HomeMy WebLinkAboutTRUSS SPECS - 08-00165 - 832 W 7th S - New SFR44-8-0
18-0-0
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SUMMIT TRUSS
Y
DICSNAKE
RIVER DESIGN --,I
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26-0-0 — 6-8-0 2-0-02-0 0
--
— --- -- — —$-0 0 4-0-0 14.0-0
IJob - - -
Truss
12 AG
TrUsc Type
G
Qty
!Ply YP,'�jj`SNAKE RIVER DESIGN
-
_
----
j Summit Truss, St_ 1 Anthony, ID, Mark Mangum -
-- - - - - - - -
LOADING (psf) SPACING
2-0-0
1
- - _ -
1
'Job
1.15
1,15
TC 0.23
-
-
_
-
_
rtefer _(oRttionalll
- - IRC2006/TP12002
- - _ - _
-1-6-0
Weight: 113 lb
(Matrix)
7.030 s Jan 3-2008 MiTek Industries, Inc. Mon
Mar 24 15:13:12 2008 Page 1
I � - - - -
13-0-0_
--
TOP CHORD 2 X 4 SPF 1650F 1.5E
1-6-0
_
13-0-0 ------ -- - - -
---------------
26-0-0-----------------L27-6-_0
OTHERS 2 X 4 HF Stud
BOT CHORD
13-0-0
1-6-0
see � 1:4s.E
600-1-2I
414 =
9
a
T2
I
k
i
t0
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T2
3x4 �
I
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IL
11
3x4
1
56
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Ta iLY
S I t5
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z
1
- ---------.---
�f
18
3x4 -
3x4 =
r
la
17 'o
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=315/26-0-0, 23=155/26-0-0, 25=204/26-0-0, 26=204/26-0-0, 27=207/26-0-0, 28=191/26-0-0, 29=248/26-0-0, 22=204/26-0-0, 21=204/26-0-0, 20=207/26-0-0, 19=191/26-0 0,
i
18=248i26-0-0,16=315/26-0-0
Max Horz2=109(LC 5)
Upl
Max Grav2= 15(L 5), 25= 59(LC 5), 25 211(L 5), , 26=2 4( 5), 28=-72(LC 5), 29=-55(LC 5), 22--56(LC 6), 21--70(LC 6), 20--63(LC 6), 19= 72(LC 6), 18=-54(LC 6), 16=-106(LC 6)
Max Grav2=315(LC 1), 23=185(LC 1), 25-211 (LC 9), 26=204(LC 1), 27=207(LC 9), 28=191(LC 1), 29=248(LC 9), 22=211(LC 10), 21=204(LC 1), 20=207(LC 10), 19=191(LC 1), 18=248(LC 10),
16=315(LC 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3- 108/44, 3-4= 65/67, 45=-59/98, 5-6= 60/122, 6-7=-21/130, 7-8- 60/164, 8-9=-60/191, 9-10 -60/185, 10-11 60/143, 11-12= 21 /g5 12-13= 60/87, 13-14= 59/52, 1415=-65/23,
15-16=-86/40,16-17=0/58
BOT CHORD 2-29=0/131128-29=0/131 27-28=0/131, 26-27=0/131, 25-26=0/131, 24-25=0/131, 23-24=0/131, 22-23=0/131, 21-22=0/131, 20-21=0/131, 19-20=0/13115-18=-213/95 18-19=0/131, 16-18=0/131
WEBS 9-23=-153/0, 8-25=-179178, 7-26=-172/88, 5-27=-175/85, 4-28=-159/83, 3-29=-213/95, 10-22_ 179/76, 11-21=-172/89, 13-20= 175/85, 14-19=-159/83, 15-18= 213/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
; end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1.33.
3) 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 Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2, 59 Ib uplift at joint 25, 69 Ib uplift at joint 26, 63 Ib
uplift at joint 27, 72 Ib uplift at joint 28, 55 Ib uplift at joint 29, 56 Ib uplift at joint 22, 70 Ib uplift at joint 21, 63 Ib uplift at joint 20, 72 Ib uplift at joint 19, 54 Ib uplift at
joint 18 and 106 Ib uplift at joint 16.
9) This truss is designed In with th, 2006 lntemationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
---
_-__-_____
- �
--
26-0-0
LOADING (psf) SPACING
2-0-0
-
CSI
- - _ -
TCLL 35.0 Plates Increase
TCDL 8.0 Lumber Increase
1.15
1,15
TC 0.23
DEFL in
Vert(LL) -0.02
BCLL 0.0 Rep Stress Incr
8.0 Code
NO
n/a
BC 0.05
WB 0'14
Vert(TL) -0.02
Horz(TL) 0.01
- - IRC2006/TP12002
- - _ - _
Weight: 113 lb
(Matrix)
LUMBER
-----
--
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
OTHERS 2 X 4 HF Stud
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=315/26-0-0, 23=155/26-0-0, 25=204/26-0-0, 26=204/26-0-0, 27=207/26-0-0, 28=191/26-0-0, 29=248/26-0-0, 22=204/26-0-0, 21=204/26-0-0, 20=207/26-0-0, 19=191/26-0 0,
i
18=248i26-0-0,16=315/26-0-0
Max Horz2=109(LC 5)
Upl
Max Grav2= 15(L 5), 25= 59(LC 5), 25 211(L 5), , 26=2 4( 5), 28=-72(LC 5), 29=-55(LC 5), 22--56(LC 6), 21--70(LC 6), 20--63(LC 6), 19= 72(LC 6), 18=-54(LC 6), 16=-106(LC 6)
Max Grav2=315(LC 1), 23=185(LC 1), 25-211 (LC 9), 26=204(LC 1), 27=207(LC 9), 28=191(LC 1), 29=248(LC 9), 22=211(LC 10), 21=204(LC 1), 20=207(LC 10), 19=191(LC 1), 18=248(LC 10),
16=315(LC 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3- 108/44, 3-4= 65/67, 45=-59/98, 5-6= 60/122, 6-7=-21/130, 7-8- 60/164, 8-9=-60/191, 9-10 -60/185, 10-11 60/143, 11-12= 21 /g5 12-13= 60/87, 13-14= 59/52, 1415=-65/23,
15-16=-86/40,16-17=0/58
BOT CHORD 2-29=0/131128-29=0/131 27-28=0/131, 26-27=0/131, 25-26=0/131, 24-25=0/131, 23-24=0/131, 22-23=0/131, 21-22=0/131, 20-21=0/131, 19-20=0/13115-18=-213/95 18-19=0/131, 16-18=0/131
WEBS 9-23=-153/0, 8-25=-179178, 7-26=-172/88, 5-27=-175/85, 4-28=-159/83, 3-29=-213/95, 10-22_ 179/76, 11-21=-172/89, 13-20= 175/85, 14-19=-159/83, 15-18= 213/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
; end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1.33.
3) 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 Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2, 59 Ib uplift at joint 25, 69 Ib uplift at joint 26, 63 Ib
uplift at joint 27, 72 Ib uplift at joint 28, 55 Ib uplift at joint 29, 56 Ib uplift at joint 22, 70 Ib uplift at joint 21, 63 Ib uplift at joint 20, 72 Ib uplift at joint 19, 54 Ib uplift at
joint 18 and 106 Ib uplift at joint 16.
9) This truss is designed In with th, 2006 lntemationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
(10c)
I/dell
Ud
PLATES GRIP
17
n/r
180
MT20 185/144
17
n/r
80
16
n/a
n/a
-
Weight: 113 lb
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=315/26-0-0, 23=155/26-0-0, 25=204/26-0-0, 26=204/26-0-0, 27=207/26-0-0, 28=191/26-0-0, 29=248/26-0-0, 22=204/26-0-0, 21=204/26-0-0, 20=207/26-0-0, 19=191/26-0 0,
i
18=248i26-0-0,16=315/26-0-0
Max Horz2=109(LC 5)
Upl
Max Grav2= 15(L 5), 25= 59(LC 5), 25 211(L 5), , 26=2 4( 5), 28=-72(LC 5), 29=-55(LC 5), 22--56(LC 6), 21--70(LC 6), 20--63(LC 6), 19= 72(LC 6), 18=-54(LC 6), 16=-106(LC 6)
Max Grav2=315(LC 1), 23=185(LC 1), 25-211 (LC 9), 26=204(LC 1), 27=207(LC 9), 28=191(LC 1), 29=248(LC 9), 22=211(LC 10), 21=204(LC 1), 20=207(LC 10), 19=191(LC 1), 18=248(LC 10),
16=315(LC 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3- 108/44, 3-4= 65/67, 45=-59/98, 5-6= 60/122, 6-7=-21/130, 7-8- 60/164, 8-9=-60/191, 9-10 -60/185, 10-11 60/143, 11-12= 21 /g5 12-13= 60/87, 13-14= 59/52, 1415=-65/23,
15-16=-86/40,16-17=0/58
BOT CHORD 2-29=0/131128-29=0/131 27-28=0/131, 26-27=0/131, 25-26=0/131, 24-25=0/131, 23-24=0/131, 22-23=0/131, 21-22=0/131, 20-21=0/131, 19-20=0/13115-18=-213/95 18-19=0/131, 16-18=0/131
WEBS 9-23=-153/0, 8-25=-179178, 7-26=-172/88, 5-27=-175/85, 4-28=-159/83, 3-29=-213/95, 10-22_ 179/76, 11-21=-172/89, 13-20= 175/85, 14-19=-159/83, 15-18= 213/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
; end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1.33.
3) 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 Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2, 59 Ib uplift at joint 25, 69 Ib uplift at joint 26, 63 Ib
uplift at joint 27, 72 Ib uplift at joint 28, 55 Ib uplift at joint 29, 56 Ib uplift at joint 22, 70 Ib uplift at joint 21, 63 Ib uplift at joint 20, 72 Ib uplift at joint 19, 54 Ib uplift at
joint 18 and 106 Ib uplift at joint 16.
9) This truss is designed In with th, 2006 lntemationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Joe - -- - _
------------
(Truss - - - � - - iN ,
�Truss_TYpe--------------- _
Qty Ply YQJGSNAME RIVER DESIGN -- -
2412 1B1 �\-------- -
Summit Truss, St Anthony, ID, MMangum - - - - _ 2 ,
1
Mark - - - - - - - - - - - Joo rceference (motional)
7-10-8 121-4
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:18:13 2008ge Pa1
- - - -
r !----+—-16-4-0
3-7-12 4-
4-2-12 4-2-12 - - - ------ - - 20-6-12 24-9-8 - - - 2 12 +----------i26-0-0
42 12 {
4-2-12 1-2-8
- 5x6 Scale -1:41
3x8 T1 1
2 1
52-
17
3x6 II
6.00112
&B T2
3x6 5' \
5�8
16 15 14
810 = 7x14 MT26H WB
8E=
13
8. =
3x4
8x8
W 8.
W2 (y �
W4
W7 '
12
3x12 II
3-7-12 7-10-8
i----�-----i------
12-1-4
16-4-0
3-7-12 4-2-12
—
4-2-12
20-6-12
-- - L -- - 24-9-8 26-0-0
-- --------I--
Plate Offsets X, 1 :11:0 3-8,0-2-0 , 1 1
_L12.
12:0-3-8 0 4 �,
42-124-2-12
4 2 12 - 4-2-12 1-2-8
L 3 0 4 0 0-4 0 4 - - - -
LOADING sf
(P ) SPACING 1-0-0
,114:0-3-8 4]116:0-3-8,0 8 -
--� ---_ - _ _ -- ---- -----
-- __-------
TCLL 35.0 Plates Increase 1.15
TCDL 8.0 Lumber Increase 1.15
CSI
TC 0.93
DEFL in (loc) I/deft Ud
Vert(LL) -0.31 14-16 >9821 240
PLATES GRIP
BCLL 0.0 Rep Stress Incr NO
BCDL 8.0
BC 0'82
WB 0.86
Vert(TL) -0.53 14-16 >582 180
MT20 185/144
MT20H 165/146
Code IRC2006/TP12002
- - L ————
(Matrix)
Horz(TL) 0.12 10 n/a n/a
LUMBER -
-—
--_
Weight: 3391b
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
BRACING - - - -- - - - - - - --- -
T1 2 X 4 SPF 2100F 1.8E
BOT CHORD 2 X 6 DF 240OF 2.0E *Except*
TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
B2 2 X 6 DF SS
WEBS 2 X 4 SPF 1650F 1.5E *Except*
WEBS 1 Row at midpt 5-13
W9 2 X 4 HF Stud, W6 2 X 4 HF Stud, W5 2 X 4 HF Stud,
W2 2 X 4 HF Stud
W2 2 X 4 HF Stud, W5 2 X 4 HF Stud
WEDGE
Left: 1.5 X 11.875 BCLVL Versa-Lam24F
REACTIONS (Ib/size) 1=10128/0-5-8,10=10128/0-5-8
Max Horz 1=103(LC 4)
Max Upliftl=-2209(LC 5), 10=-2192(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1 8868/4110, 2-3=-1 5929/3482, 3-4=-12195/2678, 4-5=-1 2144/2682, 5-6=-8544/1904, 6-7=-8556/1911, 7-8=-8132/1791, 8-9=-3255/725,
9-10= 9422/2047
BOT CHORD 1-1 7=-3690/16711, 16-17=-3690/16711, 15-16=-3121/14238, 14-15=-3121/14238, 13-14=-2355/10864,12-13=-1 542f7257, 11-12=-569/2682,
10-11- 79/308
WEBS 2-17=-533/2520,2-16=-2691/618,3-16=-983/4546,3-14=-4585/1041
-17=-533/2520,2-16=-2691/618,3-16=-983/4546,3-14=-4585/10415-14--1334/609115-13=-5626/1277,6-13=-1633/7369,7-13=-151/721,
-14=-1334/6091,5-13-5626/1277,6-13=-1633/7369,7-13=-151/721,
7-12-894/203, 8-12=-1335/6218, 8-11=-6030/1308, 9-11=-I 704[7873
NOTES
1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (E) face is the LOAD GASE(S) section. Ply to ply connections have been
pr-ided to distribute ony loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2209 Ib uplift at joint 1 and 2192 Ib uplift at joint 10.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9) Girder carries tie-in span(s): 31-0-0 from 0-0-0 to 26-0-0
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.151 Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-6=-43, 6-9=-43, 1-10=-747(F= 739)
Job----- ------- -
Trus -s2412
--------
pe
)N
--- -,-
- _
y YCy�SNAKE RIVER DESIGN - - --- - - - - - -- - - -
Qt PI \f
Summit Truss, St Anthony, ID, Mark Man - ----'Truce
Mangum
um
C _ - -
- 3
- - -1
Job Heference (optionaA
- _
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:13:14 2008 Page 1
— 5-9-11 _ 11-0_13
--—�—
16-4-0
5-9-11 5-3-3
—— ——
-- ---
2i 7-3
— — — — — 26-10-5
�------- 32-8-0
5-3-3
5-3-3 rt — — — — — — ---- — ---
5-3-3
5-9-11
Scale=, 51 7
,
I
6 T2
4xfi =
s
II
I
3.4
3 ..
4
�
{v
T2 34
6
3* -
2x4
2 W3
W2
W2 N,3 2.481
-
T1
N14
iJ—
-----------
3x8
4. =
13
3x4.—
M _
11~
3. -- 4.4-
r-6-10-12 -
6-10-12
954
f -------------
26-0-0
---32-8-0 --- ---
Plate Offseis�X�Y�0-8-4,0-0-AL:0-8-4,0-0 - --
--
980-- 6-80
LOADING (P � SPACING
= -
- - - - -
2-0-0
I
TCLL 35.0 Plates Increase 1.15
TCDL 8.0
CSI
TC 0.53
DEFL
- - - - - - -
in (loc) I/deft L/d PLATES GRIP
Lumber Increase 1.15
BCLL 0.0 Rep Stress Inc/ YES
BC 0.50
Vert(LL)
Vert(TL)
-0.13 12-14 >999 240
-0.3212-14 >952 180 MT20 185/144
BCDL 8.0 Code IRC2006TPI2002
---�--
WB 0.91
(Matrix)
Horz(TL)
0.05 10 n/a n/a
LUMBER
-----
--_
Weight: 128 Ib
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
- -
---------
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 HF Stud
TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
REACTIONS (Ib/size) 1=1208/0-5-81 10=2101/0-5-8
WEBS
6-0-0 oc bracing: 9-10.
1 Row at midpt 6-10
Max Horz 1=-108(LC 3)
Max Uplift1=-239(LC 5), 10=-559(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2= -2179/422,2-3=-1998/445,3-4=-1883/465,4-5--991/270
-2=-2179/422, 2-3= 1998/445, 3-4- 1883/465, 4-5=-991/270, 5-6- 990/285, 6-7- 203/813, 7-8 223/629, 8-9= 268/651
BOT CHORD 1-14=-408/1839,13-14=-241/1295,12-13=-241/1295,11-12=- '40/474,
-14=-408/1839,13-14=-241/1295,12-13=-241/1295,11-12=-40/474, 10-11=-40/474, 9-10=-469/281
WEBS 2-14=-401/208, 4-14=-153/663, 4-12=-746/282, 5-12=-1 00/401, 6-12=-26/471, 6-10=-1 859/401, 8-10=-478/242
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL-4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 1 and 559 Ib uplift at joint 10.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
[Job- - - --
---------
Truss Tru Pe - ------ ESIGW- --- -
2412 BG Oty Ply IYnNAKE RIVER DESIGN - - - - - - - -
G. 1 `
Summd Truss, St Anthony, ID, Mark Mangum - - - - - - - - - --�. T 1 Lb reference Loptionad)
7.030 s Jan 3 2008 MrNk Industries, Inc. Mon Mar 24 15:13:15 2008 Page 1
-
59-11
-- ---I 111.0_13 16-4-0
— — -- 21-7-3 26-10-5
5
5-9-11 5-3-3 — --— �— 32-8-0 -- —1,
-3-3 5-3-3 5-3-3 --——
5-9-11
Scale =151.]
4x6 =
5
6.00112
3x6 TZ
I T2 3x6
3x44
S q 6
x4 illi
�I 3
T JEI I I3
2 W3 I I W2 i t I W2 Td i S
�'-.. W3 ff 6
TIT
IlI
STITni
I
T
3x6- 14 13 12---——.-------T�y ie
4x4 = 3x4=11
38=
3.4– 4.4-
6-10-12
x4=6-10-12
-- - ---- - -16-4-0- - 26-0-0
6-10-12 -- — — — — — —— — --- — — — 32-8-0
Plate OffsetsAY�:11.-0-8-4,0-0�,Lg:O-8 4,0-0-6]_[g4:p-0=0,0-0-0]144:0-0-0,0-0-OL - - - 6-8-0
LOADING(psf) --- SPACING 2-0-0 CSI DEFL__ -- -- ----
TCLL 35.0 Plates Increase 1.15 m (loc) I/defl Ud PLATES GRIP
TCDL 8.0 Lumber Increase 1.YES 15 TC 0.53 Vert(LL) -0.13 12-14 >999 240
Rep Stress Ina
BCLL 0.0 WB 0BC 0.50 Vert(TL) -0.3212-14 >952 180 I MT20 185/144
BCDL 8.0 Code IRC2006/TPI2.91 Horz(TL) 0.05 10 n/a n/a
002
(Matrix)
LUMBER
--- - --- - -- ----- Weight: 188 lb
TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING --- --- -- - - ---
BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins.
WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS 2 X 4 HF Stud 6-0-0 oc bracing: 9-10.
REACTIONS (Ib/size) 1=1208/0-5-8, 10=2101/0-5-8 WEBS 1 Row at midpt 6-10
Max Horz 1=108(LC 4)
Max Upliftl_ 239(LC 5), 10= 559(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2178/422, 2-3= 1997/445, 3-4=-1882/465, 4-5=-991/270, 5-6=-989/285, 6-7= 202813, 7-8= 223/628, 8 9= 268/651
BOT CHORD 1-14=-408/1838, 13-14= 241/1295, 12-13=-241/1295 11-12= 40/474, 10-11=-40/474, 9-10=-469/281
WEBS 2-14=-401/208, 4-14=-1 53/662, 4-12=-746/282, 5-12='-1 00/400, 6-12=-26/471, 6-10=-1 859/400, 8-10=-479/242
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
3) Truss designed fovertical left
wi dhloads expon he pl ne of the tru s Lumber DOL=1.33o ly.eFo gris ttuds xp sed to wind (normal to the face), see MiTek "Standard Gab le End Detail"
4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 1 and 559 Ib uplift at joint 10.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job - - - - - - Truss - - - - - - - - - -
Tru Type- --
---- ------------- -- --- -
Qty Ply YDIQ\\ KE RIVER DESIGN - - - - - -- -- - -
2412 C1 C N
4 _ 1
Summit Truss, St Anthony, ID, Mark Mangum - - - - - - - - - - - - -- - - _ - 2 _Job Heference (optional)_
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:13:16 2008 -Page 1
- - - - - - 7-0-0
7.0.0 - - - - - - - -14-0-0
7-0-0 ---�
Scale =1:21.9
58 II
W1
T1
1
2
I
W1
5 3x2---------—.—�__
4
3x12 \\
— —-11-8
9-0-8
4-11-8
14-0 0
PlateOffseis�X' r1:0-4-10,0-2-8, 304-10,0-2-8 ---------
---�1__--�,L:06-14,Ed e, 5:0_49E_�el
--1-0-0
4-1-0
-- - 4-11-8
-- _ - -
LOADING (psf)
SPACING
---CSI
=_
- - - - - - - - - -- - -
- -- -- -
TCLL 35.0
TCDL 8.0
Plates Increase 1.15
Lumber Increase 1.15
TC 0.57
DEFL in
Vert(LL) -0.13
(loc) Well Ud
4-5 >999 240
PLATES GRIP
BCLL 0.0
Rep Stress Incr NO
BC 0.67
WS
WS
Vert(TL) -0.21
4-5 >763 180
MT20 85/144
BCD- 8.0
- -_ �
Code 200
I-
.83
0.83
(Matrix)
Horz(TL) 0.04
3 Na n/a
- -
LUMBER - - -
-
--- -
-
Weight: 114 lb
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
_
- - - - - - -- - - - -
BOT CHORD 2 X 6 DF SS
TOP CHORD
Structural wood sheathing directly applied 4-7-10
WEBS 2 X 4 HF Stud
BOT CHORD
or oc purlins.
Rigid ceiling directly applied or 10-0-0
oc bracing.
REACTIONS (Ib/size) 1=5525/0-5-8, 3=5525/0-5-8
Max Horz 1=-23(LC 3)
Max Upliftl=-1203(LC 5), 3=-1203(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2= 8568/1856, 2-3= 8568/1856
BOT CHORD 1-5=-1 636 7605, 4-5- 1130/5264, 3-4. 1625 7605
WEBS 2-5=-942/4394, 2-4=-943/4394
NOTES
1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL-4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
5) This truss has been designed for at 0.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1203 Ib uplift at joint 1 and 1203 Ib uplift at joint 3.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8) Girder carries tie-in span(s): 31-0-0 from 0-0-0 to 14-0-0
LOAD OASM(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-773(F=-765), 1-2=-43, 2-3=-43
Job -
ITruss - - - _ _
Tru�Type -- - -
�Oty Ply �NAKE RIVER DESIGN
12 l - --
12 !G � f
1
Summit Truss, St Anthony, ID, Mark Mangum ---- - -- -- --- - - -. - - _- Job k.ference (optional)
7-030 s Jan 3 Y008 MiTek Industries, Inc. Nton Mar 24 15:13:16 2008 Page 1
&W[1z
T1
M
— 14-0-0
7-0-0
T1
sore _ 121,9
i
1
3
-- J
42x4 f
4x6 L
L
4.6
REACTIONS (Ib/size) 1=691/0-5-8,3=691/0-5-8
Max Horz 1=46(LC 4)
Max Uplift1-125(LC 5), 3=-125(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1042/185,2-3=-1042/185
BOT CHORD 1-4=-105/820,3-4=-105/820
WEBS 2-4=0/288
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 1 and 125 Ib uplift at joint 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
-- ---
14-0-0
700
-- --- ------ -I
Plate Offsets 0
7-0-0
LOADING(Psf)
TCLL 35.0
SPACING 2.0.0
CSI
DEFL
TCDL 8A
Plates Increase 1,15
TC 0.63
in
Vert(LL) -0.10
(loc)/dell L/d
3-4
PLATES GRIP
BCLL 0.0
Lumber Increase 1.15
Rep Stress Incr YES
BC 0.42
Vert(TL) -0.17
>999 240
3-4 >946 180
MT20 185/144
BCDL 8.0
Code
WB
WB 0.10
(Matrix)
Horz(TL) 0.02
3 n/a n a
-
LUMBER
-
--
-
-
Weight: 38 lb
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
_ - — - --- -- -
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
WEBS 2 X 4 HF Stud
BOT CHORD
oc purlins.
Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS (Ib/size) 1=691/0-5-8,3=691/0-5-8
Max Horz 1=46(LC 4)
Max Uplift1-125(LC 5), 3=-125(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1042/185,2-3=-1042/185
BOT CHORD 1-4=-105/820,3-4=-105/820
WEBS 2-4=0/288
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 1 and 125 Ib uplift at joint 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
- JOE— -
- - - - - - - - _
Truss - - - - -- - - - - - - - - - - - - _ _
Tr is ,Type - - Q(y Ply YNAKE RIVER DESIGN - - - -
2412 DG ----.
_ G� 1 1
Summit Truss, St Anthony, ID, Mark Mangum - -- - - - - - - - - - - - - - _ _ _ _ _ Job Reference (optional)_
7.030 s Jan -3 2008 MiT k Industries, Inc. Mon Mar 24 15:13:17 2008 Page 1
1-6-0 7-0-0
—--�-------- ---
-14-0-0
1-6-0 7-0-0 _ - - -- ___L__ 15-6-0
7-0-0 1-6-0
S tee= t2zo
am
Elm
r- - - - - - --
- - --
---- - - - -
14-0-0
-------------
-
14-0-0
- - -
sf
'LOADING(P)
TCLL 35.0
SPACING
Plates Increase
2-0-0
1.15
I CSI
DEFL in
- ----
(loc) I/defl Ud
----- - - - ---- --
TCDL 8.0
BCLL
Lumber Increase
1.15
TC 0.23
BC 0.05
Vert(LL) -0.02
9 n/r 180
PLATES GRIP
MT20 185/144
0.0
BCDL 8.0
Rep Stress Incr NO
Code IRC2006/TPI2002
WB 0.05
I
Vert(TL) -0.02
Horz(TL) 0.00
9 Nr 80
8 n/a n/a
_
(Matrix)
LUMBER
----- -- - -
-
Weight: 50 Ib
OP CHORD 2 X 4 SPF 1650E 1.5E
BRACING
- —--- - -
BOT CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
OTHERS 2 X 4 HF Stud
BOT CHORD
oc purlins.
Rigid ceiling directly applied
or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=315/140-0, 8=315/14-0-0, 12=191/140-0, 13=1901140-0, 14=248/14-0-0, 11=190/14-0-0, 10=248/140-0
Max Horz 2-71 (LC 5)
Max MaxGrralv2=31 (LC 1))8$315(LC 1),)123191(LC 1), 134198(LC 9)) 14=248(LC 6), 1�=19 (LG1)0), 10=248(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3= 86/42, 3-4- 65/81, 45= 59/109, 5-6=-59/104, 6-7= 65/59, 7-8=-86/40, 8-9=0/58
BOT CHORD 2-14=0/80, 13-14=0/80, 12-13=0/80, 11-12=0/80, 10-11=0/80, 8-10=0/80
WEBS 5-12=-158/0, 413=-167/82, 3-14= 213/95, 6-11=-167/81, 7-10= 213/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber
DOL -1.33 plate gripp DOL
DOL=1.33.
3) 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 Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 2, 131 Ib uplift at joint 8, 71 Ib uplift at joint 13, 55 Ib
uplift at joint 14, 70 Ib uplift at joint 11 and 55 Ib uplift at joint 10.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
L
Job - Truss - -- - - , y-- -- _ _ _ _ _ _
1 Sr�pe I Qty PIY YRYrSNAKE RIVER DESIGN - - - -
----
2412 - - - -
Summit Truss, St Anthony, ID, Mangum _7 _ _ Job Heference o tional
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24-f5:13.., 7 2008 Page 1
� 4-6-0 — 8-8-8
3x4 ',I 4-6-0 4-2-8
1
6.00 Ll 2
8x9
2
1 /I
� 3
5,® -
1{I4
W2
aI
W4
L� ,o 9--
S6
9x8 = 5x6 =
12_11-0 18-0-0
4-2-8 5-1-0
4xB
W6 7
HW2 6
--B2------�--
IT
3x12 F 5x12
Scale =1'41.]
I- 46-0
- 1
- $-8=8 -
�-12-11-0 18-0-0
4-6-0
Plate Offsets X��6:0-4 10,0 -fig 0 3_8,041 10:0-4 0,0-4-8]_
-
4-2-8
4-2-8 5-1-0
LOADING (psf)
TCLL 35.0
1=
SPACING 2.0.0
Plates Increase 1.15
TC
-
DEFL in
(loc) I/defl Ud
PLATES
TCDL 8.0
BCDL 0.0
Lumber Increase 1.15 I
0.77
BC 0.87
Vert(LL) -0.18
Vert(TL)
7-8 >999 240
GRIP
MT20 185/144
BCDL 8.0
Rep Stress ]nor NO
Code IRC2006/TP12002
WB 0.97
-0.31
Horz(TL) 0.06
7-8 >682 180
6 n/a n/a
- -
(Matrix)
- --
LUMBER
---
Weight: 215 lb
TOPCHORD 2 X 4 SPF 1650F 1.5E
BRACING
-----
BOT CHORD 2 X 6 DF SS
TOP CHORD
Structural wood sheathing directly applied or 3-4-2
WEBS 2 X 4 HF Stud *Except*
BOT CHORD
oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
W2 2 X 4 SPF 1650F 1.5E, W3 2 X 4 SPF 1650E 1.5E
WEBS
1 Row at midpt 1-11,2-11
WEDGE
Right: 2 X 4 HF Stud
REACTIONS (Ib/size) 11=7416/0-5-8,6=7416/0-5-8
Max Harz 11= 377(LC 3)
Max Uplift l 1=-1679(LC 6), 6=-1586(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-11=-163/63,1-2=-124/89, 2-3=-4289/963, 3-4=-4362/95(), 4-5= 822611761, 5-6=-1 22 93/261 3
BOT CHORD 10-11=-715/3836, 9-10. 1418/7282, 8-9= 1418/7282, 7-8=-2266/10883, 6-7=-2266/10883
WEBS 2-11=-6982/1636, 2-10=-1656/7364, 4-10=-5105/1186, 48= 1099/5153, 5-8=-4186/986, 5-7= 755/3649
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1679 Ib uplift at joint f 1 and 1586 to uplift at joint 6.
6) This truss is designed in accordance with the 2006 International Residential Code u-0-0 t0 18-0-0
5pan(s): 31-0-01ros ,!o Rs02.11 n
') and r�aoz, IQ.? and rererencetl standard ANSI/TPI 1.
Gt dar Dames ti�in rn
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-6=-86, 6-11. 755(F=-739)
[Job-- -
Truss --- - �; Tr -e
D
--
Qty Ply
_
YL}I^rSNAKE RIVER DESIGN - - - - - - -
\)
�24112
Cl fN
mmit Truss, St Anthony, -
1
ID, Mark Mangum
Job Reference o tional
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:13.18 2008 Page 1
-1-6-0. _ 12-2-3
6-4-5
18-0-0
�_--23-9-13
29-7-11
1-6-0 6-4-5 5-9-13
5-9-13
36-
� — � — — 0-0 — — X37-6-0
— —
5-9-13
5-9-13 6-4-5 1-6-0
See 161,4
I
6.00 12:.
M
6
_
3x4
axs
s
4 Ay
T2
4x+1
7 axfi
2.
3
/
Wi
- /
Ti
W3
W5
T1
\
\\ WS
2 /
\\
m
4x6= l6 154
3x4 = 3x6 =13
34—
t2
3x6 = 3. = 44—
F 9-4-10 - ---- - - -
18-2-12
-26-7-6-
Plate Offsets X, - -.--
8-4-10--
4-10
L -8-10-2 -
9-4-10
LOADING (psf)
SPACING 2-0-0
CSI
-
TCLL 35.0
TCDL 8.0
Plates Increase 1.15
I Lumber Increase 1.15
TC
0.49
DEFL
Vert(LL)
in (loc) I/defl
-0.1410-12 >999
Ud
240
PLATES GRIP
MT20
BCLL 0.0
Rep Stress Incr YES
BC
WB
0.45
0.52
Vert(TL)
-0.33 2-16 >656
180
185/144
BCDL 8.0
Code IRC2006/TP12D02
-
(Matrix)
Horz(TL)
0.02 10 n/a
n/a
Weight:
LUMBER
-
145 lb
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
- -- - -
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD Structural wood
sheathing directly applied or 6-0-0
WEBS 2 X 4 HF Stud
oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) 2=757/0-3-8, 14=2451/0-5-8, 10=727/0-5-8
WEBS
1 Row at midpt 5-14, 6-14, 7-14
Max Horz 2=-1 41(LC 6)
Max Uplift2=-212(LC 5), 14=-410(LC 5), 10=-237(LC 6)
Max Grav2=861(LC 9), 14=2451 (LC 1), 10=843(LC 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0159,2-3=-1018/168,3-4=-623/109 4-5=-418/140, 5-6= 36 770, 6-7=-24/802, 7-8=-359/188, 8-9=-565/154, 9-10=-954/211, 10-11=0/59
BOT CHORD 2-16=-167/807, 15 16=-219/220, 1415= 219/220, 13-14=-259/172, 12-13= 259/172, 10-12=-70/748
WEBS 3-16=-511/234, 5-16=-84/579, 5-14= 869/296, 6-14= 1105/164, 7-14=-849/293, 7-12=-84/565, 9-12=-503/230
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for at 0.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint 2, 410 Ib uplift at joint 14 and 237 Ib uplift at joint
10.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
2412
Tru Type
---
TOty TPl
TYDW.�NAKE RIVER DESIGN
DG
I
G.
1
Plate Offsets X,Y 6:0-2-15,0-3 13 0 3 0,0 04 , 15:0-3 0,0-0-4
—
1
Summit Truss, St Anthony, IDngum
Mark Ma
- —
—
t
Job_ Reference
,
DEFL
— — — — — — —
_ (optionall
7.030 s Jan 3 2008 MiTek In—dustries, Inc. Mon Mar 24 15:13.19 2008 Page 1
1-6-0 6_4-5
— L
12-2-3
1800-423-9_13
29711 `
1-6-0 6-4-5
5-9-13
5-9-13
1 360 0 — _37-6-0
� _ —
Rep Stress Incr YES
I
5-9-13
5-9-13 6-4-5 1-6-0
Scale =1.61.4
6.
6 00 r12
L
3x4
T2
3x6 3x4
6
4 �
FI �
6
:JI yT �t]i Ij
�t1$ Wr( W1 W3 4 TS til_
T, $T�.�
$T` I
T,
'!6 T
- -
44— 16 ,5 'Q' - - — — — 1
3.4 = 13 12 I
Sas = 3 ] —4x6 =
� — 3x4
-- 9-4-10
26-7-6
-10
8-10-2
36-0-0
—
Plate Offsets X,Y 6:0-2-15,0-3 13 0 3 0,0 04 , 15:0-3 0,0-0-4
—
8 4-10 9-4-10
—
LOADING (psf)
TCLL
SPACING 2-0-0
_
CSI
DEFL
— — — — — — —
35.0
TCDL 8.0
Plates Increase 1.15
Lumber Increase 1.15
TC 0.49
m
Vert(LL) -0.1410-12
(loc) I/defl Ud
>999 240
PLATES GRIP
MT20
BCLL 0.0
Rep Stress Incr YES
I
BC 0.45
WB 0.52
Vert(TL) -0.33
2-16 >656 180
185/144
BCDL 8.0
-- I--
Code IRC2006/TP12002Horz(TL)
(Matrix)
0.02
10 n/a n/a
-- —
LUMBER
— ———
Weight: 222 Ib
TOP CHORD 2 X 4 SPF 165OF 1.5E
BRACING
—
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
WEBS 2 X 4 HF Stud
OTHERS
BOT CHORD
WEBS
Rigid ceiling directly applied or 6-0-0 oc bracing.
2 X 4 HF Stud
1 Row at midpt 5-14,6-14,7-14
REACTIONS (Ib/size) 2=757/0-3-8,14--2451/0-5-8,
10=727/0-5-8
Max Horz 2-141 (LC 6)
Max Uplift2=-212(LC 5), 14=-41 0(LC 5), 10=-237(LC 6)
Max Grav2=861(LC 9), 14=2451(LC 1), 10=843(LC 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3= 1017/168, 3-4=-623/109, 4-5= 418/139, 5-6=-36/770, 6-7=-24/801, 7-8=-359/157, 8-9=-565/154, 9-10=-954/211, 10-11=0/59
BOT CHORD 2-16=-167/806, 15-16=-219/220, 14-15= 219/220, 13-14= 259/172, 12-13= 259/172, 10-12. 70/748
WEBS 3-16=-511/234, 5-16=-84/579, 5-14= 869/296, 6-14= 1105/164, 7-14=-849/293, 7-12= 84/564, 9-12=-503/230
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL-4.8psf; BCDL=4.8psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
; end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) 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 Detail'
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint 2, 410 Ib uplift at joint 14 and 237 Ib uplift at joint
10.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
'Job iTruss—--iT__-T e -
P
2412 IEl SL R
Summit Truss, St Anthony, ID, Mark Mangum —
ME
— 6-2-12 _ 12-0-0
6-2-12 ---5-9-4
t
TCty rPly JY NAKE RIVER DESIGN — — —
-Job Referenceo� ptionaZ
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 2415:73:20 2008 Page 1
1816 —� 242-11 — 31-0-0
6-1-6
6-1-8 — — — 6-9--5---
— —
6x6 = Scale=1:49.3
3x6
4
37
5
W6
8-5-5
�— — �
15-6_0 —
—
23-1-2
8-5-5
7-0-11
—f ——
--—�
31-0-0
—-- — —
Plate Offsets X,
- ���L_0r-2-7,EdgeJl L:0-4-Q0-3-�_
— — —
7-7-2
—
7-10-14
LOADING (psf)
TCLL
--_
SPACING 2-0-0
=CSI
-—
35.0
TCDL 8.0
Plates IIncrease 1.15
Lumber Increase
TC 0.93
DEFL
Vert(LL)
in (loc) I/defl
0 .47 8-9 >788
Ud
240
I PLATES GRIP
BCLL 0.0
� Rep Stress Incr YESES
BC 0.99
WB 0.88
Vert(TL)
-0.83 8-9 >441
180
MT20 185/144
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Horz(TL)
0.49 7 n/a
n/a
— — — —
LUMBER
---
--
— —
—
Weight: 128 lb
TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING —
BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals.
WEBS 2 X 4 HF Stud'ExcepY BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
W8 2 X 6 SPF No.2 2-2-0 oc bracing: 7-8.
REACTIONS (Ib/size) 7=1558/0-5-8,11=1558/Mechanical WEBS 1 Row at midpt 3-10
Max Horz 11= 235(LC 3)
Max Uplift7= 293(LC 6), 11=-255(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2153/382, 2-3=-1921/406, 3-4=-3398/521, 4-5=-4700/882, 5-6=-4848/858, 6-7=-5188/903, 1-11=-1510/300
BOT CHORD 10-11=-85/229,9-10=-113/1795,8-9=-370/3607,7-8=-747/4632
WEBS 2-10= 475/230, 3-10-388/95, 3-9=-296/2327, 4-9=-825/337, 4-8=-299/1045, 6-8= 400/232, 1-10= 218/1755
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 Ib uplift at joint 7 and 255 Ib uplift at joint 11.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
I
Job- uss �TSru 71 �Y 1-
AKERVERDESIGN
-- —
lI
Summit Truss, St Anthony, ID, Mark Mangum Reference
-- —
Job Referenced optional
1 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:13:21 2008 Page 1
160. _ 7-58 13_212 1900 2516
+-- .-� _ 31-2-11 - 3800 - ,
6 0 594
1 7-5-5 5-9-4-9- -
6-1-6 6-1-6 6-9-5
Scale =1:63.2
3.4 41 6ab
Gab =
6.00 12
2x4 \� 12 V. -
6
3x6 :t�.� W1
6"s --
7-5-8
5 6-8 5-11-2
F— —� � —�-- 15-5-5
22-6-0
5-6-8 0-4-10 7-11-13
— —
—� 30-1-2
38-0-0
I
7-0-11
7-7-2
7-10-14
1-6-6
Plate Offsets
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
I
CSI
GS 0.93
DEFL in
DEFL)-0.4811-in
oc)
(loc) I/defl Ud
PLATES
GRIP
TCDL 8.0
BCLL 0.0
Lumber Increase 1.15
BC 0.98
Vert(TL) -0.86
>805 240
11-12
MT20
185/144
BCDL 8.0
Rep Stress Incr YES
Code IRC2006/TP12002
WB 0.87
Horc(TL) 0.49
n447 180
10 n/a n/a
_
(Matrix)
LUMBER—
Weight: 149 lb
TOP CHORD 2 X 4 SPF 165OF 1.5E
BRACING—
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied.
WEBS 2 X 4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Rnw at mlrlf
REACTIONS (Ib/size) 15=2431/0-5-8, 10=1556/0-5-8
Max Horz 15=163(LC 5)
Max Uplift 15=-645(LC 5), 10= 298(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3— 459/1091, 3-4 -2138/322, 4-5= 2011/345, 5-6— 1910/369, 6-7=-3390/539, 7-8_ 4694/899, 8-9=-4842 886, 9-10=-5182 921
BOT CHORD 2-15=-843/514, 1415=-39/277, 13-14= 46/296, 12-13= 50/1792, 11-12= 386/3599, 10-11= 763/4627
WEBS 3-14— 17/158, 3-13=-283/1694, 5-13=-438/210, 6-13=-334/72, 6-12=-303/2319, 7-12=-823/336, 7-11=-298/1040, 9-11= 398/231, 3-15=-2460/556
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL-4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 Ib uplift at joint 15 and 298 Ib uplift at joint 10.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
I"ob ---- -truss- Tn,T„Pe---- - -
7*�Qty Pfy I - NAKE RIVER DESIGN - - - - - - -- - - -
2412 E3 S
Summit Truss, St Anthony, ID, Mark Mangum - y - - !Job Reference(optional)
7.030 s Jan 3 2 08 MiTek Inustries, Inc. Mon Mar 24 15:13:21 2008 Page 1
F 1-6-0 75-8 _ 13-2-12 19-0-0
— L 25-1_6
1-6-0 7-5-8 — + 31-2-11 38-0-0
5-9-4 5-9-4 6-1-6 f— —
— --- �
6-1-6 6-9-5
Scale - 1:63.3
6.00 12
2x4 \\ T2
5
3x6 A
\\
4
4212 W9
3 \
1
W5 \\
T1
58
n 2 i 13
5x6 = 3:00 12
15 14
4x4 5,
6.=
6
`fl
W2 i2
3x8 -
Wt / 7
x6
N \/ 3 W4
8
M '
7-5-8
5-0-0 5-11-2
f-�-F�----
155=5
22-6-0
5-0-0 0 11 2
_- --------
7-11-13
30-1-2
--- I-
38-0-0
---
7-0-11
7 -7-2
- - - -
1-6-6
Plate
7-10-14
—Oset�,Y —0EEL0- ,e,10:_0--14,Edc
1—L:0_C4-0,0-31-41,-L12.0-4-U-3-10L—
---
- -
LOADING (psf)-
TCLL 35.0
TCDL 8.0
SPACING 2-0-0
Plates Increase 1.15
-_
CSI
TC 0.94
-
(loc) I/defl Ud PLATES
T
---------
GRIP
._____-
DEFL in
Vert(LL)
BCLL 0.0
Lumberincrease 1,15
BC 0.71
-0.4911-12
Vert(TL)
>806 240
MT20
185/144
BCDL 8.0
Rep Stress Incr YES
Code IRC2006/TP12002
WB 1.00
-0.8811-12
Horz(TL) 0.49
>447 180
10
-
-- -- --
(Matrix)
n/a n/a
LUMBER
-
--
_ _ ----
Weight: 150 Ib
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
_ - --
- -- - - - - --
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
TOP CHORD
Structural wood sheathing directly applied.
B4 2 X 4 SPF 2100F 1.8E
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2 X 4 HF Stud
WEBS
1 Row at micipt 6-13
REACTIONS (Ib/size) 15=2389/0-5-8, 10=1598/0-5-8
Max Horz 15=163(LC 5)
Max Upliftl5=-621(LC 5), 10= 303(LC 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3=-44811072, 3-4=-2319/347, 4-5=-2193/369, 5-6=-2091/393, 6-7=-3567/563, 7-8=-4856/921, 8-9=-5004/908,
BOT CHORD 2-15=-827/504,14-15=-49/483, 13-14- 56/512, 12-13=-83/1914, 11-12=-408/3759, 10-11- 782/4771 9-10=-5342/942
-13=-439/211, 6-13= 286/123, 6-12=-314/2396, 7-12=-821/335, 7-11= 296/1031, 9-11=-392/230, 3-15=-2581/596
WEBS 3-14=-80/129, 3-13=-235/1512, 5
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 Ib uplift at joint 15 and 303 Ib uplift at joint 10.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1,
LOAD CASE(S) Standard
Job Truss——"T—r-j- _
e �ty Ply TV-, NAKE RIVER DESIGN - - - - -
�Surn Truss, St Anthony, ID, E4 SF 1 A
2412
1
ark Mangum 1Job Reference_(optional)
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 2415:13:222008 2008 Page 1
F
1-6-00, 7-5-8 19 0 25-1-6
— �— 13212 0
—� — �— 31-2-11 _-- 3— _38-0-0
1-6-0 7-5-8 5-9-4 5-9-4 6-1-6
6-1-6 6-9-5
Scale -1:63.2
1 2 ,3 —
4*
5-11-2
r 5-11-2
3x4 115* —
7-5-8
644F0 ♦ 15-5 5 22 6-0
— — 30-1-2
0-4-14 —�
7-11-13 7-0-11 7-7-2
38-0-0
7-10-14
5E -
1-1-8
Plate Offsets�Y32:0-3-14,0-1-12 , 10:0-2-6,Ed e , 11:0-2-12,Ed
LOADING (psf) SPACING 2-0-0
TCLL 35.0
_
CSI
DEFL
in (loc)
I/dell
Plates Increase 1.15
TCDL 8.0 Lumber Increase 1.15
TC 0.88
Vert(LL)
0.44 11-12
>845
L/d PLATES GRIP
240 MT20 185/144
BCLL 0.0 Rep Stress Incr YES
BCDL 8.0 Re
Code IRC2006(fP12002
BC 0.95
WB 0.83
Vert(TL)
Horz(TL)
-0.8011-12
0.45 10
>468
n/a
180 i
n/a
—
J
(Matrix)
—
LUMBER
-
Weight: 149 lb
TOP CHORD 2 X 4 SPF 1650F 1.5E ACING
BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins.
WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 6-13
REACTIONS (Ib/size) 15=2496/0-5-8, 10=1491/0-5-8
Max Horz 15=163(LC 5)
Max Uplift l5=-681(LC 5), 10= 289(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-, 2-3=-473/110$ 3-4- 84, 4-5= 1730/307, 5-6= 1629/331, 6-7=-3114/502, 7-8=-4432864, 8-9=-4580/840, 9-10= 4921/885
BOT CHORD 2-15=-857/525,14-15=-473/303,13-14=-500/324,12-13=0/1603 , 11-12- 352 3347, 10-11 _ 730/4389
WEBS 3-14=0/175, 3-13- 358/1975, 5-13=-436/210, 6-13= 428/80, 6-12= 286/2197, 7-12=-825/337, 7-11=-300/1045, 9-11=-400/232, 3-15=-2279/456
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 Ib uplift at joint 15 and 289 Ib uplift at joint 10.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
'Job
2412 E5
�Trtpe
22-6-0
-
'Qty Ply
—
Yl1�NAKE RIVER DESIGN- -- — — — — -
_
;SI .�
30-1-2
-- -
2
[Rate -offsets ( ,Y�L
7-0-11
Summit Truss, St Anthony, ID, Mark Mangum
L Code--
—
----
--
- ---
— JJob Reference (oRtionaL_
10-14
�LOADING (psf)
TCLL 35.0
SPACING 2-0-0
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 2415:13:23 2008 Page i
7-5-8
—
13-2-12
-- +
19-0-0 25-1-6
31-2-11
1-6-0 7-5-8
5-9-4
5-9-4
+ 38-0-0
— �-- {
in
Vert(LL) 0.4111-12
(loc)/defl L/d
>896 240
6-1-6
6-1-6 6-9-5
SW=1:632
6.6 =
10
5>e :-
7-0 0
r -- --7-5T8-
15-5-5
22-6-0
I 0-0
30-1-2
-- -
---
-7
[Rate -offsets ( ,Y�L
7-0-11
7-7-2O-2-100-8110:02Q�eL[1102-12Edg1L40-3-0,0_2--2L
-
----
--
- ---
10-14
�LOADING (psf)
TCLL 35.0
SPACING 2-0-0
CSI
DEFL
_- _ - - -
- - - - - -
TCDL 8.0
Plates Increase 1.15
Lumber Increase 1.15
TC 0.82
in
Vert(LL) 0.4111-12
(loc)/defl L/d
>896 240
PLATES
GRIP
BCLL 0.0
BCDL
Rep Stress Incr YES
BC 0.90
WB u5
Vert(TL) -0.73
11-12 >495 180
MT20
185/144
8.0
Code IRC2006TPI2002
L
(Matrix)
Horz(TL) 0.41
10 n/a n/a
-Code -
BER
�TOP
�-
----
--
Weight: 145 lb
CHORD 2 X 4 SPF 165OF 1.5E
BRACING
- - ---- -----
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 HF Stud
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) 14=2571/0-5-8,
WEBS
1 Row at midpt 6-13
10=1416/0-5-8
Max Horz 14=163(LC 5)
Max Uplift14=-723(LC 5), 10= 279(LC 6)
FORCES (lb) - Maximum Compressi0n/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-513/1149,3-4=-1526/239 , 4-5=-1398/262, 5-6=-1298/286, 6-7. 2797/458, 7-8=_4131/823, 8-9=-4279799,
BOT CHORD 2-14- 891/559, 13-14- 1021/445, 12-13=0/1383, 11-12_ 312/3057, 10-11=-693/4118 9-10=-4623/844
WEBS 3-14=-2155/588, 3-13=-417/2268, 5-13=Z434/207, 6-13=-622/96, 6-12=-268/2063, 7-12=-827/337, 7-11=-303/i 053, 9-11=-405/233
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=2511; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 723 Ib uplift at joint 14 and 279 Ib uplift at joint 10.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job - -Truss - - -Tru e - - -
p Qty Ply -Y NAKE RIVER DESIGN —
2412 E6 M� JEEN 7 1
1 Summit Truss, St An3hony, ID, Mark Mangum - ` — - - - - - - - - - - - - 1Job ReferenceAo 3�fional
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 24 15:13:23 2008 Page 1
3 — f
5-10- 12-0-0 �— —-18-1_13 _ 24-3-11
�. —31--0-0
5-10-3 6-1-13—
6 1-13 6-1-13 6-8-5
2.4 11 3 S =
W2
5x _
3
10
3xd _
T2
3x4
4
4x4
\ , 5
W2 V Acm3 2%4
W5
—R2. -
9 8
3x4 = 3x4 =
T3
Scale=,:48.2
2-9-4 0 12_0-
— — —
21-2-12
2-9-4 9-2-12
31-0-0
-- — I
Plate Offsets -3 0,0-1-8J �0 2 0 EdpeL[70-1-11,Ed4el
9-2-12
9-9-4
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSI
TC
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCDL 8.0
BCLL
Lumber Increase 1.15
0.56
BC 0.65
Vert(LL) -0.18
Vert(TL) -0.46
7-8 >999 240
7-8 180
MT20 185/144
0.0
BCDL 8.0
Rep Stress Incr YES
Code IRC2006/TP12002
WB 0.44
(Matrix)
Horz(TL) 0.09
>793
7 n/a n/a
--—
--.T
Weight: 136 lb
LUMBER
—
— --
— —
-
TOP CHORD 2 X 4 SPF 165OF 1.5E
BRACING
--—
BOT CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD
Structural wood sheathing directly applied or 3-4-15 oc purlins, except end verticals.
WEBS 2 X 4 HF Stud "Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
W6 2 X 4 SPF 165OF 1.5E
WEBS
1 Row at midpt 2-11, 2-10,4-10
REACTIONS (Ib/size) 12=1562/0-5-8,7=1562/0-5-8
Max Horz 12=-231 (LC 3)
Max Uplift -I2- 257(LC 5), 7=-294(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-938/205, 2-3= 1493/371, 3-4=-1492/354, 4-5=-2307/504, 5-6=-2458/479, 6-7= 2830/548, 1-12-1551/242
BOT CHORD 11-12=-86/192, 10-11= 161/1152, 9-10=-188/1830, 8-9= 188/1830, 7-8=-406/2434
WEBS 1-11- 117/1175, 2-11- 939/192, 2-10=-122/294, 3-10= 152/693, 4-10= 896/317, 4-8=-106/599, 6-8= 504/249
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL-4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right expose(
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for al 0.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 Ib uplift at joint 12 and 294 Ib uplift at joint 7.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
2412
uss —
JE
�—
�Tr i\Pe
M ,U EEN
Qty
12
Ply
— —
YNAKE RIVER DESIGN — —
Summit Truss, St Anthony, ID, Mark
—
--
�
Plate Offsets X, —_—
�Y)�1:0-3-0,0-1-8]�:0_2QEdg��t)-1-111,Edgel
1
Job Reference
Mangum
o fi�ionalL
7.030 s Jan 3 2008 MiTek In—
dustries, Inc. Mon Mar 2415:1324 2008 Page 1
5-10-3 ___1 t----
——�
18-1-13 —
24-3-11 31-0-0
5-10-3
6 10 3
6-1-13
—
F 32-6-0
TCDL 8.0
5.6 —
BC 0.58
6-1-13 6-8-5 1-6-0
scale =1:5,.3
T2
3.4
4
4x4
W2 W2 \� W3 _ 2.4
WS
-- - -- \4
10
3M = 9 F1
3x4 = 3.4— 5x6 =
E
2-9-4 12-0-0
� —
21-2-12
2-9-4 9-2-12
�— --
—
—
_ 31.0_0
-- ——
Plate Offsets X, —_—
�Y)�1:0-3-0,0-1-8]�:0_2QEdg��t)-1-111,Edgel
—
9-2-12
—
9-9-4
— ——--—-
_
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSI
TC 0.52
DEFL in
in
oc)
(loc) I/defl Ud
PLATES GRIP
TCDL 8.0
Lumber Increase 1.15
BC 0.58
0.18
>999 240
MT20 185/144
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Vert(TL) -0.45
7-9 >999 180
BCDL 8.0
—
Code IRC2006/TP12002
(Matrix)
Horz(TL) 0.09
7 n a n/a
— -- —
LUMBER
— —
— —-
—
Weight: 1381b
TOP CHORD 2 X4 SPF 1650F 1.5E
BRACING
-- ——
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS *Except`
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals.
2 X 4 HF Stud
Rigid ceiling directly applied or 10-0-0 oc bracing.
W6 2 X 4 SPF 1650E 1,5E
WEBS
1 Row at micipt 2-11,4-11
REACTIONS (Ib/size) 13=1557/0-5-8,7=1721/0-5-8
Max Horz 13— 246(LC 3)
Max Uplift 13=-256(LC 5), 7— 385(LC 6)
FORCES (lb) - Maximum CompressiOn/Maximum Tension
TOP CHORD 1-2=-935/205, 2-3= 1487/367, 3-4_ 1487/350, 45=-2278/484, 5-6=-2429/470, 6-7=-2821/525, 7-8=0/59, 1-13=-1546/241
BOT CHORD 12-13— 64/212, 11-12=-143/1148, 10-11=-159/1816, 9-10=-159/1816, 7-9=-338/2398
WEBS 1-1 2=-114 11 70, 2-12=-937/191, 2-11 122 292, 3-11. 150/689, 411=-885/309, 4-9= 88/573, 6-9=-486/237
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL-4.8psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 Ib uplift at joint 13 and 385 Ib uplift at joint 7.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
JobTruss IGr,'
,�jipe
2412 EG \
Summit Truss, St Anthony, D, Mark Mangum
12-0-0
12-0-0
6 8
6.00 F12 h
5 I 9
ILT2
a TT to
g � 3xa
'T 12
2 T T
T I 3
L
1 � f
Iln T3 tr�14
[1 T u
,
T Iu 15
a N, 16
3x4 = 3.4
- - - - -
Qty -FPIY
- -
-
Y�NAKE RIVER DESIGN
31-0-0
LOADING (psf)
TCLL 35.0
SPACING
Plates Increase
2-0-0
CSI
Job Reference (optional
Det it
TCDL 8.0
_
7.030 s Jan 3 2008 MiTek Industries,
-Inc. Mon Mar 24 15:7325 2008 Page 1
31-0-0
- - 32-6-0,
- -
Vert(LL) -0.02
19-0-0
1-6-0
1.15
YES
scale -1:510
6 8
6.00 F12 h
5 I 9
ILT2
a TT to
g � 3xa
'T 12
2 T T
T I 3
L
1 � f
Iln T3 tr�14
[1 T u
,
T Iu 15
a N, 16
3x4 = 3.4
- - - - -
-
- -
-
31-0-0
31-0-0
LOADING (psf)
TCLL 35.0
SPACING
Plates Increase
2-0-0
CSI
Det it
TCDL 8.0
1.15
TC 0.20
Vert(LL) -0.02
BC LL0,0
Lumber Increase
Rep Stress Incr
1.15
YES
i
BC 0.07
Vert(TL) -0.02
BCDL_ 8.0
Code IRC2006/TPI2002
WB 0.20
(Matrix)
Horz(TL) 0.01
-
-
-�
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BRACING
BOT CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
WEBS 2 X 4 SPF 1650F 1.5E
BOT CHORD
OTHERS 2 X 4 HF Stud
WEBS
(loc) I/defl Ud PLATES GRIP
18 n/r 180 MT20 185/144
18 n/r 80
17 n/a n/a
Weight: 173 Ib
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 7-28, 6-29,8-27
M
REACTIONS (113/size) 34=92/31-0-0, 17=309/31-0-0, 28=198/31-0-0, 29=204/31-0-0, 30=204/31-0-0, 31=204/31-0-0, 32=206/31-0-0, 33=201/31-0-0, 27=204/31-0-0, 25=204/31-0-0, 24=204/31-0-0,
23=204/31-0-0, 22=203/31-0-0, 21=207/31-0-0, 20=191/31-0-0, 19=248/31-0-0
Max Horz 34=-246(LC 3)
Max Uplift34= 40(LC 6), 17=-74(LC 4), 29= 45(LC 5), 30=-73(LC 5), 31=-66(LC 5), 32=-60(LC 5), 33=-89(LC 5), 27. 51(LC 6), 25=-71(LC 6), 24=-65(LC 6), 23= 66(LC 6), 22.66(LC 6), 21=-64(LC
6), 20=-72(LC 6), 19--56(LC 6)
Max Grav34=92(LC 1), 17=309(LC 1), 28=198(LC 5), 29=210(LC 9), 30=204(LC 1), 31=204(LC 9), 32=206(LC 1), 33=203(LC 9), 27=211(LC 10), 25=204(LC 1), 24=204(LC 1), 23=204(LC 10),
22=203(LC 1), 21=207(LC 10), 20=191(LC 10), 19=248(LC 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-39/70, 2-3=-45/106, 3-4=-45/153, 4-5=-45/199, 5-6=-45/248, 6-7=-47/286, 7-8=-45/292, B-9=-45/269, 9-10=-45/234, 10-11= 48/202,
11-12=-69/170, 12-13=-77/166,13-14=-1 05/138, 14-15=-134/120, 15-16=-1 61/105, 16-17=-200/94, 17-18=0/58, 1-34=-75/56
BOT CHORD 33-34=-44/228, 32-33=-44/228, 31-32=-44/228, 30-31=-44/228, 29-30=-44/228, 28-29=-44/228, 27-28=-44/228, 26-27=-44/228, 25-26=-44/228,
WEBS 7285-1 9/0,6-2 9=21 78/65/25-30=-1 72/92,/4-31 172/843-32=-1 073/86,33$174/8, 2728 9/7099.44/2282/91, 10-24=-17284, 11-23=-1 7285,
13-22=-171/85, 14-21=-175/85, 15-20=-159/83, 16-19=-213/96
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed
; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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 Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable -n . --1 at 2-0-0 ...
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 34, 74 Ib uplift at joint 17, 45 Ib uplift at joint 29, 73 Ib
uplift at joint 30, 66 Ib uplift at joint 31, 60 Ib uplift at joint 32, 89 Ib uplift at joint 33, 51 Ib uplift at joint 27, 71 Ib uplift at joint 25, 65 Ib uplift at joint 24, 66 Ib uplift at
joint 23, 66 Ib uplift at joint 22, 64 Ib uplift at joint 21, 72 Ib uplift at joint 20 and 56 Ib uplift at joint 19.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
....... -- ------------
08 00165
83 ' 7th S -Beck
a!a�am
AlR
SALES PRESENTATION ORANpw0 1
NO aVugVral or deTanbt.. Ghaik Ilea bJJn mJM wile qla tlYa{pn NOTE'.
tlrJwings of tna eulldmq, mJnNon PurcnaaJr ie to cheek and ALL 1"
EASUREMEN7S
approve ali djmensions, garBntVVes, loads, Jno de4As earatuVy TO
BE
VERIFIED
YNic tlravbnp hos not t»en cheekoo W poise EnpbnNnrp. IN THE FIELD.