HomeMy WebLinkAboutTrussFab.6181 !'4OAD 335
NEW CASTL1, CO 81647
(970) 984-2336 Fax: (970) 984-3533
Project: 4412 COUNTY RD 154
Model: JEFF YOST 379-6373
Contact:
Site:
Block No:
Lot No:
To:
BUILDERS FIRSTSOUR.CE
38005HWY82
ASPEN, CO 81611
Office:
Name:
Phone:
Fax:
ANDREW
(970) 925-4262
(970) 925-6059
Deliver To:
4412 COUNTY RD 154
Reaction
Job Number:
Page:
Date:
8776
1
10/23/19 10:23:24
Account No: 000000007
Designer:
Estimator:
Salesperson: TROY H. KELLEY
Quole Number.
P.O. Number:
QIY:
Truss Id:
Span: Truss Type: Slope
Reactions:
7
A
89 Ibe. each
17-06-00
2X6/2 X4
COMMON
4,00
Joint H Joint K
1204.78 1204.78
-160.93 -109.93
-GAB
56 lbs. each
17-06-00
2X412X4
2X6 DROP
4.00
Joint J Joint I( JoInl L Joint M Joint N
306.60 , 837.58 630.20 639.18 386.44
-35.01 -88.00 -58.43 -64,69
:.: ; "{6f�,`
t1;
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Jf �'
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Oft' • k " - —cel -fin
Job
8776
Truss
A
Truss Type
COMMON
Qty
7
s Feb 28
Ply r-
1
2016
4412.q UMTY RD 164 ' s"V
"•
04,
Job Reference (opllonal) - �`�
MITak Industries, Inc. Wad Oct 23 10:20:39 2019 9ffl21i
iv/ isPAf min
MAW r:aslra- r:C) 811347. Thad Greens 8.000
1-6-�"1-2
1 1.6.0
3x4 11
3-6-7
3.8-7
4.00 12
3x6
C
ID:LsSNWlrrrng8179TEthwNWPO.X6-ROeJ ATIMAJOYaW arxxl.7904
8-9-0 t 13-11-9 I 17-8-0
5-2-9 6-2-9 3.8-7
6x6
D
3x6
E
CYQGA8yQ'
`19-0-0
I 1-6-0
Scala = 1:33.
3x4 11
F
K
3x6
0.1-2
1
J
3x6
8-9-0
8-9-0
I
3x8 =
132
H
3x6
9-1-2
17-6-0
8-9-0
LOADING (psi)
TCLL 40.0
(Roof Snow=40.0)
TCOL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code IRC2015/TP12014
CSI.
TC 0.39
BC 0.38
WB 0.68
(Matrix)
LUMBER -
TOP CHORD 2x6 DF 2100F 1,8E
BOT CHORD 2x4 SPF 2100E 1.8E
WEBS 2x4 WW Stud
DEFL,
Vert(LL)
Vorl (CT)
Iforr.(01)
Wind(LL)
BRACING -
TOP CHORD
BOT CHORD
In
-0.09
-0.18
0.03
0,01
(iH I
H -I
H
1/den
>999
>999
n/a
>999
L/d
360
180
n/a
240
1
PLATES GRIP
MT20 169/123
Weight: 89 Ib FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance wlih Stabilizer Installation guide.
REACTIONS, (Ib/size) K=120410-5-8, H=1204/0-5-8
Max Herz K=76(LC 13)
Max UpliftK=-170(L0 14), H--170(LC 14)
Max GravK=1205(LC 19), H=1205(LC 20)
FORCES. (lb) - Maximum Compresston/Maximum Tension •
TOP CHORD A -B=0/98, B -L=-182/24, C -L--163/33, C -M=-1343/178, D -M=-1261/188, D -N=-1261/188, E -N=-1343/178
, E-0=-163/33, F-0=-182/24, F -G=0/98, B -K=-430/177, F -H=-430/178
BOT CHORD J -K--179/1260, 1-J=-179/1260, H-1=-142/1260
WEBS C-1=-2051198, D-1=0/312, E -I=-205/198, C -K=-1376/218, E -H=-1376/219
NOTES -
1) Wind: ASCE 7-10; VulI=115mph (3 -second gust) Vasd=9l mph; TCDL=5.0psr; BCDL=5.0psf; h=25ft; Ba46fi; L=24f1;
eave=ort; Cat. 11; Exp 0; enclosed; MWFRS (directional) end C -C Exterlor(2)-1-6-14 to 1-5-2, Interlor(i)1-5 1-6-2 to 8-9-0,
Exterior(2)13-9-0 to 11-9.0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces .& MWFRS for reactions shown; Lumber t OL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=40,0 psf (flat roof snow); Category 11; Exp 0; Fully Exp.; C1= 1
3) Unbalanced snow loads have bean considered for Ihls design,
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 limes flat roof load of 40.0 psf on
overhangs non -concurrent with other live toads.
6) This truss has been designed fora 10,0 psf bottom chord live load nonconcurrent wllh any other five loads.
6) This truss has bean designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2.0.0 wide will fit between the bottom chord and any olhor members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at Joint K and
170 lb uplift at joint H.
8) This truss fs designed In accordance with the 2015 International Rosidentlal Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
9) "Seml-rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of This truss.
LOAD CASE(S) Standard
Job
Truss
Truss Type
City
TPIy
4412 COUNTY RD 164
"Nf67
8776
A -GAB
2X8 DROP
2
1'�
Job Reference (opllonal)
TRUSFAB. INC., New Castle. CO 81647. Thad Greene
8.000 s Feb 262018 Wets industries. Inc. Wed Oct 23 10:20:40 2019 Per
0.1-2
8-9.0
8-9-0
4.00 12
1.5x4 II
1.5x4 11 C
BT
1.5X4 11
InicS74VmWmg9179TEchKilicl2PRXeiIC0eWser107r2 FrT2ArnUYINNIIeYTnIRC9p1ay(]Y
17-0-0
8-9-0
4x6 =
1.6x4 II
W 1.6x4 11
0
1.5x4 II
H
Scale = 1:31.1
linViliinlivalk i AMA& i.i;4 & i*i 41714741 iTiYi i dirt ETISrii i'Vgr Y
8 R Q P 0
3x8 II 1.5x4 11 3x4 =
1.5x4 II 1.5x4 II
9-1-2
N
M
L
K
1.5x4 11 1,6x4 11 1.6x4 11 1.6x4 1 !
17-6.0
17.6-0
Plate Offsets (X,Y)-- [J:0.4-4,0.1.8], [S:0-4-4,0-1-8]
LOADING (psf)
TOLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BOLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SPF 2100F 1,8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 WW Stud
OTHERS 2x4 WW Stud
SPACING- 4-0-0
Plata Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code IRC2015frP12014
CSI.
TC 0.23
BC 0.06
WB 0.21
(Matrix)
DEFL. In (loo) I/defl
Vert(LL) n/a - nla
Vert(CT) nla - n/a
Horz(CT) 0,00 J n/a
BRACING -
TOP CHORD
BOT CHORD
J
3x8 11
Ltd
999
999
n/a
PLATES GRIP
MT20 169/123
Weight: 66 Ib FTC 20%
2-0-0 oc purlins (6.0.0 max.), except end verticals
(Switched from sheeted: Spacing > 2-0-0).
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) S=307/17-6-0, J=307117-6-0, N=386117-6.0, 0=510/17-6-0, Q=433/17-6-0, R=622/17-6-0, M=510/17-6-0, L=433/17-6-0,
K=622/17-6-0
Max HerzS=110(LC 13)
Max Up!IftS=-35(LC 14), J=-35(LC 14), 0=-65(LC 14), Q=-56(LC 14), R= -87(1C 14), M=-65(LC 14), L=-56(LC 14), K=-87(LC 14)
Max GravS 07(LC 1), J=307(LC 1), N=386(LC 1), 0=639(LC 18), Q=530(LC 18), R=638(LC 18), M=639(LC 19), L=530(LC 19), K=638(LC'
19)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A -B=-162/84, B -T=-160/188, T -U=-1351189, C -U=-701199, C -V=-147/247, D -V=-98/254, D -E=-159/318,
E -F=-159/309, F -W=-98/244, G -W=-147/237, G -X=-711190, X -Y=-135/180, H -Y=-1601178, H -I=-161174,
A -S=-261/167, I -J=-261/163
BOT CHORD R -S=-31/99, Q -R=-31199, P -Q=-31/99, 0-P=-31/99, N-0=-31/99, M -N=-31/99, L -M=-31/99, K -L=-31/99,
J -K=-31/99
WEBS E -N=-308/0, D-0=-557/280, C -Q=-460/155, B -R' -529/325, F -M=-557/279, G -L=-460!156, H -K=-529/327
NOTES -
1) Wlnd: ASCE 7-10; Vull=l15mph (3 -second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=25fl; B=45f1; L=24ft;
eave=211; Cat, II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to
6-9-0, Corner(3) 8.9.01011-9-0 zone; cantllever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL. -A.33
2) Truss designed for wind loads In tho plane of the truss only. For studs exposed to wind (normal to the face), see
Standard Industry Gable End Details as applicable, or consult qualified bulidtng designer as perANSITrPI 1.
3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (I,e. diagonal web).
7) Gable studs spaced at 2-0-0 oc,
8) Thls truss has been designed for a 10.0 psf bottom chord lfve load nonconcurrent with any other live toads.
9) `This truss has bean designed for a live Toad of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tali by
2-0-0 wide will fit between the bottom chord and any other members.
Continued on
a
e2
Job
8776
Truss
A -GAS
Truss Type
2X8 DROP
Lily
2
Ply
1
TRUSFAS, INC., New Castle, CO 81647, Thad Greene
4412 COUNTY RD 154 - l)
Job Reference {optional'
8.0006 Feb 28 2016 MITok industries, Inc. Wed Oct 2310:20:40 2018 Pa. _'.2
IO;LcS741Mwmg91797Ecto,Nrs42 r]X6-uCc5WsgdeTr2iFn7AniUYMNIreY7nlRcoplay4Y
NOTES -
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at Joint S, 35 Ib uplift et joint J, 65 lb uplift at Joint
0, 56 lb uplift at joint Q, 87 Ib uplift al joint R, 65 lb uplift at Jolnl M, 56 lb uplift el joint L and 87 Ib uplift at joint 1t.
11) This truss Is designed In accordance with the 2015 International Residenilal Code sections R602.11.1 and R802.10,2 and referenced standard
ANSI/TPI 1.
12) "Sarni -rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this Ifuss.
13) Graphical purlin represeniallon does not depict lha size or the orientation of the puffin along the top and/or bottom chord.
LOAD CASE(S) Standard