HomeMy WebLinkAboutB12-0385 Revision Trusses1
TOWN OF
Department of Community Development
75 South Frontage Road
Vail, CO 81657
Tel: 970.479.2128
www.vailgov.com
Development Review Coordinator
TRANSMITTAL FORM
Use this form when submitting additional information for planning applications or building permits.
This form is also used for requesting a revision to building permits. A two hour minimum building review
fee of $110 will be charged upon reissuance of the permit.
Application /Permit #(s) information applies
to:
,(2 -03g <
Project Street Address:
Attention:
C) Revisions
Response to Correction Letter
F1 attached copy of correction letter
Q Deferred S mittal
O —Other mss
2 Sol 5� uw b�ire-
(Number) (Street) (Suite #)
Building /Complex Name: Description of Transmittal/ List of Changes, Items Attached:
Applicant Information
(architect, contractor, owner /owner's rep)
Contact Name: D �.e_ ADq,+-US
Address: 1 U Z 3 Z 3 F
City — Stater Zip: Za
Contact Name:. (use additional sheet if necessary)
Contact Phone: G % Building Permits:
/ Oa mss, vim-- Revised ADDITIONAL Valuations (Labor & Materials)
Contact E -Mail: � cle q'ccJGC v (DO NOT include original valuation)
I hereby acknowledge that I have read this application, filled out Building:
in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to Plumbing:
comply with the information and plot plan, to comply with all Town
ordinances and state laws, and to build this structure according Electrical:
to the town's zoning and subdivision codes, design review ap-
proved, International Building and Residential Codes and other Mechanical:
ordinances of the Tow app�lic9able thereto.
X /21,1V V –C��_ Total:
Owner /Owner's Representative Signature (Required)
For Office Use Only:
Fee Paid:
Received From:
Cash
CC: Visa / MC Last 4 CC #
Authorization #
Check #
exp. date:
Date Received:
$0
JUL 2 g 1013
TOWN OF VAIL
mm
W1 0
MiTek a
Re: Bv04001 -13
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676 -1900
Fax 916/676 -1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Alpine Truss - Montrose, CO.
Pages or sheets covered by this seal: R36217342 thru R36217357
My license renewal date for the state of Colorado is October 31, 2013.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
e.•••.....,., IN
s
Vim;'• �R S. T/ •• `o
• 401.30 •
r April 9,2013
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI 1.
Job
Truss
Truss Type
Qty
Ply
4 -2 -2 4 -3 -2 5 -0 -5 41
Plate Offsets (X,Y):
[3:0- 4- 0,0 -4 -8], [5:0- 3- 0,0 -5 -0], [8:Edge,0- 4 -11], [10:0- 4- 0,0 -4 -8], [12:0-
0 -0,0- 3-13], [17:0 -3- 12,0 -3 -0], [18:0-3-8, Edge], [19:0- 6- 12,Edge], [21:0 -2 -12
,Edge], [22:0-3-8,0-2-01,[23: Edge 0 -9 -121
R36217342
BV04001 -13
Al
CALIFORNIATRUSS
6
1
(Roof Snow =80.0)
cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
Plates Increase 1.00
TC 0.86
Vert(LL) -0.20 21 -22 >999 360
MT20 118/123
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 11:50:15 2013 Page 1
I D:GpzzYl6ioiAHwO F BGDJO WYyHwKb -Q FJ N9KI Hwc6cjKMiQOtQpVgjogKV5 ?Xnh4cn mnzSm2M
-2 -0 -0 6d -15 1281 18 -7-13 24 -9-0 28 -116 33 -21 33 -4 38-2 -13 42 -11 -7 47 -111 50-111
2 -0-0 6 -4 -15 6 -1 -7 6 -1 -7 6 -1 -7 4 -2 -2 4 -3-2 0.- 2 4 -8 -9 5 -04 3 -0 -0
stye =1 ae.7
e.e
300 12
FORCES (lb) -Max. Comp. /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2 -3 =- 3451/0, 3-4 =- 2382/3, 4 -5 =- 486/170, 5 -24= 0/1858, 6 -24= 0/2095, 6 -7 =- 311/521,
7 -8 =- 1214/121, 8-9=-1886/122,9-10=-3020/74,10-25=-3502/10,11-25=-3663/0,
6 +16 1288 18 -7 -13 24 -9�
28 -118 33 -21 38 -2 -13 42-11 -7 47 -111
6J -16 6 -1 -7 6 -1 -7 6 -1 -7
4 -2 -2 4 -3 -2 5 -0 -5 41
Plate Offsets (X,Y):
[3:0- 4- 0,0 -4 -8], [5:0- 3- 0,0 -5 -0], [8:Edge,0- 4 -11], [10:0- 4- 0,0 -4 -8], [12:0-
0 -0,0- 3-13], [17:0 -3- 12,0 -3 -0], [18:0-3-8, Edge], [19:0- 6- 12,Edge], [21:0 -2 -12
,Edge], [22:0-3-8,0-2-01,[23: Edge 0 -9 -121
LOADING (psf)
TCLL 80 0
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
(Roof Snow =80.0)
cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
Plates Increase 1.00
TC 0.86
Vert(LL) -0.20 21 -22 >999 360
MT20 118/123
TCDL
10.0
Lumber Increase 1.00
BC 0.78
Vert(TL) -0.29 21 -22 >999 180
MT16 99/109
BCLL
0.0
Rep Stress Incr YES
WB 0.73
Horz(TL) 0.08 12 n/a n/a
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
BCDL
10.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.03 21 -22 >999 240
Weight: 294 lb FT = 0%
LUMBER
referenced standard ANSI/TPI 1.
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E `Except`
TOP CHORD Structural wood sheathing directly applied or 4 -2 -6 oc purlins,
/ONAk- �N6
10 -13: 1.5X5.5 Microllam LVL 2.0E TG
except end verticals.
BOT CHORD
2x4 SPF -S 1650F 1.5E `Except`
BOT CHORD Rigid ceiling directly applied or 4 -11-6 oc bracing. Except:
8 -16: 2x6 SPF -S 1650F 1.5E
1 Row at midpt 8 -17
WEBS
2x4 SPF -S 165OF 1.5E *Except'
WEBS 1 Row at midpt 4 -20, 5 -19, 6 -19, 7 -18, 9 -17
2 -23: 2x6 SPF -S 1650F 1.5E
MiTek recommends that Stabilizers and required cross
SLIDER
Right 2x6 SPF -S 1650F 1.5E 2 -11-4
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS
(lb /size) 23= 2307/0 -5 -8 (min. 0 -3 -6), 12= 2329/0 -5 -8 (min. 0- 4 -14), 19= 5973/0 -5 -8 (req. 0 -8 -12) ,
Max Horz 23= 158(LC 6)
Max Uplift 23= -29(LC 5), 12= -77(LC 8)
Max Grav 23= 2349(LC 2), 12= 3387(LC 3), 19= 6083(LC 2)
FORCES (lb) -Max. Comp. /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2 -3 =- 3451/0, 3-4 =- 2382/3, 4 -5 =- 486/170, 5 -24= 0/1858, 6 -24= 0/2095, 6 -7 =- 311/521,
7 -8 =- 1214/121, 8-9=-1886/122,9-10=-3020/74,10-25=-3502/10,11-25=-3663/0,
11 -12 =- 3950/0, 12-13=0/493,2-23=-2263/66
BOT CHORD 22- 23=- 504/539, 21- 22= 0/3208, 20- 21=- 0/2191, 19 -20 =- 125/322, 18 -19 =- 1907/22,
118-26=409/252,117-26=409/252, 8- 17=- 572/128, 14- 15=- 80/2849, 12 -14 =- 80/2850
WEBS 3 -22 =- 322/129, 3 -21 =- 1128/0, 4 -21= 0/571, 4 -20 =- 2237/0, 5 -20= 0/1342, 5-19 =- 2882/0,
6-19 =- 3996/0, 6-18= 0/2951, 7 -18 =- 2397/0, 7 -17= 0/1896, 9- 15= -40/272, 2- 22= 0/2689,
10 -15 =- 820/215,15 -17= 0/2064,9 -17 =- 1682/50
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust); TCDL= 6.Opsf, BCDL= 6.Opsf, h =25ft; Cat. II; Exp B; enclosed; MWFRS (low- rise),
cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category II; Exp B. Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
NO L/ce,
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
�� C/Ijs
non - concurrent with other live loads.
•••••••
.• S •.
• T
5) All plates are MT20 plates unless otherwise indicated.
V �rP /�•.•
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
7) This truss has been designed for a live load of 21 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 other members, with BCDL = 10.Opsf.
• 0
8) WARNING: Required bearing size atjoint(s) 19 greater than input bearing size.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 12.
• : Q
10) 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.
• ` \��
ss
LOAD CASE(S) Standard
/ONAk- �N6
April 9,2013
A WARNING - Verify design parameters aaad READ NOTES ON THIS AND INCLUDED AnEK REFERRIYCS PACE 1101- 747.3 BEFORE USE.
Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
H S cult— Pine tSP) lumber is spe ilr d the design values are those etrective 06101/2613 by AtSC
Job
Truss
Truss Type
Qty
Ply
8- 17=- 625/174, 16- 17= 0/2769, 15-16=0/4203,14-15=-349/191
WEBS 3-23 =- 273/150, 3 -22 =- 1270/0, 4 -22= 0/626, 4 -21 =- 2302/0, 5 -21= 0/1374, 5 -20 =- 2878/0,
6-20 =- 4236/0, 6-19= 0/3253, 7 -19 =- 2021/0, 17- 19=- 1231/54, 7- 17= 0/2027,
836217343
BV04001 -13
A2
SPECIAL TRUSS
5
1
DEFL
in (loc) I /deft Ud
PLATES GRIP
(Roof Snow--80.0)
Plates Increase 1.00
2) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category II; Exp B; Partially Exp.; Ct= 1
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 11:50:16 2013 Page 1
ID: GpzzYl6ioiAHwOFBGDJOWYyHwKb- uSslNgmvhvETLUxu 6OfMjhvsEfagP_xvkMLJDzSm2L
-2-0-0 6 -4 -15 12-" 18-7 -13 24 -94 28 -17 -14 33 -2 -8 33 38 -3 -11 43 -1 -3 47 -11� 9 -118
2 -0-0 64 -15 6 -1 -7 6 -1 -7 6 -1 -7 4 -2 -10 4 -2-10 0.- 2 4 -9 -7 4 -9 -7 4 -10 -5 2 -0-0
Scale = 1.88.0
700
300 112
8 9
0x6 = 5.6 = 5.6 = "" — 8.10 = 3.00 Lw_ 4.6 II
�.I
- -1-1 o-1 -1
Plate Offsets (X,Y): [3:0-4-0,0-4-81, [5:0-5-0,0-5-01, [9:0-6-13,0-3-81,
- b-1 -1
[12:0-4-2,0-5-01, [17:OA-
4 -2 -1U
120 -4 -81
4 -2 -10 51 -3 4 -9 -7 4 -10 -5 '
f22:0-2-12,0-3-41, [24 Edge 0 -9 -12]
LOADING (psf)
8- 17=- 625/174, 16- 17= 0/2769, 15-16=0/4203,14-15=-349/191
WEBS 3-23 =- 273/150, 3 -22 =- 1270/0, 4 -22= 0/626, 4 -21 =- 2302/0, 5 -21= 0/1374, 5 -20 =- 2878/0,
6-20 =- 4236/0, 6-19= 0/3253, 7 -19 =- 2021/0, 17- 19=- 1231/54, 7- 17= 0/2027,
TCLL
80.0
SPACING 2-0-0
CSI
DEFL
in (loc) I /deft Ud
PLATES GRIP
(Roof Snow--80.0)
Plates Increase 1.00
2) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category II; Exp B; Partially Exp.; Ct= 1
TC 0.78
Vert(LL)
-0.23 15-16 >999 360
MT20 169/123
TCDL
10.0
Lumber Increase 1.00
5) All plates are MT20 plates unless otherwise indicated.
BC 0.86
Vert(TL)
-0.29 15-16 >964 180
MT16 99/109
BCLL
0.0
Rep Stress Incr YES
8) WARNING: Required bearing size at joint(s) 20 greater than input bearing size.
WB 0.91
Horz(TL)
0.15 14 n/a n/a
capacity of bearing surface.
BCDL
10.0
Code IRC2006/TPI2002
11) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and
(Matrix)
Wind(LL)
0.02 22 -23 >999 240
Weight: 284 lb FT = 0%
LUMBER
BRACING
TOP CHORD
2x6 SPF -S 165OF 1.5E
TOP CHORD Structural wood sheathing directly applied or 3 -9 -10 oc purlins,
BOT CHORD
2x4 SPF -S 165OF 1.5E
except end verticals.
WEBS
2x4 SPF -S 165OF 1.5E 'Except"
BOT CHORD Rigid ceiling directly applied or 4 -1 -11 oc bracing.
2- 24,12 -14: 2x6 SPF -S 1650F 1.5E
WEBS
1 Row at midpt 4 -21, 5 -20, 6 -20, 7 -19
OTHERS
2x6 SPF -S 1650F 1.5E
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS
(lb /size) 24= 2099/0 -5 -8 (min. 0 -3 -3), 14= 1892/0 -5 -8
(min. 0 -4 -0), 20= 6334/0 -5 -8 (req.
0 -9 -1)
Max Horz 24= 127(LC 6)
Max Uplift 24= -38(LC 5), 14= -55(LC 8)
Max Grav 24= 2209(LC 2), 14 =291 O(LC 3), 20= 6334(LC
1)
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2 -3 =- 3102/0, 3-4 =- 1947/323, 4 -5 =- 3/1277, 5 -6= 0/2833, 6 -7= 0/1054, 7 -8 =- 703/178
8- 9=- 629/77, 9 -26 =- 741/190, 10 -26 =- 1303/61, 10 -11 =- 3573/37, 11- 27=- 4173/9,
12 -27 =- 4374/0, 2- 24=- 2126(75, 12- 14=- 2876(70
BOT CHORD 23- 24=- 510/502, 22 -23 =- 23/2870, 21- 22=- 264/1769, 20 -21 =- 1200/59, 19- 20=- 2622/0,
8- 17=- 625/174, 16- 17= 0/2769, 15-16=0/4203,14-15=-349/191
WEBS 3-23 =- 273/150, 3 -22 =- 1270/0, 4 -22= 0/626, 4 -21 =- 2302/0, 5 -21= 0/1374, 5 -20 =- 2878/0,
6-20 =- 4236/0, 6-19= 0/3253, 7 -19 =- 2021/0, 17- 19=- 1231/54, 7- 17= 0/2027,
9- 17=- 495/9, 10- 17=- 2226/45, 10- 16= 0/747, 11 -16 =- 1407/46, 11 -15 =- 1445/47,
2- 23=- 5/2385, 12- 15= 0/3813
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf; BCDL= 6.Opsf, h =25ft, Cat. II; Exp B; enclosed, MWFRS (low- rise),
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category II; Exp B; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
0 L I
non-concurrent with other live loads.
�Pp CF
��••••.'vcS
5) All plates are MT20 plates unless otherwise indicated.
S•
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide
• Cyr •
will ft between the bottom chord and any other members.
•
8) WARNING: Required bearing size at joint(s) 20 greater than input bearing size.
O
9) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
• •
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 14.
11) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and
• •` \��
referenced standard ANSI/TPI 1.
••••••.•••� \\
ssioruaU
LOAD CASE(S) Standard
April 9,2013
AWARNING Verify dGSign pmrametem aAd READ NOTES ON THIS AND INCLUDED MIEK REFERENCE PAGE Affl -7473 BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ®�'
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i�YL�
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB -99 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Infcmnafl n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610
K Southern Pine ISP) lumber is specfied. the design values are those effective 06101/2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
2x6 SPF -S 1650F 1.5E 'Except'
BV04001 -13
A3
SPECIAL TRUSS
2
1
836217344
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Job Reference (optional
r.sbu s bep 26 2012 MiTek Industries, Inc. Mon Apr 08 11:50:18 2013 Page 1
I D: GpzzYl6ioiAHwOFBGDJOWYyHwKb- gq_WoLo9DXUBao5G5 WQ7R8nGd 1 NN IMZE N2rRN5zSm2J
-2 -0-0 6-4 -16 1245E 18 -7 -13 24 -91 28 -11 -14 33 -2$ 33&4 39 -7 -2 45 -11$ 47$$
2-0-0 6J -15 6 -1 -7 6 -1 -7 4 -2 -10 4 -2 -10 0-11-2 6-0-14 1 -9-0
Scale = 1 82.3
1000
300 12
8 9 800112
12x12 = 11 1U 19
18 17 5.8 = 3.00 12 4.6 11
400 = 5.6 = 5.6 = 7x17.5 MT76 = 6x10 =
6 _4 -16 12-6-6 18 -7 -13 24 -9-4 28 -11 -14 33 -2$ -7- 1
64 -15 6 -1 -7 6 -1 -7 6 -1 -7 4 -2 -10 4 -2 -10 6J -10 6-4E
Plate Offsets (X,Y): [3:0- 4- 0,0 -4 -8], [5:0 -4- 12,0- 4 -12], [9:0- 6- 0,0- 3 -12], [10:0 -3- 12,0- 4 -12], (11:0 -5 -8, Edge], [15:0- 5- 0,0 -4 -8], [18:0 -7 -0, Edge], [20:0 -2- 12,0 -3-4], (21:0 -3 -8
,0 -2 -01. f22:Edae.0 -9 -121
LOADING (psf)
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E 'Except'
TOP CHORD
Structural wood sheathing directly applied or 4-4 -5 oc purlins,
WEBS 3-21=-295/139,3-20=-1193/0, 4 -20= 0/596, 4-19=-2268/0,5-19=0/1356,5-18=-2856/0,
9- 10,10 -12: 2x6 SPF -S 210OF 1.8E
TCLL 80.0
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES
GRIP
(Roof Snow =80.0)
Plates Increase
1.00
TC 0.76
Vert(LL)
-0.19 20-21
>999
360
MT20
169/123
TCDL 10.0
Lumber Increase
1.00
BC 0.64
Vert(TL)
-0.28 20-21
>999
180
MT16
99/109
BCLL 0.0
Rep Stress Incr
YES
WB 0.72
Horz(TL)
0.11 13
n/a
n/a
BCDL 10.0
Code IRC2006/TP12002
(Matrix)
Wind(LL)
0.02 20 -21
>999
240
Weight: 273 lb
FT = 0%
LUMBER
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E 'Except'
TOP CHORD
Structural wood sheathing directly applied or 4-4 -5 oc purlins,
WEBS 3-21=-295/139,3-20=-1193/0, 4 -20= 0/596, 4-19=-2268/0,5-19=0/1356,5-18=-2856/0,
9- 10,10 -12: 2x6 SPF -S 210OF 1.8E
6-18 =- 3892/0, 6- 17= 0/2903, 7 -17 =- 1873/0, 15 -17 =- 959/70, 7- 15= 0/1914,
except end verticals.
BOT CHORD
2x4 SPF -S 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 4 -6 -6 oc bracing.
WEBS
2x4 SPF -S 1650F 1.5E *Except'
WEBS
1 Row at mid pt 4 -19, 5-18, 6 -18, 7 -17, 10 -15
OTHERS
2- 22,11 -13: 2x6 SPF -S 165OF 1.5E
2x6 SPF -S 165OF 1.5E
3) Unbalanced snow loads have been considered for this design.
MiTek recommends that Stabilizers and required cross
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs �
�A� p
5) All p
bracing be installed during truss erection, in accordance with
plates are MT20 plates unless otherwise indicated. •
•••.•••
a 1
Stabilizer Installation guide.
REACTIONS
(lb /size) 22= 2212/0 -5 -8 (min. 0 -3 -4), 13= 1706/0 -5 -8 (min. 0- 3 -14),
18= 5973/0 -5 -8 (req. 0 -8
-9)
8) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. •
Max Horz 22= 170(LC 6)
9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0
0 •
capacity of bearing surface.
Max Uplift 22= -34(LC 5), 13= -59(LC 8)
11) 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. '
Max Grav 22=2271 (LC 2), 13= 2829(LC 3), 18= 5973(LC 1)
LOAD CASE S
ENG
FORCES (lb) -Max. Comp. /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2- 3=- 3256/0, 3-A=- 2140/18, 4 -5 =- 216/633, 5-24= 0/2197, 6- 24= 0/2434, 6- 7= -6/840
7 -8 =- 1012/194, 8-9=-892/82,9-10=-1843/174,10-25=-3460/19, 11 -25 =- 3919/0,
11- 12= 0/397, 2- 22=- 2187/70, 11- 13=- 2935/79
BOT CHORD 21- 22=- 508/519, 20-21=-22/3019,19-20=-33/1956, 18-19=-575/65,17-18=-2235/0,
8- 15=- 547/450, 14-15=0/2990,13-14=-458/763
WEBS 3-21=-295/139,3-20=-1193/0, 4 -20= 0/596, 4-19=-2268/0,5-19=0/1356,5-18=-2856/0,
6-18 =- 3892/0, 6- 17= 0/2903, 7 -17 =- 1873/0, 15 -17 =- 959/70, 7- 15= 0/1914,
9 -15 =- 715/26, 10- 15=- 1921/54, 2- 21= 0/2520, 11- 14= 0/2158
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust); TCDL= 6.Opsf, BCDL= 6.Opsf; h =25ft, Cat. II; Exp B, enclosed, MWFRS (low- rise),
cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow), Category II; Exp B. Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs �
�A� p
5) All p
plates are MT20 plates unless otherwise indicated. •
•••.•••
a 1
/ ••
7) '
will fit between the bottom chord and any other members. Q
Q
8) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. •
• •
9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0
0 •
capacity of bearing surface.
'O • Q
11) 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
ENG
April 9,2013
® WARAUW, - Verify design Parwneters and READ NOTES ON THIS AAW INCLUDED 69T£KREFERBME PdOE JUI -7473 BEFORE USE.
Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek*
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandna, VA 22314. Citrus Heights, CA, Lane, S
1f Southem Dine (SO iu nbef is specified, the design values are thole effective 06/01/2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
in
(loc)
Ildefl
Ud
PLATES
GRIP
R36217345
6V04001 -13
A4GD
MONOPITCH TRUSS
1
-0.30
9 -10
>992
360
MT20
118/123
TCDL 10.0
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401
m
m
�1
2 -0 -0
6 -4 -12
Run: 73.350 s 5 Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:30 2013 Page 1
I D: GpzzYl6ioiAHwOF BGDJO WYyHwKb- SXvHgvJxcgau FzaUwQgTvQ VGGrsDl2yXzHOAU 1 zSiLt
6 -1 -4
6 -1 -4
3.00 12
6 -4 -12
3.8 II
6
12x2u = 10 9 8 7
2.4 I 7x14 MT18H = 6x8 = 5x12 =
6-4 -12 12 -6 -0 i 18 -7-4 I 25 -QO
6 -4 -12 6 -1 -4 6 -1-4 6-4-12
Scale = 1:53.4
LOADING (psf)
SPACING
5 -0 -0
CSI
DEFL
in
(loc)
Ildefl
Ud
PLATES
GRIP
TCLL 80.0
(Roof Snow =8 80)
Plates Increase
1.00
TC 0.54
Vert(LL)
-0.30
9 -10
>992
360
MT20
118/123
TCDL 10.0
Lumber Increase
1.00
BC 0.86
Vert(TL)
-0.40
9 -10
>751
180
MT18H
169/123
BCLL 0.0
Rep Stress Incr
NO
WB 0.89
Horz(TL)
0.14
7
n/a
n/a
BCDL 10.0
Code IRC20061TP12002
(Matrix)
Wind(LL)
0.03
9 -10
>999
240
Weight: 341 lb
FT = 0%
LUMBER
BRACING
TOP CHORD
1.5X5.5 Microllam LVL 2.0E TG
TOP CHORD
BOT CHORD
2x6 SPF -S 210OF 1.8E *Except`
7 -9: 2x6 SPF -S 1650F 1.5E
BOT CHORD
WEBS
2x4 SPF -S 165OF 1.5E
WEBS
SLIDER
Left 2x10 DF No.2 6 -6 -5
REACTIONS
(lb /size) 7= 6175/0 -5-8 (req. 0- 5-15), 2= 7177/0 -5 -8 (min. 0 -4 -14)
Max Horz 2= 424(LC 6)
Max Uplift 2= -24(LC 7)
Max Grav 7= 8288(LC 2), 2= 8085(LC 2)
2 -0 -0 oc purlins (5 -4 -7 max.), except end verticals
(Switched from sheeted: Spacing > 2 -0 -0).
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
1 Row at midpt 5 -7
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 254/0, 2 -3 =- 16057/0, 3 -11 =- 13501/0, 4 -11 =- 13117/0, 4 -5 =- 8085/4, 5 -6 =- 677/213, 6 -7 =- 1696/65
BOT CHORD 2- 10= 0/14555, 9- 10= 0/14555, 8- 9= 0/12750, 7 -8= 0/7412
WEBS 3-10=0/593,3-9=-2350/3, 4 -9= 0/1225, 4-8=-6393/0,5-8=0/3777,5-7=-9711/0
NOTES
1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows:
Top chords connected as follows: 1.5x5.5 - 2 rows staggered at 0 -9 -0 oc, 2x4 - 1 row at 0 -9 -0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc.
Webs connected as follows: 2x4 - 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 (3- second gust); TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; Cat. ll; Exp B; enclosed; MWFRS (low- rise);
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
4) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)' This truss has been designed for a live load 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 other members.
10) WARNING: Required bearing size atjoint(s) 7 greater than input bearing size.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 2.
12) 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
�p,D 0 LICF2s
O ��F; S. T /�• �Fp
tn'
• O •
•
s�ONA* EN
April 9,2013
A WARNING - Verify design paramicters and READ NOTES ON TEIS AND INCLUDED MI=REFEREIYCE PAGE 1711 -7473 BEFORE USE.
Design valid for use only with Wek connectors. This design is bosed only upon parameters shown, and is for an individual building component
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314, Citrus Heights, CA, 95610
.,_'d_ Pine (SP) lumber is spec wed, the design values - ttwse ef-tive 06/O 1/2013 by ALSC
Job
Truss
Truss Type
City
Ply
TCLL 0
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
(Roof Snow =80.0)
836217346
BV04001 -13
A5
SPECIAL TRUSS
1
1
BC 0.72
Vert(TL) -0.39 10-11 >713 180
Right 2x6 SPF -S 1650F 1.5E 4-4 -4
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Job Reference o tional
opine I russ, rvwnuaoe, Cu - o 1401 Hun: 1.3bu s bep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:31 2013 Page 1
ID: GpzzYl6ioiAHwOFBGDJOWYyHwKb- wjSftFKZN i1169hU7BiSd1PyEEcUUpgCx7jOTzSiLs
4 -54 8 -8-0 8 -1 -12 16 -0.10 23 -5 -0 25-5 -0
4 -5 -4 4 -2 -12 0- 2 7 -0 -14 7 -4 -6 2 -0.0
4x,
3x6 II 4x10 =
o
o �
d
Scale = 1:66.1
(ps80
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E TOP CHORD
TCLL 0
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.68
Vert(LL) -0.22 10-11 >999 360
MT20 169/123
TCDL 10.0
Lumber Increase 1.00
BC 0.72
Vert(TL) -0.39 10-11 >713 180
Right 2x6 SPF -S 1650F 1.5E 4-4 -4
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(TL) 0.07 6 n/a n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wind(ILL) 0.02 10 -11 >999 240
Weight: 151 lb FT = 0%
LUMBER
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E TOP CHORD
Structural wood sheathing directly applied or 5-1 -0 oc purlins,
BOT CHORD
2x4 SPF -S 1650F 1.5E `Except`
except end verticals.
3 -9: 2x6 SPF -S 1650F 1.5E BOT CHORD
Rigid ceiling directly applied or 10-0 -0 oc bracing, Except:
WEBS
2x4 SPF -S 1650F 1.5E `Except`
6 -0 -0 oc bracing: 8 -9.
2- 10,4- 8,4 -10: 2x4 WW Stud WEBS
1 Row at midpt 2-11,4-10
SLIDER
Right 2x6 SPF -S 1650F 1.5E 4-4 -4
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS
(lb/size) 6= 2822/0 -5 -8 (min. 0 -4 -1), 11= 2474/0 -5-8 (min. 0 -3 -9)
Max Horz 11=- 182(LC 5)
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD
1 -2 =- 158/87, 2 -3 =- 1647/31, 3 -12 =- 1814/13, 4 -12 =- 2166/0, 4 -5 =- 2623/0, 5 -6 =- 3326/0, 6 -7= 0/300, 1 -11 =- 455/46
BOT CHORD
11- 13= 0/1048, 13-14=0/1048,10-14=0/1048, 9- 10= 0/145, 3- 10= 0/266, B-9=-37/29,8-15=012381, 6 -15= 0/2381
WEBS
2 -10= 0/1184, 4-8=-75/205,2-11=-2179/21, 8 -10= 0/2417, 4 -10 =- 1138/67
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust); TCDL= 6.Opsf; BCDL= 6.Opsf, h =25ft, Cat. II; Exp B, enclosed, MWFRS (low- rise);
cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
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
April 9,2013
A WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED OIITEK REFERENCE PAGE 19I -7473 BEFORE USE, �!
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabncation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 71314. Citrus Heights, CA, 95610
If Southern Rini (SP) lumber is specdea the design values are those effective 06/01/2013 by Also
Job
Truss
Truss Type
Qty
Ply
LUMBER
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E
TOP CHORD Structural wood sheathing directly applied or 3 -10 -10 oc purlins,
R36217347
BV04001 -13
A6
SPECIAL TRUSS
1
1
WEBS
2x4 SPF -S 1650F 1.5E *Except*
WEBS 1 Row at midpt 2 -14, 5-12, 1 -15
7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
4- 12,5 -12,5- 11,6- 11,6 -10: 2x4 WW Stud, 7 -9: 2x6 SPF -S 165OF 1.5E
MiTek recommends that Stabilizers and required cross
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:32 2013 Page 1
I D: GpzzYl6ioiAHwOFBGDJO WYyHwKb- Ov015bKB81 rcVGjt2dx_raY4eZJ D ?YpRbtHYvzSi Lr
4 -5-12 8 -8 -0 B -11 12 13-9 -3 18 -6 -11 23-5 -0 25-5 -0
4 -5-12 4 -2-4 0- - 2 4 -9 -7 4 -9 -7 4 -10 -5 2 -0 -0
4x4 ii 6x10 = 34 II
4 -5 -12 { 8 -8 -0 I 13 9-3 18-6-11 I 235 -0
0
v ro
M
IQ
0
Scale = 1:59.9
LOADING (psf)
TCLL 80.0
(Roof Snow
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2 -0 -0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code IRC2006/TPI2002
CSI
TC 0.78
BC 082
WB 0.69
(Matrix)
DEFL in (loc) I /defl Ud
Vert(LL) -0.22 10 -11 >999 360
Vert(TL) -0.31 10 -11 >899 180
Horz(TL) 0.22 9 n/a n/a
Wind(LL) 0.02 10-11 >999 240
PLATES GRIP
MT20 169/Snow--80.0)
Weight: 159 lb FT = 0%
LUMBER
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1
BRACING
TOP CHORD
2x6 SPF -S 1650F 1.5E
TOP CHORD Structural wood sheathing directly applied or 3 -10 -10 oc purlins,
BOT CHORD
2x4 SPF -S 1650F 1.5E *Except*
except end verticals.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3 -13: 2x4 WW Stud
BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
WEBS
2x4 SPF -S 1650F 1.5E *Except*
WEBS 1 Row at midpt 2 -14, 5-12, 1 -15
7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
4- 12,5 -12,5- 11,6- 11,6 -10: 2x4 WW Stud, 7 -9: 2x6 SPF -S 165OF 1.5E
MiTek recommends that Stabilizers and required cross
OTHERS
2x6 SPF -S 165OF 1.5E
bracing be installed during truss erection, in accordance with
referenced standard ANSI/TPI 1.
V A r /�'• Q
Stabilizer Installation guide.
REACTIONS
(lb /size) 15= 2283/0 -5 -8 (min. 0 -3-7), 9= 2739/0 -5-8 (min. 0 -3 -12)
•
•
Max Horz 15=- 172(LC 5)
Max Grav 15= 2379(LC 2), 9= 2739(LC 1)
SS/0NAL
FORCES (lb)
- Maximum Compression/Maximum Tension
TOP CHORD
1 -17 =- 1152/22, 2 -17 =- 1131/35, 2 -3 =- 2218/0, 3 -4 =- 1966/0, 4 -18 =- 2225/0, 5 -18 =- 2657/0, 5 -19 =- 3579/0, 6 -19 =- 3960/0, 6 -7 =- 4155/0, 7 -8= 0/247,
1 -15 =- 2324/0, 7 -9 =- 2693/12
BOT CHORD
14- 15=- 53/142, 13-14=-2/13,12-13=0/66,3-12=0/546,11-12=0/3268,
10-11=0/4018,9-10=-336/132
WEBS
2 -14 =- 2359/0, 12- 14= 0/1287, 2 -12= 0/1642, 4-12=0/626,5-12=-1508/47,
5 -11= 0/463, 6- 11=- 728r70, 6-10=-139610,1-14=0/1906, 7 -10= 0/3696
NOTES
1) Wind. ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf, h =25ft; Cat. II; Exp B, enclosed, MWFRS (low- rise),
cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load 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 other members.
7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
LIP
capacity of bearing surface.
POO
F
•••••� �/
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
O� S •� s�
referenced standard ANSI/TPI 1.
V A r /�'• Q
•
���•
LOAD CASE(S) Standard
•
•
-O• •�
SS/0NAL
EN
April 9,2013
AWARNING - Verify deign parameters and READ NOTES ON 7EIS AND INCLUDED M77EK REFERENCE PAGE H(I -7473 BEFORE USE
Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for an individual building component. �
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek'
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crleria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
H Sou[hem Pine (SP) lumber is specked, the design values are thaw effective 06/01/2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
8V04001 -13
F2GD
FLAT TRUSS
1
CSI
836217348
PLATES GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.93
Vert(LL) -0.06 5-6 >999 360
MT20 118/123
Amino Tmo \Anntr..oe rn
Q-4
.. � ..-
Vert(TL) -0.07 5 -6 >999 180
Job Reference (optional)
KnsW
1 8x8 =
6x10 =
10
s oep z zu iz rnnt: rsbu s Sep 2(j 2012 Ml Iek Industries, Inc. Mon Apr 08 16:02:32 2013 Page 1
e, ID: GpzzYl6ioiAHwOFBGDJOWYyHwKb- Ov015bKB81rcVGjt2dx _raWkegmD?BpRbtHYvzSiLr
4 -2 -6
3x6 II
3 17
4 -4 -10
12x12 = Scale = 122.6
6x8 = ,��� - 5
® WARMNG - Vmfy deign parameters and READ NOTES ON 7UIS AND INCLUDED Jff= REFERENCE PAGE 1Y61 -7473 BEFORE USE
3x10 11
q_ _1
3-4 -0 0-1-12 4 -2-6 4 -4 -10
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Plate Offsets (X Y): 11:Edge 0 -5-121 [2:G-3-8,0-3-01, [770-3-80-3-01
�
TOADING (ps80 0
SPACING 2 -0 -0
CSI
DEFL n (loc) I /deft Ud
PLATES GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.93
Vert(LL) -0.06 5-6 >999 360
MT20 118/123
TCDL 10.0
Lumber Increase 1.00
BC 0.34
Vert(TL) -0.07 5 -6 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.65
Horz(TL) -0.00 5 n/a n/a
BCDL 10.0
Code IRC2006/TP12002
(Matrix)
Wind(LL) 0.00 6 >999 240
Weight: 291 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x10 DF No.2 TOP CHORD 2 -0 -0 oc purins (6 -0-0 max.): 1-4,
except end verticals.
BOT CHORD 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD Rigid ceiling directly applied or 6 -0
-0 oc bracing.
WEBS 2x4 SPF -S 1650F 1.5E *Except`
1- 8,1- 7,3 -6: 2x4 WW Stud
REACTIONS (lb /size) 5= 8016/0 -5-8 (min. 0-2-6),7=19984/0-5-8 (req. 0 -5 -15)
Max Horz 7= -53(LC 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -8= 0/476, 1 -9= 0/1906, 2 -9= 0/1906, 2 -10 =- 7229/0, 10- 11=- 7229/0, 3 -11 =- 7229/0, 3-12 =- 7229/0, 4 -12 =- 7229/0, 4 -5 =- 5043/0
BOT CHORD 8 -13 =- 78/10, 7 -13 =- 78/10, 7 -14 =- 1906/0, 14 -15 =- 1906/0, 6 -15 =- 1906/0, 6 -16= 01722, 16- 17= 0/722, 5 -17 =0/722
WEBS 1 -7 =- 2225/0, 2 -7 =- 12367/0, 2 -6= 0/10429, 3 -6 =- 5099/0, 4 -6= 0/7412
NOTES
1) 3 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9 -0 oc, 2x10 - 3 rows staggered at 0-4 -0 oc.
Bottom chords connected as follows: 1.5x7.25 - 3 rows staggered at 0 -4 -0 oc.
Webs connected as follows: 2x4 - 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 (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf, h =25ft, Cat. 11; Exp B, enclosed; MWFRS (low- rise);
cantilever left and right exposed , end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
4) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow), Category II; Exp B, Partially Exp.; Ct= 1, Lu= 25 -0 -0
5) Provide adequate drainage to prevent water ponding
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load 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 other members.
8) WARNING: Required bearing size at joint(s) 7 greater than input bearing size.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
0 L�CF2
referenced standard ANSI/TPI 1.
10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -1 Od nails.
���••••••�•
• �� S. % • �s(CO
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2055 lb down at 2 -1 -4, and
tip•:
2055 lb down at 4 -1-4, and 2055 lb down at 6 -1 -4 on top chord, and 2174 lb down at 1 -2 -14, 2174 lb down at 3 -2 -14, 2174 lb
�•
• �(1
down at 5 -2 -14, 2174 lb down at 7 -2 -14, and 2174 lb down at 9 -2 -14, and 2174 lb down at 11 -2 -14 on bottom chord. The
design /selection of such connection device(s) is the responsibility of others_
0
LOAD CASE(S) Standard
-O •
1) Snow: Lumber Increase =1.00, Plate Increase =1.00
Uniform Loads (plf)
of ••�
Vert: 1- 4 = -180, 5 -8 = -20
•'••�••••C?\
ss/ONAk-
EN
Concentrated Loads (lb)
Vert:1= -1029 7 =- 2174(B)9 =- 2055 (F)10=- 2055(F)11=- 2055(F)12= -5408 13=- 2174(B) 14=- 2174(B) 15=- 2174(B)
16=- 2174(6) 17=- 2T74(B)
April 9,2013
® WARMNG - Vmfy deign parameters and READ NOTES ON 7UIS AND INCLUDED Jff= REFERENCE PAGE 1Y61 -7473 BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
�
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
WOW
fobncation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quarity Criteria, DSB -89 and BCSI Butldng Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314.
7777 Greenback Lane, Suite 109
d Southern Pine [SP) k mber is specJed, the design values are those effective 06/01/2013 by ALSO
Citrus Heights, CA, 95610
Job
Truss
Truss Type
Qty
Ply
TCLL 0
836217349
BV04001 -13
H1
SPECIAL TRUSS
6
1
Plates Increase 1.00
TC 0.97
Vert(LL) -0.09 10-11 >999 360
MT20 118/123
TCDL 10.0
Job Reference (optional)
Run: r.3au s Sep 2r ZU12 Hnnt: 1.3bU s Sep 262012 MiTek Industries, Inc. Mon Apr 08 16:02:33 2013 Pagel
- 8 -5 I D: GpzzY-l6ioiAHwOF BGDJO WYyHwKb -s6aQ IxLpvbzT6Q -13-cY
DAX27gg2zj/NzzfFcg4MzSi Lq
-6 -2 -0 4 -44 14 0 -12 20 -0 0 23 0 0
-2 -0 -0 -12 6 44 5 -7 -12 5 -11 -4
3 -0 -0
3x6 11
N
W
N
O
O
Scale: 3116 " =1'
_
!1_111 + 14 -0-12 20-0-0
- 56 -12 5 -11-4
i
Plate Offsets MY): [2:0-5-0.0-1-121, [3:0-10-0,0-9-81, 14 0 -8 -7 Edoel [5:0-5-0,0-7-81, [6:0-3-8.0-5-01, f11 0 -2 -12 Edgel
(ps80
TCLL 0
SPACING 2 -0 -0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.97
Vert(LL) -0.09 10-11 >999 360
MT20 118/123
TCDL 10.0
Lumber Increase 1.00
BC 0.55
Vert(TL) -0.24 10 -11 >996 180
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(TL) 0.07 8 n/a n/a
BCDL 10.0
Code IRC20061TPI2002
(Matrix)
Wind(LL) 0.01 10-11 >999 240
Weight: 268 lb FT = 0%
LUMBER BRACING
TOP CHORD 1.5X11.875MicrollamLVL 2.0E TG *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
4- 5,5-7: 2x10 DF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2x4 SPF -S 1650F 1.5E WEBS 1 Row at midpt
3 -11
WEBS 2x4 WW Stud "Except'
2- 11,6- 8,6 -9: 2x4 SPF -S 1650F 1.5E
OTHERS 1.5X11.875MicrollamLVL 2.0E TG
LBR SCAB 1 -3 1.5x11.9 MLLVL MicrollamTG one side
REACTIONS (lb /size) 8= 2429/0 -5 -8 (min. 0- 3 -12), 11= 3303/0 -5 -8 (min. 0 -4 -11)
Max Horz 11= 189(LC 6)
Max Uplift 8= -32(LC 8), 11= -97(LC 7)
Max Grav 8=2731 (LC 3), 11= 3435(LC 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1- 2= 0/1218, 2-13=-741/216,12-13=-562/225, 3-12 =- 533/238, 3- 4=- 1624/534, 4 -5 =- 2037/639, 5-14 =- 2371/505,
6- 14=- 2857/447, 6- 7= 0/621, 2 -11 =- 3586/381, 6 -8 =- 2655/54
BOT CHORD 10- 11=- 1061/730, 9- 10=- 555/2131, B- 9=- 281/124
WEBS 3 -10= 0/995, 4 -10 =- 643/473, 5 -10 =- 624/96, 5 -9= -431/174, 3-11 =- 1113/1295, 6 -9 =- 271/2069
NOTES
1) Attached 13 -3 -11 scab 1 to 3, back face(s) 1.5X11.875MicrollamLVL 2.0E TG with 3 row(s) of 1 O (0.131 "x3 ") nails spaced 9"
o.c.except : starting at 6 -9 -2 from end at joint 1, nail 3 row(s) at 3" o.c. for 2 -0 -0, starting at 8 -11 -0 from end at joint 1, nail 3 row(s)
at 2" o.c. for 3 -10 -8.
2) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf; h =25ft, Cat. 11, Exp B, enclosed; MWFRS (low- rise);
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
3) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
O /Cc�
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
D�PD C
..•••••..
7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide
fit between the
��: �� S• %� .s�O
will bottom chord and any other members.
8) Bearing at joint(s) 8, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Q ;
capacity of bearing surface.
. <;
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift atjoint 8 and 97 lb uplift at
joint 11.
10) 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)
�•
sS/ONAt
Standard
ENS\
April 9,2013
A WARNING - Verify design parametem and READ NOTES ON TTIIS AND INCLUDED AUTEK REFERENCE PAGE kIU -7473 BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �•
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek"
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
H Southern pine (SP) lumber is 9 tfie design values are tha effective 06/01/2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
LOADING (psf)
TCLL 80.0
SPACING 2 -0-0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
R36217350
BV04001 -13
H2
SPECIAL TRUSS
1
2
Lumber Increase 1.00
BC 0.28
Vert(TL) -0.12 10 -11 >999 180
BCLL 0.0
Rep Stress Incr YES
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 Run: 7.340 s Mar 28 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:34 2013 Page 1
I D: GpzzYl6ioiAHwOF BG DJO WYyHwKb -L 18oVHM Rgv5KkatG9GkP4GfyASNFhxj6uvMOdozSiLp
-6-2 -0 4 -4-0 8 -5 -1 14 -0 -12 20 -0 -0 23-0 -0
6-2 -0 4 -4 -4 4-0 -12 5 -7 -12 5 -11 -4 3-0.0
Scale = 1:58.7
1� o
-a
0
14-0 -72 20 -0.0
8-6-D 5-6 -72 5 -11-4
i
Plate Offsets (X Y): [3:0-6-0,0-9-81, [5:0-5-0,0-7-81, [6:0-3-8,0-5-01, [11'0 -3-4 0 -1 -81
LOADING (psf)
TCLL 80.0
SPACING 2 -0-0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
(Roof Snow
Plates Increase 1.00
TC 0.49
Vert(LL) -0.05 10-11 >999 360
MT20 118/Snow--80.0)
TCDL 10.0
Lumber Increase 1.00
BC 0.28
Vert(TL) -0.12 10 -11 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.52
Horz(TL) 0.04 8 n/a n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.00 10 -11 >999 240
Weight: 536 lb FT = 0%
LUMBER BRACING
TOP CHORD 1.5X11.875MicrollamLVL 2.0E TG 'Except' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins,
4- 5,5-7: 2x10 DF No.2 except end verticals.
BOT CHORD 2x4 SPF -S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or
6 -0 -0 oc bracing.
WEBS 2x4 WW Stud 'Except'
2- 11,6- 8,6 -9: 2x4 SPF -S 1650F 1.5E
OTHERS 1.5X11.875MicrollamLVL 2.0E TG
LBR SCAB 1 -3 1.5x11.9 MLLVL MicrollamTG one side
REACTIONS (lb /size) 8= 2429/0 -5 -8 (min. 0- 1 -14), 11= 3303/0 -5 -8 (min. 0 -2 -6)
Max Horz 11= 189(LC 6)
Max Uplift 8= -32(LC 8), 11= -97(LC 7)
Max Gray 8=2731 (LC 3), 11= 3435(LC 2)
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/1218, 2 -13 =- 737/216, 12- 13=- 558/225, 3 -12 =- 531/238, 3 -4 =- 1623/562, 4 -5 =- 2037/637, 5-14 =- 2371/505,
6- 14=- 2857/447, 6- 7= 0/621, 2 -11 =- 3615/385, 6- 8=- 2655/54
BOT CHORD 10- 11=- 1113/728, 9 -10 =- 555/2131, 8- 9=- 280/124
WEBS 3 -10= 0/998, 4 -10 =- 697/471, 5 -10 =- 624/96, 5 -9 =- 431/174, 3-11 =- 1114/1345, 6 -9 =- 272/2069
NOTES
1) Special connection required to distribute top chord loads equally between all plies.
2) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows:
Top chords connected as follows: 1.5x11.9 - 3 rows staggered at 0 -9 -0 oc, 2x10 - 2 rows staggered at 0 -9 -0 oc, 2x4 - 1 row at
0 -9 -0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc.
Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc.
3) 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.
rn D O �l
4) Attached 13 -3 -11 scab 1 to 3, back face(s) 1 .5X1 1.875MicrollamLVL 2.0E TG with 3 row(s) of 10d (0.131'x3 ") nails spaced 9"
Oyr CF2
o.c.except : starting at 6 -9 -2 from end at joint 1, nail 4 row(s) at 4" o.c. for 2 -0 -0, starting at 8 -11 -0 from end at joint 1, nail 5 row(s)
••••••••• cr
at 4" o. c. for 3 -10 -8.
5) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf, h =25ft, Cat. II; Exp B; enclosed; MWFRS (low- rise),
cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
6) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
7) Unbalanced snow loads have been considered for this design.
8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
'�
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
• :: �Q
•. . \l`
10) ' This truss has been designed for a live load 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 other members.
SS/0NAL
11) Bearing at joint(s) 8, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ito uplift at joint 8 and 97 lb uplift
April 9,2013
at joint 11.
tl4&I�v �r`eters axd READ MMES ON 7WIS ANV INCLUDED A97EKREFERENCE Pd GE lID- 7473 SEFOPE MR
Co li only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �P
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiUllity of the Mire k'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
H Southern Rine (SR) lumber is specified, the design values are those eill 06 /01/2013 by ALSO
Job
Truss
Truss Type
qty
Ply
R36217350
BV04001 -13
H2
SPECIAL TRUSS
1
2
Job Reference (optional)
rvpi— 11-, IVIVIILIU -, VU - 019u I Kun: r.34u s Mar zu Zu1Z runt: 1.360 5 Sep 26 2012 Milek Industries, Inc. Mon Apr 08 16:02:34 2013 Page 2
I D:GpzzYl6ioiAHwOFBGDJO W YyHwKb -Ll8oV HMRgv5KkatG9GkP4GfyASN F hxj6uvM Odoz Si Lp
LOAD CASE(S) Standard
® WARMNG - Verify design parainctera and READ NOTES ON THIS AND INCLUDED AUTFX R&FERENCE PAGE A771 -7473 BEFORE USE.
Design valid for use only with MITek connectors. This design a based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTe k'
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /rPll Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety IntormaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
NSm diem pine (SP) lumber is specified, the design values are those effective 06/01/2019 by ALSC
Job
Truss
Truss Type
Qty
Ply
TOP CHORD
4-6: 2x6 SPF -S 1650F 1.5E, 6 -9: 2x8 SPF -S 195OF 1.7E
TCLL 80.0
SPACING
R36217351
BV04001 -13
H3
SPECIAL TRUSS
1
1
PLATES GRIP
(Roof Snow =80.0)
Plates Increase
1.00
TC 0.82
Vert(LL)
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:35 2013 Page 1
I D :GpzzYl6ioiAHwOFBGDJOWYyHwKb -pU iAjdN4 RDDBMkSSjzGecTC2lsXTQl FG7Z5x9EzSi Lo
-6-2-0 1 4 -4-4 8 -5 -1 136 -13 18 -8 -10 22 -11 -9 27-6-0 W -4 -0
6 -2 -0 4 -4 -4 4-0-12 51 -12 5 -1-12 4 -2 -15 4 -6 -7 2 -10 -0
10
4x6 11
Scale = 1:77.7
Fo
LOADING (psf)
BRACING
TOP CHORD
1.5X11.875MicrollamLVL 2.0E TG 'Except*
TOP CHORD
4-6: 2x6 SPF -S 1650F 1.5E, 6 -9: 2x8 SPF -S 195OF 1.7E
TCLL 80.0
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /defl
Ud
PLATES GRIP
(Roof Snow =80.0)
Plates Increase
1.00
TC 0.82
Vert(LL)
-0.47 12 -13
>698
360
MT20 118/123
BCDL 10.0
Lumber Increase
1.00
BC 0.98
Vert(TL)
-0.64 12 -13
>510
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(TL)
0.34 10
n/a
n/a
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wind(LL)
0.04 12
>999
240
Weight: 280 lb FT = 0%
LUMBER
BRACING
TOP CHORD
1.5X11.875MicrollamLVL 2.0E TG 'Except*
TOP CHORD
4-6: 2x6 SPF -S 1650F 1.5E, 6 -9: 2x8 SPF -S 195OF 1.7E
BOT CHORD
2x4 SPF -S 1650F 1.5E *Except*
BOT CHORD
10-14: 2x4 SPF -S 2100F 1.8E
WEBS
WEBS
2x4 SPF -S 165OF 1.5E *Except*
5- 15,7 -11: 2x4 WW Stud
OTHERS
1.5X11.875MicrollamLVL 2.0E TG
LBR SCAB
1 -3 1.5x11.9 MLLVL MicrollamTG one side
REACTIONS
(lb /size) 16= 4019/0 -5 -8 (req. 0- 5 -11), 10= 3162/0 -5 -8 (min. 0 -3 -14)
Max Horz 16=- 186(LC 5)
Max Uplift 16= -57(LC 7), 10= -24(LC 8)
Max Grav 16= 4150(LC 11), 10= 3381(LC 3)
Structural wood sheathing directly applied or 3-1 -15 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2 -2 -0 oc bracing.
1 Row at midpt 5-15,3-16
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/1218, 2 -17 =- 851/223, 3 -17 =- 623/244, 3-4 =- 2833/435, 4 -5 =- 3308/463, 5 -18 =- 5307/238, 6-18 =- 5623/187,
6 -7 =- 8061/95, 7 -8 =- 5688/328, 8 -9= 0/331, 2 -16 =- 3731/390, 8 -10 =- 3350/39
BOTCHORD 15-16=-1093/1347,14-15=-165/4686, 13 -14 =- 188/4669, 12 -13 =- 75/7760, 11- 12=- 422/5347, 10- 11=- 298/223
WEBS 3 -15= 0/1464, 4 -15 =- 528/1954, 5 -15 =- 2380/42, 5 -13= 0/1339, 6 -13 =- 3027/0, 6 -12 =- 866/30, 7 -12= 0/2426,
7 -11 =- 1540/147. 3- 16=- 2135/1375. 8 -11 =- 113/4974
NOTES
1) Attached 13 -3 -11 scab 1 to 3, front face(s) 1.5X11.875MicrollamLVL 2.0E TG with 3 row(s) of 1 Od (0.131 "x3 ") nails spaced 9"
o.c.except : starting at 6-9 -2 from end at joint 1, nail 3 row(s) at 3" o.c. for 2 -0 -0; starting at 10 -7 -12 from end at joint 1, nail 3
row(s) at 2" o.c. for 2 -0-0.
2) Wind: ASCE 7 -05; 90mph (3- second gust); TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low- rise),
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
3) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow), Category II; Exp B, Partially Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load 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 other members.
8) WARNING: Required bearing size atjoint(s) 16 greater than input bearing size.
9) Bearing atjoint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 16 and 24 lb uplift
at joint 10.
11) 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
F;�p,D 0 L lOF2
•
• S, T %;•.s�o
Q
•
•
s' /ONA� EN
April 9,2013
j& WARNING - Verify design parametcrs and PEAD NOTES ON TUIS AND INCLUDED IYIITFilCREP & PAGB WI -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only, upon parameters shown, and is for an individual building component.
Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSI Bullring Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
K Southern Pine (SRI Iu ber is specified, the design ,slue: are chose effective 06101/2013 by A1SC
Job
Truss
Truss Type
Qty
Ply
Structural wood sheathing directly applied or 3-7 -7 oc pudins,
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3-6: 2x8 SPF -S 195OF 1.7E
Plate Offsets (X Y): 15:0 -3 -8 0-4 -01 [9:0-4-8.0-3-01,
110:0 -6 8 0 -2 -01
2x4 SPF -S 1650F 1.5E BOT CHORD
836217352
BV04001 -13
H4
SPECIAL TRUSS
6
1
MiTek recommends that Stabilizers and required cross
7) Refer to girder(s) for truss to truss connections.
O C IC
bracing be installed during truss erection, in accordance with
Job Reference (optional)
upuie rubs, ivumruse, w - 8 i40i Hun: 1.350 s Sep 27 2012 Print 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr O8 16:02:35 2013 Pagel
ID: GpzzYl6ioiAHwOFBGDJO WYyHwKb- pUiAjdN4RDDBMkSSjzGecTC2Csr-AQKYG7Z5x9EzSiLo
a -z -s I e -1 -10 12 -4-s I 1s-0 is -s -o
4 -17 -1 4 -2 -15 4-6-7 2 -10 -0
3x4 II
1
7
3.6 I
jN v
Scale = 1:68.9
LUMBER
BRACING
8 -1 -10 I
fS -7 -10
12 -4 -9
4 -2 -15
16 11
4 -6-7
Structural wood sheathing directly applied or 3-7 -7 oc pudins,
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3-6: 2x8 SPF -S 195OF 1.7E
Plate Offsets (X Y): 15:0 -3 -8 0-4 -01 [9:0-4-8.0-3-01,
110:0 -6 8 0 -2 -01
2x4 SPF -S 1650F 1.5E BOT CHORD
Rigid ceiling directly applied or 6 -0-0 oc bracing.
WEBS
2x4 WW Stud *Except* WEBS
1 Row at midpt 2 -10
LOADING (psf)
MiTek recommends that Stabilizers and required cross
7) Refer to girder(s) for truss to truss connections.
O C IC
bracing be installed during truss erection, in accordance with
Pd
O� Fit,
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 80 lb uplift at joint 7.
�, ••••••'•• cS
�� • R s T /�•
TCLL 80.0
SPACING
2 -0 -0
•
•
CSI
DEFL
in (loc)
I /deft
Ud
PLATES GRIP
(Roof Snow =80.0)
Plates Increase
1.00
FORCES (lb)
TC 079
Vert(LL)
-0.22 8 -9
>925
360
MT20 169/123
TCDL 10.0
Lumber Increase
1.00
BC 0.68
Vert(TL)
-0.32 9 -10
>622
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(TL)
0.05 7
n/a
n/a
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wind(LL)
0.02 9 -10
>999
240
Weight: 96 lb FT = 0%
LUMBER
BRACING
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf; BCDL= 6.Opsf, h =25ft, Cat. II; Exp B, enclosed; MWFRS (low- rise),
TOP CHORD
2x6 SPF -S 1650F 1.5E *Except* TOP CHORD
Structural wood sheathing directly applied or 3-7 -7 oc pudins,
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3-6: 2x8 SPF -S 195OF 1.7E
except end verticals.
BOT CHORD
2x4 SPF -S 1650F 1.5E BOT CHORD
Rigid ceiling directly applied or 6 -0-0 oc bracing.
WEBS
2x4 WW Stud *Except* WEBS
1 Row at midpt 2 -10
2- 9,5- 7,5 -8: 2x4 SPF -S 165OF 1.5E
MiTek recommends that Stabilizers and required cross
7) Refer to girder(s) for truss to truss connections.
O C IC
bracing be installed during truss erection, in accordance with
Pd
O� Fit,
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 80 lb uplift at joint 7.
�, ••••••'•• cS
�� • R s T /�•
Stabilizer Installation guide.
REACTIONS
(lb /size) 7= 2267/0 -5 -8 (min. 0 -3 -8), 10= 1611 /Mechanical
•
•
LOAD CASE(S) Standard
Max Horz 10=- 209(LC 5)
•
Max Uplift 7= -80(LC 6)
Max Grav 7= 2554(LC 3), 10= 2194(LC 3)
FORCES (lb)
- Maximum Compression /Maximum Tension
TOP CHORD
1-10=-393/29,1-2=-392/193, 2 -3= 4813/0, 3-11 =- 4225/0, 4 -11 =- 4349/0, 4 -5 =- 3693/78, 5 -6= 0/331, 5 -7 =- 2510/99
BOT CHORD
9 -10= 0/1937, 8- 9=- 174/3432, 7 -8 =- 276/112
WEBS
2 -10 =- 2217/57, 2 -9= 0/3237, 3 -9 =- 2141/50, 4 -9= 0/695, 4 -8 =- 981/55, 5 -8= 0/3223
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf; BCDL= 6.Opsf, h =25ft, Cat. II; Exp B, enclosed; MWFRS (low- rise),
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load 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 other members.
7) Refer to girder(s) for truss to truss connections.
O C IC
8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Pd
O� Fit,
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 80 lb uplift at joint 7.
�, ••••••'•• cS
�� • R s T /�•
plate
10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
���
ilj •
referenced standard ANSI/TPI 1.
•
•
LOAD CASE(S) Standard
•
•
•
sS /oNAL LNG
April 9,2013
® WARNING - Verify design parameters and READ NO TES ON TUIS AND INCLUDED PUTEK REFERENCE PAGE Aill 7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �P
Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
lately InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
So
If uthern Pine (SP) turnber is spec6ed, she desisn valves are those effective 06/01/2013 by ALSC
Job
Truss
Truss Type
Qty
Ply
TOP CHORD
BV04001 -13
L1
SPECIAL TRUSS
4
1
836217353
CSI
DEFL
in
(loc)
I /deft
Job Reference (optional
Run: 7.350 s Sep 27 2012 rnnt 1.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:36 2013 Page 1
I D: GpzzYl6ioiAHwOFBGDJOWYyHwKb- HhGYwzNiC WL2zu 1 eHgnt9hlBPF 1 n9ooPLDrUhgzSiL n
fi -312 11 -0 -17
1611 n
2 -2-0 -- 5-6-4 12-0.O0
To 1:1 7
4x4 I 3x8 = 5x8 = 4x4 II
a5-0
-0110 -P I 6-3 -12 114 -12 16 -11-0
65-0 6 -3-12 5.1-0 I 5-6-4
Scale = 1:50.2
(ps80
BRACING
TOP CHORD
1.5X5.5 Microllam LVL 2.0E TG *Except*
TOP CHORD
3-4: 2x6 SPF -S 1650F 1.5E, 4 -6: 2x6 SPF -S 210OF 1.8E
BOT CHORD
TCLL 0
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /deft
Ud
PLATES
GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.95
Vert(LL)
-0.05
8 -9
>999
360
MT20
118/123
TCDL 10.0
Lumber Increase 1.00
BC 0.34
Vert(TL)
-0.08
9 -10
>999
180
MT18H
169/123
BCLL 0.0
Rep Stress Incr YES
WB 0.74
Horz(TL)
0.01
7
n/a
n/a
BCDL 10.0
Code IRC20061TPI2002
(Matrix)
Wind(LL)
0.01
9
>999
240
Weight: 112 lb
FT = 0%
LUMBER
BRACING
TOP CHORD
1.5X5.5 Microllam LVL 2.0E TG *Except*
TOP CHORD
3-4: 2x6 SPF -S 1650F 1.5E, 4 -6: 2x6 SPF -S 210OF 1.8E
BOT CHORD
2x4 SPF -S 1650F 1.5E
BOT CHORD
WEBS
2x4 WW Stud *Except*
WEBS
2-10:1.5X5.5 Microllam LVL 2.0E TG, 2 -9: 2x4 SPF -S 165OF 1.5E
5 -7: 2x6 SPF -S 165OF 1.5E
REACTIONS
(lb /size) 10= 2310/0 -5 -8 (min. 0-3-6),7=2083/0-4-8 (min. 0 -3 -3)
Max Horz 10= 181(LC 6)
Max Uplift 10= -66(LC 5)
Max Grav 10= 2359(LC 11), 7= 2235(LC 3)
Structural wood sheathing directly applied or 5 -2 -14 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
1 Row at midpt 3 -8
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/355, 2 -3 =- 1786/26, 3 -11 =- 1224/19, 4 -11 =- 906/50, 4 -5 =- 1183/45, 5 -12= 0/444, 6 -12= 0/191, 2 -10 =- 2289/106,
5 -7 =- 2176/16
BOT CHORD 9- 10=- 527/118, 8-9 =- 34/1519, 7- 8=- 109/49
WEBS 3 -9 =- 445/88, 3-8 =- 1029/47, 4 -8 =- 116/281, 2- 9= 0/1618, 5 -8 =0/956
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf; h =25ft, Cat. II; Exp B. enclosed; MWFRS (low- rise);
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category Il; Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load 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 other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb 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
j NDO LIC'
•
•
•
•
•
•
•: \X/
VS1;8/0N
April 9,2013
AWARNING - Vmify design parameters and READ NOTES ON 771IS AND INCLUDED JVI EKREFERENCE PAGE 1711 -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wt
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
ff sa..mern Pine [SP) Isunber is speeded, the design.l Ices are those effective 06/01/2013 by AtSc
Job
Truss
Truss Type
Qty
Ply
PLATES GRIP
MT20 118/123
Weight: 268 lb FT = 0%
BV04001 -13
L2
SPECIAL TRUSS
1
Spacing > 2 -0 -0).
836217354
WEBS 2x4 WW Stud *Except*
2 -10: 1.5X5.5 Microllam LVL 2.0E TG, 2 -9: 2x4 SPF -S 1650F 1.5E
5 -7: 2x6 SPF -S 1650F 1.5E
Ane. 1..1n
LBR SCAB 1 -3 1.5x5.5 MLLVL MicrollamTG one side
REACTIONS (lb /size) 10= 5776/0 -5 -8 (min. 0 -4 -4), 7= 5208/0-4 -8 (min. 0-4 -0)
Job Reference (optional)
ntrose, CO - 81401 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:36 2013 Page 1
ID:GpzzYl6ioiAHwOFBG DJO WYyHwKb- HhGYwzNiC WL2zu 1 eHgntgh IBeF?r9lu P LDrUhgzSiLn
-3-0-0 d -10 -0 6A1 71 -0 -1 0 SE-4 I 16110
8110
2 -2 -0 t1 -10 -0 6312 5.1. r 2 a I
lu a 7
3x6 II 3x10 = 5x8 = 4x4 II
-0-so
t>(top I s�1z i lid -1z I to -ti-0 I
O-SO &}12 S1-0 5yd
Scale = 1:50.2
LOADING (psf)
(Roof Snow =8
TCLL 80.0 10) 0.0
TCDL 1
BCLL 0.0
BCDL 10.0
SPACING 5 -0 -0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code IRC2006/TP12002
CSI
TC 0.93
BC 0.46
WB 0.92
(Matrix)
DEFL in (loc) I /defl Ud
Vert(LL) -0.06 8 -9 >999 360
Vert( TL) Vert TL -0.09 9 -10 >999 180
Horz(TL) 0.02 7 n/a n/a
Wind(LL) 0.01 9 >999 240
PLATES GRIP
MT20 118/123
Weight: 268 lb FT = 0%
LUMBER BRACING
TOP CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* TOP CHORD 2 -0 -0 oc purlins (6 -0-0 max.), except end verticals
3-4: 2x6 SPF -S 1650F 1.5E, 4 -6: 2x6 SPF -S 210OF 1.8E (Switched from sheeted:
Spacing > 2 -0 -0).
BOT CHORD 2x4 SPF -S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
WEBS 2x4 WW Stud *Except*
2 -10: 1.5X5.5 Microllam LVL 2.0E TG, 2 -9: 2x4 SPF -S 1650F 1.5E
5 -7: 2x6 SPF -S 1650F 1.5E
OTHERS 1.5X5.5 Microllam LVL 2.0E TG
LBR SCAB 1 -3 1.5x5.5 MLLVL MicrollamTG one side
REACTIONS (lb /size) 10= 5776/0 -5 -8 (min. 0 -4 -4), 7= 5208/0-4 -8 (min. 0-4 -0)
Max Horz 10= 453(LC 6)'
Max Uplift 10=- 165(LC 5)
Max Grav 10= 5897(LC 11), 7= 5588(LC 3)
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/887, 2 -11 =- 4456/0, 3 -11 =- 3629/44, 3 -12 =- 3050/48, 4 -12 =- 2269/124, 4 -5 =- 2959/112, 5-13= 0/1111,
6- 13= 0/477, 2- 10=- 5722/264, 5-7 =- 5440/40
BOT CHORD 9 -10 =- 1149/287, 8 -9 =- 83/3777, 7 -8 =- 273/120
WEBS 3 -9 =- 1083/227, 3-8 =- 2542/117, 4 -8 =- 305/658, 2- 9= 0/3960, 5- 8= 0/2396
NOTES
1) Special connection required to distribute top chord loads equally between all plies.
2) 2 -ply truss to be connected together with 1 Od (0.131 "x3 ") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc.
Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc.
3) 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.
4) Special connection required between scab 1 to 3 back face(s) and truss.
ND O L l
5) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf, BCDL= 6.Opsf, h =25ft; Cat. 11; Exp B, enclosed, MWFRS (low- rise);
�,� .•••••••eCC'vs
cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
6) TCLL: ASCE
7 -05, Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
r ••
7) Unbalanced snow loads have been considered for this design.
8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
• Q •
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0
• : Q:-
••
wide will fit between the bottom chord and any other members.
11) Provide mechanical connection truss to bearing
0 =\��
(by others) of plate capable of withstanding 165 lb uplift at joint 10.
•••••••••••G�
12) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
S /ON EN
referenced standard ANSI/TPI 1.
A�
LOAD CASE(S) Standard
April 9,2013
AWARNING - Verify design parmveetem and READ NOTES ON THIS AND INCLUDED It177EK REFERENCE PAGE MI -7473 BEFORE USE
Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Infwmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
N swath— pros (SA) han6er a Wp Wmc, the design »lees xe tfeose effective 06/01 /2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
2x4 SPF -S 165OF 1.5E
WEBS
2x4 SPF -S 1650F 1.5E `Except*
TCLL 80.0
SPACING 2 -0 -0
R36217355
BV04001 -13
L3
Special Truss
1
1
PLATES GRIP
(Roof Snow =8
Plates Increase 1.00
TC 0.48
Vert(LL)
-0.02
Job Reference (optional)
Alpine I fuss, Montrose, GU - 81401
i
F-
6x6 =
1 !
r`
m
Run: 7.350 s Sep 2-rM
5 -0 -12
5 -6 -4
Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:37 2013 Page 1
gGBdGl61(YyHwKb- Itgw81OK7gTvb 1 cgr016hu HTTfQ muKRZata2D7zSiLm
0 4
`II 3x8 - 3x4 II
N
N
Scale = 1:58.7
LOADING (psf)
TOP CHORD
2x6 SPF -S 165OF 1.5E
BOT CHORD
2x4 SPF -S 165OF 1.5E
WEBS
2x4 SPF -S 1650F 1.5E `Except*
TCLL 80.0
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /defl
Lid
PLATES GRIP
(Roof Snow =8
Plates Increase 1.00
TC 0.48
Vert(LL)
-0.02
4 -5
>999
360
MT20 169/123
10) 0.0
TCDL 1
Lumber Increase 1.00
BC 0.16
Vert(TL)
-0.04
4 -5
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.39
Horz(TL)
0.00
4
n/a
n/a
"
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wind(LL)
0.01
5 -6
>999
240
Weight: 73 Ib FT = 0%
LUMBER
TOP CHORD
2x6 SPF -S 165OF 1.5E
BOT CHORD
2x4 SPF -S 165OF 1.5E
WEBS
2x4 SPF -S 1650F 1.5E `Except*
1- 5,3 -5: 2x4 WW Stud
REACTIONS (lb /size) 6= 1029/0 -5 -8 (min. 0-1-8),4=1029/0-4-8 (min. 0 -1 -8)
Max Horz 6=- 223(LC 5)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 1 Row at midpt 2 -5
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -7 =- 612/45, 2 -7 =- 334/74, 2 -8 =- 413/72, 3 -8 =- 642/40, 1 -6 =- 976/12, 3-4 =- 969/11
BOT CHORD 5 -6=- 173/196, 4 -5= -23/44
WEBS 2 -5 =- 629/26, 1 -5 =- 68/508, 3-5 =- 68/456
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf; BCDL= 6.Opsf, h =25ft, Cat. II; Exp B, enclosed; MWFRS (low- rise);
cantilever left and right exposed , end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load 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 other members.
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
,D0 llc4
R S. T '� FO
.�
�S�QNAl E�
April 9,2013
A mmwm - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTE RKFRII CE PAGE HII -7473 BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek`
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, cluarity control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
tf Southern Pine (SP} lumber is specified. the design vatues are those effective 06101/2013 by ALSC
Job
Truss
Truss Type
Qty
Ply
i
4 -10 -5
Plate Offsets (X Y) [2:0-6-10, Edged [3:0-2-8, Edged [8:0-4-2,0-5-01, [13:0-4-0,0-4-81, (15 0-3-8.0-3-01
LOADING (psf)
836217356
BV04001 -13
M1
SPECIAL TRUSS
4
1
DEFL in
ES G 11
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.95
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:38 2013 Page 1
I D: GpzzYl6ioiAHwO F BGDJOWYyHwKb -D30J LePyk8blDBB 105pLE6gXw3eEdjHipXKbmzzSiLl
-2 -5-4 5-5 -2 -1- 10 -7 -12 10 1 -6 15 -9 -0 20 -6 -7 25d -12 27-4 -12
4 -6-4 0- 2 4 -9 -7 4 -9 -7 4 -10-5 2 -0 -0
5x6 =
6x8 = 3.W L12 10
Scale= 1:59.3
e
0
I<
0
A WARNING - Verify design paranwtem aad READ NOTES ON T711S AND INCLEMEO JITEK REFERENCE PAGE Jill -7473 BEFORE USE.
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component
Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, OSB -89 and BCSI Budding Component 7777 Greenback Lane, Suite 109
Safety Informafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
if Southern P-rse (SP) Wm6er is spec -dsed, the design vafurs are those effective 06/01/2013 by ALSO
4x4 II
i_ 6 -1 -8 I 15 -9 -0
10 -7 -12 6 7
20
951 1�
I
6 -1 -8 4-6-4 5 -1-4 4 -9 -7
i
4 -10 -5
Plate Offsets (X Y) [2:0-6-10, Edged [3:0-2-8, Edged [8:0-4-2,0-5-01, [13:0-4-0,0-4-81, (15 0-3-8.0-3-01
LOADING (psf)
TCLL 80.0
SPACING 2 -0 -0
CSI
DEFL in
ES G 11
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.95
Vert(LL) -0.15 11! 12 >999 360
ML
T220 923
TCDL 10.0
Lumber Increase 1.00
BC 0.66
Vert(TL) -0.21 11 -12 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.67
Horz(TL) 0.13 10 n/a n/a
BCDL 10.0
Code IRC2006ITP12002
(Matrix)
Wind(LL) 0.01 11 -12 >999 240
Weight: 166 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x6 SPF -S 165OF 1.5E *Except* TOP CHORD Structural wood sheathing
directly applied or 2 -2 -0 oc purlins,
1 -3: 2x6 SPF -S 210OF 1.8E except end verticals.
BOT CHORD 2x4 SPF -S 165OF 1.5E *Except* BOT CHORD Rigid Ceiling directly applied or 5 -11 -3 oc bracing.
4 -14: 2x4 WW Stud WEBS 1 Row at midpt
6 -13, 3-15, 13 -15
WEBS 2x4 WW Stud *Except* MiTek recommends that Stabilizers and required cross
2- 16,8 -10: 2x6 SPF -S 165OF 1.5E bracing be installed during truss erection, in accordance with
8 -11,3- 15,3- 13,3 -16: 2x4 SPF -S 1650F 1.5E
OTHERS 2x6 SPF -S 1650F 1.5E Stabilizer Installation guide.
REACTIONS (lb /size) 10= 1925/0 -5 -8 (min. 0 -3 -4), 15= 4074/0 -5 -8 (req. 0 -5 -15)
Max Horz 15=- 180(LC 5)
Max Uplift 10= -21(LC 8), 15=- 108(LC 7)
Max Grav 10= 2353(LC 3), 15= 4162(LC 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/539, 2 -18 =- 89/662, 3 -18 =- 25!725, 3-4 =- 1028/1129, 4 -5 =- 685/842, 5 -19 =- 837/1020, 6 -19 =- 1335/1009,
6 -20 =- 2465/809, 7 -20 =- 29511770, 7 -8 =- 3301/648, 8 -9= 0/247, 2 -16 =- 1026/150, 8 -10 =- 2307/36
BOT CHORD 15 -16 =- 1362/229, 14 -15= -20/4, 13 -14 =0/59, 4- 13=- 627/334, 12-13=-672/2370,11-12=-667/3163, 10 -11 =- 377/99
WEBS 5 -13 =- 741/124, 6-13 =- 1691/46, 6 -12= 0/488, 7 -11 =- 1078/214, 8 -11 =- 263/2914, 3 -15 =- 3116/31, 13 -15 =- 1667/220,
3 -13= 0/1512, 7- 12=- 856/40, 3 -16 =- 241/1552
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust); TCDL= 6.Opsf, BCDL= 6.Opsf; h =25ft, Cat. 11; Exp B, enclosed, MWFRS (low- rise),
cantilever left and right exposed , end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =80.0 psf (flat roof snow); Category 11; Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
N90 L lC
F,�,s
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide
0�.•••'• .
will fit between the bottom chord and any other members.
7) WARNING: Required bearing
; ' %��•
size at joint(s) 15 greater than input bearing size.
• •FO
•
8) Bearing at joint(s) 10 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify
Capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 10 and 108 lb uplift
at joint 15.
•
10) 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.
O •• \�
LOADCASE(S) Standard
•••
F �• "'•�� C?�\
SS�ONAk- EN
April 9,2013
A WARNING - Verify design paranwtem aad READ NOTES ON T711S AND INCLEMEO JITEK REFERENCE PAGE Jill -7473 BEFORE USE.
Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component
Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, OSB -89 and BCSI Budding Component 7777 Greenback Lane, Suite 109
Safety Informafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
if Southern P-rse (SP) Wm6er is spec -dsed, the design vafurs are those effective 06/01/2013 by ALSO
Job
Truss
Truss Type
Qty
Ply
6 -1 -8 4b-4
5 -1-4
i
49 -7 2 -10 -5
Plate Offsets MY): [2:0 -6 -10 Edgel [3:0-2-8,0-5-41, [6:0-4-0.0-4-81, [13:0-4-4,0-4-81, [15:0-3-8,0-3-01
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
R36217357
BV04001 -13
M2
SPECIAL TRUSS
1
1
TCLL
80.0
SPACING 2 -0 -0
CSI
DEFL
in (loc) I /deft Ud
Job Reference (optional)
Alpine Truss, Montrose, CO - 81401 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Mon Apr 08 16:02:39 2013 Page 1
ID: GpzzYl6ioiAHwOFBGDJOWYyHwKb- hFxhZ_QaVRjcgLmDypKanJNigT1 HMAbr2B391 ?zSiLk
Ill—
16 15 4x8 = 3.00 12 - -- 3x4 11
5x6 = 6x8 =
I�N
O
Scale = 1:58.2
NOTES
6 -1 -8 l IQ 2
I 15 -9-0
1 20-6 -7 23 -4 -12
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
6 -1 -8 4b-4
5 -1-4
i
49 -7 2 -10 -5
Plate Offsets MY): [2:0 -6 -10 Edgel [3:0-2-8,0-5-41, [6:0-4-0.0-4-81, [13:0-4-4,0-4-81, [15:0-3-8,0-3-01
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
LOADING (psf)
non-concurrent with other live loads.
D O LI
truss
5) This Vuss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
O�t�
P C c^'
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide
TCLL
80.0
SPACING 2 -0 -0
CSI
DEFL
in (loc) I /deft Ud
PLATES GRIP
(Roof Snow =80.0)
Plates Increase 1.00
TC 0.95
Vert(LL)
-0.07 12 >999 360
MT20 169/123
TCDL
10.0
Lumber Increase 1.00
BC 0.48
Vert(TL)
-0.10 11 -12 >999 180
BCLL
0.0
Rep Stress Incr YES
WB 0.67
Horz(TL)
0.07 10 n/a n/a
BCDL
10.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL)
-0.01 14 -15 >999 240
Weight: 157 lb FT = 0%
LUMBER
BRACING
TOP CHORD
2x6 SPF -S 165OF 1.5E 'Except`
TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins,
1 -3: 2x6 SPF -S 210OF 1.8E
except end verticals.
BOT CHORD
2x4 SPF -S 1650F 1.5E 'Except'
BOT CHORD Rigid ceiling directly applied or 5 -11 -3 oc bracing.
4 -14: 2x4 WW Stud
WEBS
1 Row at midpt 6 -13, 3-15,13-15
WEBS
2x4 WW Stud 'Except*
MiTek recommends that Stabilizers and required cross
2- 16,8 -10: 2x6 SPF -S 1650F 1.5E
bracing be installed during truss erection, in accordance with
8- 11,3- 15,3- 13,3 -16: 2x4 SPF -S 1650F 1.5E
Stabilizer Installation guide.
OTHERS
2x6 SPF -S 1650F 1.5E
REACTIONS
(lb /size) 10= 1639/0 -5 -8 (min. 0- 2 -14), 15= 3925/0 -5 -8 (req. 0 -5 -12)
Max Horz 15= 183(LC 6)
Max Uplift 10= -18(LC 8), 15=- 120(LC 7)
Max Grav 10= 2118(LC 3), 15= 4000(LC 2)
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD
1 -2= 0/539, 2 -18 =- 89/662, 3 -18 =- 26/725, 3 -4 =- 845/1116, 4 -5 =- 545/833, 5 -6 =- 1175/1008, 6 -19 =- 1924/767,
7-19=-2414/-728,7-8=-2196/616,8-9=0/397,2-16=-1012/150, 8 -10 =- 2052/11
BOT CHORD
15 -16 =- 1362/229, 14-15=-20/4,13-14=0/59,4-13=-641/256,12-13=-633/1901, 11- 12=-
57511767, 10- 11=- 562/78
WEBS
5 -13 =- 736/116, 6-13 =- 1322/54, 6-12=0/242,7-11=-663/96, 8 -11 =- 1/1821, 3-15=-2964/45,13-15=-1667/217,
3 -13 =0/ 1379,7 -12 =- 167/134,3 -16 =- 241/1532
NOTES
1) Wind: ASCE 7 -05; 90mph (3- second gust), TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft, Cat. 11, Exp B, enclosed, MWFRS (low- rise),
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05, Pf =80.0 psf (flat roof snow), Category 11, Exp B, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
D O LI
truss
5) This Vuss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
O�t�
P C c^'
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide
�, •••'••.� cS
will fit between the bottom chord and any other members.
�� S. %/ •.� CEO
7) WARNING: Required bearing size atjoint(s) 15 greater than input bearing size.
8) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
'
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ito uplift at joint 10 and 120 Ib uplift
at joint 15.
.
10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
4 4Q
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
�
S`S�ONAL ��G
April 9,2013
® WARNING - Verify design pm-mnetcrs and READ NOTES ON THIS AND INCLUDED Aff=REFERENCE PAGE AIII -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicolo4ty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Dot
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek*
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarity, Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610
H Southern Pine [SP) tunbet h specified the design values — those effective 06/01/2013 by ALSC
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61408 Jay Jay Rd, Montrose, CO 81403 to 2801 Snowberry Dr, Vail, CO 81657 - Google... Page 3 of 3'
conditions to differ from the map results, and you should plan your route accordingly. You must obey all signj-pr notices regarding your
route.
Map data 02013 Google
Directions weren't right? Please find your route on ma s. oo le.com and click "Report a problem" at the bottom left.
http: / /maps.google.com /maps ?mod &h1 =en &saddr= 61408 +Jay +Jay +Rd. +Montrose, + +CO.++... 4/8/2013
TOWN OF VAIL `
Department of Community Development
75 South Frontage Road
Vail, CO 81657
Tel: 970 - 479 -2128
www.vailgov.com
Development Review Coordinator
BUILDING PERMIT APPLICATION
(Separate applications are required for alarm & sprinkler)
Project Street Address:
Valuation of
Plans Included WorU
PQI m��y
r
Project #: J
O
,.LF3c�'l SnGcd�7Pr`v
/ii���
�RSr
DRB #: R
Ig
GYes
(Number) (Street)
0Yes
(Suite #)
0 Yes
,
OYes
Building /Complex Name:
Building Permit #:,94,1 —
�
Contractor Information
Lot #: _ Block # Subdivision:
Business Name. 4 Gtl
Business Address: I C 3
2_322__
Work Class: New q)
Addition (0 Alteration (0
City 4cv c "- ^
State:
zip: g/ 62o
P
Type of Building:
—�
�""�
Single - Family �) Duplex
0 Multi - Family
Contact Name: 17�t � �
�R „-{us
Commercial (0 Other
Contact Phone: y -3 & Co ! ( /
Contact E -Mail: d e 4 G/167i,_71V 5' • c . r` Work Type
I hereby acknowledge that I have read this application, filled out
in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to
comply with the information and plot plan, to comply with all Town
ordinances and state laws, and to build this structure according to
the town's zoning and subdivision codes, design review ap-
proved. International Building and Residential Codes and other
ordinances of the Town applicable thereto.
X_
Owner /Owner's Representative Signature (Required)
Applicant Information
Applicant Name: .;, e-1
Applicant Phone: C765— '30y 0 0 S
Electrical
Mechanical
Plumbing
Building
Interior Q Exterior 0 Both e
Work Included
Valuation of
Plans Included WorU
Yes
t)No
OYes
ONo
GYes
No
OYes
0Nc, _ `
GYes
(DNo
0Yes
GNo a(t0 m
0 Yes
Q)N
OYes
i )N y3 ,-
Value of all work being performed:
(value based on IBC Section 109.3 & IRC Section 108.3) •
Electrical Square Footage • 1153 53 `°
Detailed Scope and Location of Work: tIP-✓
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