HomeMy WebLinkAboutTrussesQuote
Prepared On: 3/12/2020
Print Out On:3/12/2020 1 of 1
TM version: 4.1.8.3
Sold To: Porter Homes
AppWrt Job No. 2202738 Ship Date
Online Job No. Quote
P.T. Account
Sales No PO
Builders
FirstSource
Store: Dolores
27151 COUNTY RD M
Dolores, CO
970-565-9207
Street:
City, State: Debque, CO
Model/Elev: Debeque Gun Range
Options 40-10-10 loading
Shipment Roof
IReq'rd Engineering
IReq'rd Layouts
Sales Rep STEVE THAYER
Mfg Sales Rep Larry Bush
Sales Area
Dist Center BFS Dolores
Estimator Larry Bush
Designer Larry Bush
IDirections
Job Contacts Site Office
Name
Phone
Fax
Truss ID
Type
Slope
Left
Right
Stub
Heel
Height
Weight/Ply
Total Weight
Span
Quantity
(Depth)
fSfilll'
„ .
MO1
36-0-0
2
ROOF
TC: 4,5
BC: 3.72
C: 6-0-0
OH: 1-4-0
L: 0-6-2
R: 5-0-2
14-5-6 ht
243 lbs.
486 lbs
M0-
36-0-0
29
ROOF
TC: 4,5
BC: 172
C:6-0-0
OH: 1-4-0
L: 0-6-2
R:5-0-2
14-5-6 ht
1681bs-
4872 lbs
� 1111Al
M03
7-11-8
2
ROOF
TC: 4,5
OH: 1-4-0
L: 0-4-0
R: 3-3-13
3-9-9 ht
34 lbs.
68 lbs
M04
7-11-8
29
ROOF
TC: 4.5
OH: 1-4-0
L: 0-4-0
R: 3-3-13
3-9-9 ht
29Ibs-
841 lbs
Total Trusses:
62
14-5-6 maxht 6,267Ibs
Trusses 0
Jacks 0
(Beams 0
Hangers 0
I
Piggy Backs 0
Others 62
rJl 0
TieDowns 0
Valleys 0
Floors 0
Trim -It 0
1Misc 0
Accepted By Seller
By:
Accepted By Buyer
Purchaser:
Truss Pkg: $6,650.00
Tax $0.00
By: Title:
Address:
Title:
Date Of Acceptance:
Total Price: $6,650.00
Phone: Date:
Pricing subject to shop drawing approval. Final blueprints must be submitted prior to fabrication. Should there be any
shortages or inconsistencies whatsoever in this shipment, notify Builders First Source within twenty-four hours. When
delivery requires using driveway or entering private property, we do so AT YOUR OWN RISK and WE WILL NOT BE
RESPONSIBLE for broken walks, driveways or any other damages that may result.
FIELD BRACING is NOT the responsibility of the Truss Fabricator, Truss Designer nor Plate Manufacturer. Truss erector(s)
are cautioned to seek professional advice regarding temporary bracing (which is always required to prevent toppling and
dominoing during erection) and permanent bracing (which is required in specific applications. Refer to WTCA 11x17
warning sheet and BCSI-1-03)
No Crane Fees Included.
This Quote is subject to Builders First Source sales terms.
No retainers ALLOWED.
THIS QUOTATION IS NULL AND VOID IF NOT AGREED UPON WITHIN THIRTY DAYS.
Prepared On: 3/12/2020
Print Out On:3/12/2020 1 of 1
TM version: 4.1.8.3
Job
2202738
Truss
M01
irussType
GABLE
Wty
2
Ply
1
Job Reference (optional)
0
3x6
8-5-86-5.8
13-9-4
ST1 ST2 S
S
ST
7-3-12
ST8
ST12
7x10 ST13
ST10 _ ST
Run: 8.2x0 s 001 7 2419 PrInI: 8.244 s Ocl 72019 hfTek V 0useries, Inc. Thu Maz 1257818:57 2020 Pie 1
1 D:AOpW7gLGEOebRrVcCCk6m9xxNcF-upvSGOpiOxrCGxurYHriCH5D9J13n0yRv7CFSzhjdl
21.1.0 28-4-12 36-0.0 7 A
7-3-12 7-3-12 7-7-4
ST17 3x4 § T24
ST16 ST1
8x14 MT2OHS
4.50 12
7x12 MT2OHS
-;--
6 7
ST
;1113 ?7 5
"4111111Iy�
6x8
� 1
130r�
.•
11
12x18 MT18HS
10
6x8
9
6x8
3.72 12
N
LLD
0
0,
Scale = 1:83.0
6.09 615[8 16-1-13 ( 25.10.1 35.6-6 D
6.0.4 0.5-8 9-8-5 9.8.5 9-B-5 0-5-'1D
Plate Offsets (X,Y)-- [3:0.4.8,Edge], j6:0.4.9,Edge1, [9:0-4-0,Edge], [10:0-1 8,0 1.9j, [10:0-4-0,Edge], [11:0-2-0,0.0.10], [11:1.1.8;0.2.41, [18:0-1-10,0-1-01, [19:0-1-10,0-1.0],
[22:0.1-10,0-1-01. [34:0-1-12,0-1-01, [37:0-1-12,0-1-01
LOADING (psf)
TCLL (roof)
Snow (Pf)
TCDL
BCLL
BCDL
20.0
40.0
10.0
0.0 '
10M
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code IBC2018/TP12014
CSI.
TC 0.97
BC 0.82
WB 0.94
Matrix -S
LUMBER -
TOP CHORD 2x4 HF/SPF 1650F 1.5E *Except*
T3: 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 HF/SPF 1650F 1.5E
WEBS 2x4 SPF Stud *Except"
W8: 2x6 HF/SPF 1650F 1.5E, W2,W7: 2x4 HF/SPF 1650F 1.5E
OTHERS 2x4 SPF Stud
DEFL. in (loc) I/deft
Vert(LL) -0.36 9-10 >974
Vert(CT) -0.57 9-10 >618
Horz(CT) 0.16 8 n/a
L/d
240
240
n/a
PLATES GRIP
MT20 185/144
MT2OHS 139/108
MT18HS 185/144
Weight: 223 Ib FT = 20%
BRACING -
TOP CHORD
BOT CHORD
WEBS
REACTIONS. (lb/size) 11=2615/0-5-8 (min. 0-4-7), 8=1828/0-5-8 (min. 0-1-8)
Max Horz 11=485(LC 16)
Max Uplift! 1= 360(LC 12), 8= 373(LC 16)
Max Grav11=2712(LC 23), 8=2440(LC 23)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 259 (ib) or less except when shown.
TOP CHORD 1-2=-262/899, 2-3= 175/916, 3.4=-3804/584, 4-69--3555/474, 5.69=•3295/489,
5-6=-353/76, 6-8=-815/147
BOT CHORD 1-11=-697/266, 10-11=-859/2987, 9-10=-858/3921, 8-9=-543/3024
WEBS 2-11=-779/258, 3-11=-4428/581, 3-10=0/589, 4-10=-671/121, 4-9=-659/284, 5-9=-94/874,
5-8=-2806/547
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 5-8
2 Rows at 1/3 pts 3-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; Gable
Roof; Common Truss; MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-0-010 3-0-0, Interior(1) 3-0-0 to 37-3-6 zone;
cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1,60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.00 Plate DOL=1.00); P1=40.0 pal (Lum DOL=1.15 Rate DOL=1.15); 18=1.0; Rough
Cat C; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable studs spaced at 1-4-0 oc.
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 20.0psf 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.
11) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
12) Provide7mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11=360
8.3Continued on page 2
1nh !Truss
2202738 MO1
NOTES.
13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1.
LOAD CASE(S) Standard
Truss Type
GABLE
Pry
2 1
Job Reference (optional)
Run: 8.240. s Oct 7 2019 Pdr11: 8.240 $ Oct 7 201911.47ek inddgfries, Inc. Thu Mae 12 06:1337 2020 Fleas 2
If)AOpW7gLOE4ehRrVcCCkEmDaNcF-ugvSdQpIOxrC{3X4PYly CH5D9JBnCryRv2CFSAcii
2202738
russ
M02
russ ype
Monopilch
a
0
3x6 =
6.5.8
8.5-8
13-9.4
2x4 I I
2
7-3.12
7x10
29
Job Reference (optional)
Him' 8.240 S Ocl 7 2019 Pr(n :8.240 s Ocl 7 2019 Wel( Inpualrles, Inc. Thu Mar 12 08:13:38 2020 Page 1
ID:AOpW7gt-OEOebRrVcCCkEmDzxNcF-M1TrTn,gNOFz3uhTwH74XSwkSfdVYwE969Z4mnu jdh
21.1.0) 28-4-12 i 36-0-0 7.4-
7-3-12 7-3-12 7.7-4 -4�
3x4
8x14 MT2OHS
----
12
4.50 12
7x12 MT2OHS
6 7
1
12x18 MT18HS----
10
T1BHS
10
6x8
( 6.0.0 6.713 16-1-13 25.10.1
6-0-0 0.58 9-6-5 9.8.5
9
6x8
3.72 12
35.6-8
9.8.5
6x8
O
9
N
9
9
a)
Scale =1:83.0
Plate Offsets (X,Y)-- f3:0.4-8,Edga1, I&0.4.9,Edge, (9:0-4.0,EdQe], [10:0-4-O,Edget [11:1-1.8,0-2-41
LOADING (psf)
TCLL (roof) 20.0
40.0
10.0
0.0 •
10.0
Snow (Pf)
TCDL
BCLL
BCDL
LUMBER -
TOP CHORD
BOT CHORD
WEBS
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code IBC2018/TPI2014
CSI.
TC 0.97
BC 0.82
WB 0.94
Matrix -S
DEFL. in (loc) I/deft
Vert(LL) -0.36 9-10 >974
Vert(CT) -0.57 9-10 >618
Horz(CT) 0.16 8 n/a
Ud
240
240
n/a
PLATES GRIP
MT20 185/144
MT2OHS 139/108
MT18HS 185/144
Weight: 143 Ib FT = 20%
2x4 HF/SPF 1650F 1.5E 'Except*
T3: 2x4 SPF 2100F 1.8E
2x4 HF/SPF 1650F 1.5E
2x4 SPF Stud "Except'
W8: 2x6 HF/SPF I850F 1.5E, W2,W7: 2x4 HF/SPF 1650F 1.5E
BRACING -
TOP CHORD
BOT CHORD
WEBS
REACTIONS. (Ib/size) 11=2615/0-5-8 (min. 0-4-7), 8=1828/0-5-8 (min. 0-1-8)
Max Horz 11=485(LC 16)
Max UpIift11= 360(LC 12), 8=-373(LC 16)
Max Grav11=2712(LC 23), 8=2440(LC 23)
FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or Tess except when shown.
TOP CHORD 1-2=-262/899, 2.3=-175/916, 3.4=•3604/564, 4-12=-3555/474, 5-12=-3295/489,
5-6=-353/76, 6-8=-815/147
BOT CHORD 1-11=-697/266, 10-11=-859/2987, 9-10=-858/3921, 8-9=-543/3024
WEBS 2-11=-779/258, 3-11-4428/581, 3-10=0/589, 4-10=-671/121, 4-9=-659/284, 5-9=-94/874,
5-8=-2806/547
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 5-8
2 Rows at 1/3 pts 3-11
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; Gable
Roof; Common Truss; MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 37-3-6 zone;
cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1 00 Plate DOL=1.00); Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough
Cat C: Partially Exp.; Ce=1.0; Cs -1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non -concurrent with other live loads.
5) All pietas 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/ -PI 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 100 Ib uplift at joint(s) except (jt=lb) 11=360,
8=373.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1.
LOAD CASE(S) Standard
russ
Job[M03
2202738
Truss Type
GABLE
(8y
2
Ply
1
Job Reference (optional)
c
1
RIm: 8.24Q a O t 7 2019 Priv : 8.249 s Oct 7 2019 Wok Intustrles, inc. Thu Mar 1208:13;39 2020 Paw 1
ID:AOpW?g1.QE0ebR VcCCkEmDzxNcF-rD1Dher?y2SwWr26rgbm 7HnB1?YIgHFvDXJJKdg
4•2.5 7-11-8
4.2-5 I 3-9-3
4
Rate Offsets (X,Y)-- [11:0-1-13.0-1.01
LOADING (psf)
TCLL (roof) 20.0
Snow (Pf) 40.0
TCDL 10.0
BCLL 0.0 "
BCDL 10.0
3x4 =
4-2-5 7.11.8
442.5 343
Scale = 1:18.7
Cel
Io
SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft Ud
Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.02 6 >999 240
Lumber DOL 1.00 BC 0.19 Vert(CT) -0.03 2-6 >999 240
Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 5 n/a n/a
Code IBC2018/TP12014 Matrix -P
LUMBER- BRACING -
TOP CHORD 2x4 HF/SPF 1650F 1.5E TOP CHORD
BOT CHORD 2x4 HF/SPF 1650F 1.5E
WEBS 2x4 SPF Stud BOT CHORD
OTHERS 2x4 SPF Stud
REACTIONS. (Ib/size) 2=628/0-3-8 (min 0-1-8), 5=445/0-1-8 (min. 0-1-8)
Max Horz2=143(LC 13)
Max Uplift2=-114(LC 12), 5=-72(LC 16)
Max Grav2=801(LC 23), 5=618(LC 23)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown
TOP CHORD 2-3--1023/143
BOT CHORD 2-6=-232/859, 5-6=-232/859
WEBS 3-5= 939/213
PLATES GRIP
MT20 185/144
Weight: 34 Ib FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 rnpii; TCDL=6.0psf; BCDL=6 Opsf; h=25ft; Cat. II; Exp C; Enclosed; Gable
Reel; Common Truss; MWFRS (envelope) gable end zona and C -C Extorior(2E) 1 4 10 to 1 7 6, Interior(1) 1-7-6 to 7-9-12 zone;
cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-16; Pr -20.0 psf (roof LL: Lum DOL=1.00 Plafe DOL -1.00); Pf=40.0 psf (Lum DOL -1.15 Plate DOL=1.15); Is=1.0; Rough
Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non -concurrent with other live loads
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 1-4-0 oc.
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 20.0psf 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b)
2=114.
13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
ROOF Ohm NOTES:
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S3 • Trues Damage and Modification
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a
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Branded Rock
Shooting Building
TBD
Debque, CO
THIS LAYOUT AND ASSOCIATED
MATERIAL LIST HAVE BEEN
PREPARED BASED ON PROJECT
PLANS ANDNTR INFORMATON
PROVIDED TO BUILDERS
F1RSTSOURCE IBES).
IT REMAINS THE RESPONSIBILITY
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ROOF DESIGN DATA
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9.00. DEAD LOAD 10,0
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