23010871B-221 Chestnut Street Addition Contractor Pack 7-13-23OVERHANG INFO HEEL HEIGHT
GABLE STUDS
01-03-00
24 IN. OC
END CUT RETURN
SQUARE NO
REQ. ENGINEERING
NONE
REQ. LAYOUTS
NONE
QUOTE
LAYOUT
CUTTING
DH1
DH1
DATEBY
SHIP
TO
24 West St
Hatfield, MA 01038
R.K. Miles-HatfieldSOLD
TO (413) 247-8300
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
09/05/23
07/13/23 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
23010871B
Brian Tetreault
Massachusetts /
/ /
Rich Blais
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
*7-6-23 plan date *Overhang scaled-review.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:Roof
221 Chestnut Street Addition
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY:Quick Quotes
LOT #SUBDIV:
DATE 07/13/23
221 Chestnut Street
Florence, MA 01062
221 Chestnut Street Addition
Rich Blais
07/13/23
07/13/23
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
UFP Belchertown, LLC DESIGNER David Hawk
QTY TYPE
SPAN LUMBER
TOP BOT
OVERHANG
LEFT RIGHT
CANTILEVER
LEFT RIGHT
PITCH
TOP BOTID
TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,15.0,0.0,15.0
STRESS INCR.
1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,15.0,0.0,15.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
S016.00 4.00 27-00-00 02-00-00 02-00-002 X 6 2 X 4
SCISSORS
6 27-00-00
S01SGE6.00 4.00 27-00-00 02-00-00 02-00-002 X 6 2 X 4
SCISSORS
1 27-00-00
ROOF SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY:TITLE:
JOB ADDRESS:
PHONE:DATE:
AC CEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
Quote is based on current design values at the time of quote (lumber, EW P, hardware, etc).
Should any of these values change prior to completion of this project,
reserves the right to adjust the sell price accordingly.
UFP Belchertown, LLC
QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW / ADJUST ALL PRICING.
Sealed individual truss drawings are included in the pricing.
Sealed layouts, stamped bracing diagrams are NOT included.
Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the
agreed upon payment terms
PURCHASE ORDER POLICY: Purchase orders are valid for a period of 30 days. Orders moved past a 30 day period are subject
to price review to current market conditions.
Scale = 1:57.2
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 16-2,12-10:2x6 SPF
No.2
BRACING
TOP CHORD 2-0-0 oc purlins (2-9-10 max.), except end
verticals
(Switched from sheeted: Spacing > 2-0-0).
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-16, 9-12
REACTIONS (size)12=5-08, (min. 2-08), 16=5-08,
(min. 2-08)
Max Horiz 16=116 (LC 10)
Max Uplift 12=-142 (LC 12), 16=-142 (LC 11)
Max Grav 12=2122 (LC 1), 16=2122 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-17=-565/38, 3-17=-532/54, 3-4=-4657/221,
4-18=-4549/223, 5-18=-4488/235,
5-19=-4294/120, 6-19=-4183/137,
6-20=-4183/149, 7-20=-4294/132,
7-21=-4488/141, 8-21=-4549/128,
8-9=-4657/127, 9-22=-532/44,
10-22=-565/27, 2-16=-808/167,
10-12=-808/167
BOT CHORD 15-16=-285/3612, 14-15=-193/4540,
13-14=-30/4540, 12-13=-132/3612
WEBS 6-14=-70/3366, 3-15=0/738, 5-15=-322/60,
5-14=-789/199, 7-14=-789/215,
7-13=-322/76, 9-13=0/738, 3-16=-3834/243,
9-12=-3834/177
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1)
0-10-12 to 10-6-0, Exterior (2) 10-6-0 to 16-6-0, Interior
(1) 16-6-0 to 26-1-4, Exterior (2) 26-1-4 to 29-1-4 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 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; 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 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)The Fabrication Tolerance at joint 14 = 8%
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
8)Bearing at joint(s) 16, 12 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 142 lb uplift at
joint 16 and 142 lb uplift at joint 12.
10)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Florence, MA
S01 SCISSORS 6 123010871B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Jul 13 12:49:46 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:A8Ziu7qExYQlU1M2j?yWQlzvoj?-rGQ8HREw2yVouvWx0lwGhfVUP7zJKbeLoAkEu4yyUdK
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
612
412
=4x6
=4x8
=4x10
=5x6
=3x4
=3x4
=M18AHS 12x18=5x6
=3x4
=3x4
=5x6
=4x10
=4x8
=4x6
1 11
16 12
2 101722
15 13
3 9
4 8
14
2118
75
2019
6
T2
T1
T2
T1
W1 W1
B1 B1
W6
W3
W4
W5 W5
W4
W3
W2 W2
17-06-11
13-08-15
2-00-00
-2-00-00
2-00-00
29-00-00
4-00-05
13-06-00
4-00-05
17-06-05
4-01-12
27-00-00
4-01-12
4-01-12
5-03-15
22-10-04
5-03-15
9-05-11
5-08
5-08
5-08
27-00-00
6-05-02
26-06-08
6-05-02
6-10-10
6-07-06
13-06-00
6-07-06
20-01-068-03-021-03-008-00-004-04-03Loading (psf)Spacing 2-02-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-0.29 14 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.58 14-15 >547 180 M18AHS 142/136
TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.51 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 136 lb FT = 20%
Scale = 1:57.2
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 16-2,12-10:2x6 SPF
No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD 2-0-0 oc purlins (2-9-10 max.), except end
verticals
(Switched from sheeted: Spacing > 2-0-0).
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-16, 9-12
REACTIONS (size)12=5-08, (min. 2-08), 16=5-08,
(min. 2-08)
Max Horiz 16=-116 (LC 9)
Max Uplift 12=-142 (LC 12), 16=-142 (LC 11)
Max Grav 12=2122 (LC 1), 16=2122 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-37=-565/38, 3-37=-532/54, 3-4=-4657/221,
4-38=-4549/223, 5-38=-4488/235,
5-39=-4294/120, 6-39=-4183/137,
6-40=-4183/149, 7-40=-4294/132,
7-41=-4488/141, 8-41=-4549/128,
8-9=-4657/127, 9-42=-532/44,
10-42=-565/27, 2-16=-808/167,
10-12=-808/167
BOT CHORD 15-16=-285/3612, 14-15=-193/4540,
13-14=-30/4540, 12-13=-132/3612
WEBS 6-14=-70/3366, 3-15=0/738, 5-15=-322/60,
5-14=-789/199, 7-14=-789/215,
7-13=-322/76, 9-13=0/738, 3-16=-3834/243,
9-12=-3834/177
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1)
0-10-12 to 10-6-0, Exterior (2) 10-6-0 to 16-6-0, Interior
(1) 16-6-0 to 26-1-4, Exterior (2) 26-1-4 to 29-1-4 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 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; 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 16.0 psf or 2.00 times flat roof load of 35.0 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)The Fabrication Tolerance at joint 14 = 8%
9)Gable studs spaced at 2-0-0 oc.
10)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
11)Bearing at joint(s) 16, 12 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 142 lb uplift at
joint 16 and 142 lb uplift at joint 12.
13)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
14)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Florence, MA
S01SGE SCISSORS 1 123010871B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Jul 13 12:49:46 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:A8Ziu7qExYQlU1M2j?yWQlzvoj?-JS_WVnFZpFdfW348ZSRVEt2f9XJY32uV1qTnQWyyUdJ
612
4
12
=4x6
=4x8
=4x10
=5x6
=3x4
=3x4
=MT18HS 3x12
=M18AHS 12x18=5x6
=8x8
=3x4
=5x6
=4x10
=4x8
=4x6
1 11
16 12
2 103742
15 13
3 9
4 8
14
4138
75
4039
6
T2
T1
T2
T1
W1 W1
B1 B1
W6
W3
W4
W5 W5
W4
W3
W2 W2
ST5
ST6ST4
ST3
ST2
ST1
ST5
ST6 ST4
ST3
ST2
ST1
17-06-11
13-08-15
2-00-00
-2-00-00
2-00-00
29-00-00
4-00-05
13-06-00
4-00-05
17-06-05
4-01-12
27-00-00
4-01-12
4-01-12
5-03-15
22-10-04
5-03-15
9-05-11
5-08
5-08
5-08
27-00-00
6-05-02
26-06-08
6-05-02
6-10-10
6-07-06
13-06-00
6-07-06
20-01-068-03-021-03-008-00-004-04-03Loading (psf)Spacing 2-02-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-0.29 14 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.58 14-15 >547 180 M18AHS 142/136
TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.51 12 n/a n/a MT18HS 197/144
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 153 lb FT = 20%