalanced reef live loads have been considered for this design.
Wind: ASCE 7-0 ;0mph; h= ; T L=4.Bpsf B DL=4; Psf; Category ll; Exp G, enclosed; 'Il=l d; gable end zone; cantilever left and ri ht e
9 C
vertical left and right exposed; Lumber Le h.=1.33 plate gripDOL=1.33 � posed ; end
3) This truss is not designed to suppoil a ceiling and is net intended for use where aesthetics are a consIderetion.
4) This #ru ss h as bee n de si gn ed for a 10.0 psf b tt.e rn chord live load no n concu rre n t with any oth er 1i ve load s.
This truss requires plate inspect en per the Tooth Count Method when this truss is chosen for quality assurance nee inspetien.
Bearing rrele ti rn frlule.
Building designer should verifycapacity of be a rin0 surface -
7) Provide mechanical connection (b others) or truss to bearing plate capable of withstanding 648 Ib uplift at joint 11 end 178 Its
� uplift at joint 17,
8) This truss is designed in accordance Frith. the 2003 International Residential Code sections R502.1 1,11 and R802.10,2 2 end referenced standard I/f P
l 1.
LOAD F() Standard
4ab Truss
11194 '1
parr mit Tru SS, St Anth"J , Mark angurn
0
4F
1
ype
0 1-tGIAL
Qty F'I -)EDGE CONST- IDD RE
0'
Job R efere nce qt r
6.300 s Jul 112006 MiTek Industrie h . uoOct 1 ib- 8:b .2006 Fuge 1
-2-0-0 -
2-55-8-
'9-8-12
17-0-0
��
- -
. .ter-L..v..`-ra. .._.
1 34-0-0
- -
2-5-8
7-3-4
7-3-4
6-3-4
6-3-4
-
1i
-
0-0
Sca3t = 1-61-5
9-1-
=
- - - T - 9-8-12 L --- _ 16-0-0 r 23-3-4 _ 29-6-8 -0- 34-0-0
2-0-00-5-87-3-4 6-3-4 7-3A 6-:3-4 0-5-8 4-0-0
Plate Offsets , �---�,.�s c,a-
LOADING (ps
TOLL
35.0
TDL
8.0
ELL
0,0
BDL
8.0
SPACING 2-0-0,
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress Inor YES
Code I1003.TP100
LUMBER
TOP CHORD 2 X 4 SPF Cho.
BOT CHORD 2 X 4 SIF N0.2
WEBS 2 X 4 SPF Stud *Except*
W2 2 X 4 SPF No -2
REACTIONS (I ze) 16=177010-5-8,112=2053/0-5-8
Max Horz
=17701 0,1 =2053/0- -
Horz 10=-14 (Ioad casa 0)
Max Upliftl 6;---471 (load case 1 =- 7 (load case
1
TC 0.90
BC 0.60
E 0.95
(Matrix)
REEL
in,
(loo)
I1defi
Ud
Vert(LL)
-0.1
14-15
>000
240
Vert(TL)
-0.3.3
13-14
>993
1 8
H o (TL)
0,18
1
1 I! a
1 d/®
PL.ATES GRIP
MT20 197/144
Weight: 136 Ib
BRACING
TOP H F C Structural wood sheathing direcHy applied or 2-2-0 oc padins.
BOT CHORD Rigid ceiling directly applied or &0-0 oo bracing.
FORCES Ib) - loxia urn Cornpression/Ma imam Tension
TOIL H ISD 1- =0/77, - =-3571510, 3-4 -2513134 r 4-5=-2373 7 , 5-6_-20731300, 6-7_-18 11 0.6, 7- =-1526/228, 8- =-16491209 -10=-461x"914, 10-11=0 '7
B T H RD -16=-364/3 '4, 1 -1 = - 70132 , 14-1 =-294}2201, 13-14=-6011421, 1 -1 =- 0741. 7, 1!0-1 =-728/501
WEBS 3--16=-15091472, 3-1,5=-56 8/26 67., 5-15=-350116 3, 5-14=-5231229, -14=-8211060, 7-14=-801276., 7-13=-661/205, -13=-379/2211, 9-1 =-17581450
NOTES
1) Unbalanced roof live loads have been considered for this design.
i rid -, ASC E 7-02: 90m ph h= ; TG D Lam#.8 psf, E G D L=4.8p f; Cate O ory 11; Exp CT enclosed a MWF FSS gable a nd zone! cantilever left and right expo se d , e n d
vertical left and right exposed; Lumber DOL=1.33 plate Odp DL=1.3.
3) This truss is .not designed to support a ceiling and is not intended for use where aesthetics are a con si derat ori .
4) Thi s tru ss has knee n desi On ed for .a 10.0 psf bottom chord live load nor concurre nt With any other live lead s.
This truss requires plate in s p eoLo n per the Tootti Count Method when this truss is chosen for quality assurance inspection.
Provide mechanical connection (bother) of truss to bearing plate capable of withstanding 471 1b uplift at joint 16 and 572 lb uplift at joint 12.
7) This truss is designed in accordance with the 2003 Mternational Residential Code sermons R502.1 11,111 and R802.10.2 and referenced standard AN. I1TPI 1.
LOAD CASE(S) Standard
Tess
a Qtly
1 'GABLIE
56 qQ11} USS, St Anthony, ID, Mark M ang urn
aA a
-1l
5- 2
:6Y6 e=
11-5-8
4A 1_-
6..00 V
4
5
4A
7
E
-STj3
E
U4
- _ 8--
28-5-8
10
Ply
F
EDGE IST-I'I b b RE
1
Job eference (omho I
6.300 8 TU -11 -1 -2 -CW-"" Win_
1"iTk Industries, Inc. Tie 6# 1
--
13
3X4 -.
3X4 Zz�
14
ag
le
15
16
--
Scale
i
17
Plate Oftets [;�I� �.l 0�!!Lrge, �1-12 , 16-,=:::::===L
LOADING (pso SPACING 2-0-0
AFL in Id
TC LL L/d PLATES GRIP
LL 5,0 Mats Increase 1.15
T ' rt�LL) -8.11 16-17 r 180 MT20 197/1
T DL .o Lumber Increase 1,16 B 0.43 Vert(TL)j-0.1 16-1 1 ��
ALL 0.0 lei Stress Ir�cr NO 'B 0.7 rr $�
' H�vr��TL) -.04 20 rVa n1a
r
BCDL &0 Code 11 0g ITPl 002 (Matrix)
'eight: 155 lb
LUMBER
TOP CHORD 2 X 4 SPF N0.2 SPACING
BSTCHORE) 2 X 4Pl= No,2
TOS' H ILA Structural wood sheath -Ing directly applied or 8 oc purlins, except end Verticals.
BOTCHORD Rigid ceiling �'
E B 4 SPF to d'*Except g g rre applied or 5-3-1 0C bracing,
WEBS E B 1 Row at m dpt 7_26
OTHERS 2 X 4 SPF Stud *Except*
ST6 2 X 4 PF' Flo.
REACTIONS (lb/size) _- g/ -5-.S F 6=1 1 71-,, 8, 7- 1 --81 = 1 /22--i = 0/ -5-8 o=
1 -- 1= 1--' =g-- =1 --fit =-- 1-1--,
Max Hort.=T1 G(load case
Max Uplift=-733(Ioe 10), _-1 (load case 6), 7=-6(1oad e)t _-�Ioad case � $_-65(I
oad case 5), 09-6( Iced case 5), 1=-96(1ad e ), 5 =-8�I ��d g
� F=- 6(Ioad case 6), _- 8(load case 6), 1_- 7(load es ), 20=- (load case 6)
Max Grav32=109 load case ), 26=11 load case 1�' 7-, (load s 1), 28=1 98(loa s 9), - 07(io d case 1�" 80=
1 (10ease 1), 1 =2417I��d s� 1
=1 o(load se 1), = (load case 1)r 1= (load s 4), g= 0(load case 1 ) � _ � �Io�d se 10),
n
FORCES (Ib) - Maximum um o pre si nfMa. in'Ium Tension
T P .H' RD 1-32=4 0 1 5 , 1-2;---423/1178, 2-3=-39911188, 3-4=-363/1177, 4-5=-331/1178, 6-6=-301111870B-7=-263/1152 7-8=-
52,
8,-9=-322.1'11 8, 9`10=-3613/117 P 10-11=-41611188, 11-12=-441/1141, 1 -1 =--446/1075, 1 14=- 10/1 �1 t 7 11
-1 7 017e 4 ' -'1 1, 15-16=-509/987,
1
T H D 31-32=-50/239,-30-31 =- 102016 4, 29-30--1020/634, 28-29=- 1020/634,27- 8-1020
P 4;---1 020/634, f_-1020/634, 1---to{�/64, 20-21=-1 00163 = d 26-27=-1 020/634, 25-26=- 1020/6-34, 24-25=-1 020/634
WEBS 7-26=-11061271, 6-27.--233182, -2 -166/87,4-29 =-171/8 3, 3-30--195/92, -31=-161166, B- =-241/10 0, 9-23=-=14689P 1 ,
11-21-- 7f 5147, 13-20...,-2B4/125, 14-1 9--t-3411112, 15-1 8=-98/48, 1 - g=-26011 4, 1-31 =-2345 ,
NOTES
1) Unbalanced roof live loads have been cOnSidered for this dei9n.
) '4'Irld r . E 7-02; gOMh; h-tt; TC��L.
43 ��
- P l3D L=4.8psf, Category 11; Exp ; enclosed, MWFFZS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lr` Mber DOL=1.33 plate grip O L=1.33.
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End [fie#SII
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent. with any other live loads.
fl plates are 2x4 MT20 unless otherwise indicated.
0) This truss requires plate inspection per the Tooth Count Method when this tru s i chosen for Lal- +ass�r�rinspection.
Gable studs
spaced a t -0-0 oc.
8) Provide mechanical connection (by others) of truss to b
earing plate cia pad le Of withstanding 27,33 16 uplift atjoint 1 lb uplift �t joint
7, 7 Ib uplift at ��r�t 6, � 1� uplift �t '�rr�t 20, � p P 1 rlt � rb �.Ipllft at �olr�t
1 6 I uplift joint 306 l uplift joint 1 h 8 lb uplift jolrlt 1 uplift t joint , Ib, uplift joint J p
7 lb uplift at joint 1 acid 268 Ib upliftat joint 0- a
Non Standard bearing condibon. Review required_
10) This truss is designed in accordance i th the 003 I n tern ationa l Residential � ode sections R502.1 1 + 1 and . 302.18.2 and referenced
11) UPIift for first L exceeds lrr�it I SI T I 1 _
LOAD CASE(S) Standard
Job Truss r �Type _
1194 GSG
"t Truss, St Anthony ID, Mark Mangum
�-
5-9-5 11- -
4-
5-9-5 --1
-1-
2
QtY F � F_ SON T- K 1D D FZ �..-,
Jeb Refereece tional
6,300 s Jul 11 X506 M iT trees, I nc� Tu Oct 31 10-18:1120% Page 1
22-2-13 27-8-11
33-9-0
16
24-11-12 -9- --0
8-2-12 --4 -0-0
Plate Offset Yl .-Ed e, -1-ft.-O-2-10.0-1-81_
LOADING (psi
SPACING ,0-0 o -
1 I DEFL in (10c) Udefl L/d
TOLL 35.0 Plates In rea!se 1.15 TC 0.7 PLATES w1 1P
T DL .w0 Lumber InCrea e 1' .1 Vert(LL) _�. � 1-� 41� MT20 197/144
ESL 0,0 Rep Stress Incr NO WB 0.72 - a D -L 8;0 -, Code
I 0 /TP1_ 2_ -_� (Matrix) _ �or L) 0.06 10 n/a nfa
'
. e'er ht: lb
LUMBER
N s-
i
TP CHORD 2 X 4 SPF No,2 BRACING
TOPCHORD
BOT CHORD 4 .PF No- [Structural wood sheath -Ing directly applied or 3-5-3 oc purlins.
WEBS 2 X 4, SPF Stud *Except*
SOT CHORD Rigid ceiling directly applied or -4-14 ee bracing. 4 SPF No.2 WEBS 1 Row at midpt 3-12,5-11
OTHERS 2 X 4 SPF Stud
B
REACTIONS (lb/size) 1=127810-5-6, 10=2319/0-5-B
Max Herz1=-16(lead case )
Max Upiift1=-249 (load ca se 5), 10=-6 64 load case )
FORCES (fh) - a MUM Orn;pression/Ma imurn Tension
TOPCHORD 1-=-11447, =_101/41 -4=-r�jj � - r�++'�j,� - {
08 f / 8` 4-5_ - I D871304 -
B T w H R D 1-14:--405/ 187 5, 13-1 =-22411394, 1 - 1 --22411394, 11-1 =- 6/61 , 10-11=m 10 71 /61 ' , -10-- 896/570
EE -14-- 96/ 10, 3-14-=65/486, 3-1 ---x"73`278, 4--1 =-113/'459, 5-1 =-62/383, 5,-11 1.259/371' 7-11=-339/16 'j 9
NOTES
1) Unbalanced roof lige leads have been, considered for this design+
2) Wind: ASCE 7-02; 90mph; h=25ft, T C L=4.Bp f; BC�X=4. psft Category II; Exp ; en d ed;FR able end zone, cantilever left and right e�€pe ed end
,
vertical left and right peed; Lumber 00L= 1 .33 plate grip D L=1, �;
Truss designed for %Wind ioads in the plane of the truss only. For Muds exposed � seri to end (normal to the face), see MMTerJ"i "Standard Gable End Delallrr
4) This truss is not designed tO support a ee i i n and 'Is not Intended for use where aesthetics are a consideration.
5) Thi .s. truss has been designed for a 10.0 p f bottom chord live toad ri
onowoncurrent with any other live toads.
AJ[ palates are 2x4 .I T 0 unless otherwise indicated.
7) This truss requires plate inspection per the Teeth Count Method when this truss is chosen for
quality assurance inspection,
Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (b others) of truss to bearing plate capable of withstanding 249 1b uplift at joint 1 and. 664 lb u Lift at. ioi
10) This truss is designed it accordance with the 2003 Intart ational Residential Code sections. R502.1 1,1 and 8802.10.2 a � et 1oq
and �rwefiereneed standard ANSIfTPj 1.
LOAD CASE(S) Standard
Job _ Ts
Type
11194 s
H �L _.4-O
U
ifliit Tru
.s t 06art t IZ), Mark Mangum
15-M
--
2-0-0 --
1
L0ADtN s
�I� o
TOLL 35.0
T DL _o
BOLL 0.0
BCDL 8,0
,LUMBER
TOP CHORD 2 X 4 SPF No..
BOT H RD 2 X 4 SIPF No.2
WEBS 2 X 4 SIPF Stud
15-0-0
PAIN -0-
Plates Increase 1.15
Lumber Jncrease 1.15
Rep Stress I ncr YES
Code IF00/TPI00
REACTIONS (Ib/size) 2=430/0-5-8.4=43010-5-8
,Hort =-(load case )
Max U p IA2 U =_18 (faad Gale 5), 4 =-180(load case b)
Max .rav-3(lad case ), 4l4(load case 1 0)
Job R eferenw (op6300 Sr
Jul 112005 M
f,'§�28pstrjes, Inc.-1•ue Oct 31 10 1
-o-age
- -0-0
SC8JL4 1-14.0
-0-
2-6-0---
-_
I �
TC O�54
BG 0.06
WI3 0.04
(Matrix)
DEF L
Veil(LL)
Vert(TL)
H o rz(TL)
in (10c
_0M 6
-0.00
0100
BRACING
TOIL CHORD
BOT HOICK
Jd PLATES
40 � MT20
BO
Weight: 20 lb
IP
19x/144
Structural wood sheathing directly applied or -0-0 OG purlins,
Rigid ceiling directly applied or 10-0-0 or, bracing.
FORCES (Ifs) - Maximum Compression/Maximum Tension
TOPCHORD iOFAD 1'.'2_0'1,.+0,, - =-1X3/'0,3-4=_1 i'0.4- =01100
13 T H IGH 2-6=0/166,4-6=0/166
E B 3--6=0/99
i
MOTES
1) Unbalanced roof live loads have been considered for this design_
Wind: ASCE 7-02; OMph; h= f#; T DL= .3psf; B .DL= . psf� Category Il; Exp C, enclosed; MWFRS gable and zone;
vertical left and right exposed; Lumbar COOL=1.3 plate grip DOL=1,33. ntil r I d right c osed p end
3) This truss has been designed for a 10 0 psf bottom chord live load n o nconcc rrent with any other live loads,
This truss requires late inspection per the Tooth Count Method when his truss is chosen for quality assurance inspection.5) ProAde echani t connection
( by others) of tri ss to bearing plate capable of withstand rag 130 Ih up l eft ata int and 180 l b uplift paMft atprnt 4.
b) This truss is designed in accordance with the 2003 International Residential ntial Code sections R502.1 1.1 and R802.10.2 and referenced standard Ari
SI/TPI 1.
LOAD CASE(S) Standard
I
L& ARAXIA A L 1 1 U;10 �5
N W Industrial Park Rd
St. Anthony, ID 83445
(208) 624-0333 Fax: (208) 624-0330
Pro - ect RIVERSEDGE
J Block No:
Model: Lot No-.
Contact: Lsite: 0 ffi C e:
Natne.- MIKE ALLEN
Phos e-
Fentative Delivery Date:
Profile:
Qty:
*l Truss Id:
-� To:
I2IVERSEDGE
2
AG
D lbs. each
1 DG
48 lbs. each
( 1) 2 -Ply
145 lbs. each
57 lbs. each
9 E
196 tbs. each
(1) 2 -Ply.
2 El
ISO lbs, each
(2) 3 -Ply
6 E2
183 tbs. each
EG
208 lbs. each
1 ESG
1.20 tbs. earl
9 F
97 lbs. each
3 1 G
120 lbs. each
132 lbs. each
2
lefiver To.:
IF
REXBURG,
Span: Truss Type: Top Pt. LOH
Height
Bot. Pit.
6.0-0
06-08-00 KrNGPOST 02-11 -15 02-00- 00
6.00
1.3-04-00 GABLE 04-07-15 02-00-00
26-00-00
2 X4 2 X6
14-00-00
6.00
DBL. HOWE 06-10-031
28-00-00 ATTIC
2X8 2X8
28-00-00 ATC
2X8 2X8
28-00-00 ATTIC
2X8 2X8
28-00-00 GABLE
2X8 2X8
1-- a GABLE
2X4 2X6
27-09-00
27-09-00
I FINK
33-09-00 � SPECIAL
G1 34-00-00 SPECIAL
135 lbs. each
F.
- - -------------
7 G2 28-05-08 SPECIAL
z� Z-
125 Ibs- each
I GG 28-05-08 GABLE
155 lbs. each
fi
I GSA f33-09-00 GABLE
201 lbs- each
Le 5 H 05-00-00 COMMON
20 lbs. each'.
-?uotati 9 on
Job Number: 1194
Page:
Date: 14/31/06 10:26:02
Account No: 355548398
Designer: MEM
Salesperson: Kameron Jenks
Quote, Number: 11,94
P.O. Number:
1991@9
02-00-00
102-00-00
.0
06_04-0
06-04-03 02-00-00 02-00-00 i
8.00
11-00-03 02-0000 02-00-00
8.00
11-00-03 i 02-00-00
1 8.00 1
,111-00-03,02-00-00
8.00
11-00-03'02-00-00
1 41
102-00-00
8.00
11-00-03 02-00-00
6.00
108-03-115 02-00-00
6.00:
02-00-00
6.00 C 04-00-00
09-09m1 6 02-00-00
3.00
6.00 C 02-00-00 C 04-00-00i _ __ _ _.._. --
.'09-09-15 02-00-00 -02-00-00
3.00
6.00
C 06-00-0(
09-09-15
02-00-00
3,00
09-0 9 -15" 02-00-00
+6.00 C 06-00-00 1
09_09_Ll 5
02-00-00
i 03-G4-03:02-00-00 02-00-00
J1
Total Truss Price: $73233-93
Misc. Items:
$0.00
SUB -TOTAL: $7}233.93
Delivery: $50.00
t
Selling Price: $mff",3283.93-'�