95 Park Hill Truss packageOVERHANG INFO HEEL HEIGHT
GABLE STUDS
01-02-00
0 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
NONE
REQ. LAYOUTS
JOBSITE 2
QUOTE
LAYOUT
CUTTING
BRT
BRT
DATEBY
S
H
I
P
T
O
24 West St
Hatfield, MA 01038
R.K. Miles-Hatfield
S
O
L
D
T
O (413) 247-8300
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
/ /
09/12/23 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
23090147BR
Brian Tetreault
Massachusetts /
/ /
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:Roof Trusses
Wally Marek /79 Park Hill Road
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY:Single Family Custom
LOT # SUBDIV:
DATE09/08/23
79 Park Hill Road
Northampton, MA 01062
Wally Marek
Rich Blais
09/08/23
09/08/23
/ /
DESIGNER Brian Tetreault
QTY TYPE
SPAN
LUMBER
TOP BOT
OVERHANG
LEFT RIGHT
CANTILEVER
LEFT RIGHT
PITCH
TOP BOT
ID
TOTAL
PRICEPRICE
UNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,15.0,0.0,10.0
STRESS INCR.
1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,15.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
T01 6.00 0.00 24-00-00 02-00-00 02-00-002 X 4 2 X 4
COMMON
7 24-00-00
T01A 6.00 0.00 23-08-08 02-00-00 02-03-082 X 4 2 X 4
COMMON
5 00-03-0824-00-00
T01GE 6.00 0.00 24-00-00 02-00-00 02-00-002 X 4 2 X 4
COMMON
2 24-00-00
ROOF SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICE
UNIT TOTAL
PRICE
ITEMS
HUS26Hanger 5
ITEMS SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
JOB ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc).
Should any of these values change prior to completion of this project,
reserves the right to adjust the sell price accordingly.
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.
Truss Connector Total ListManuf Product QtyMiTek HUS26 5BBO1T01GET01GEHUS26HUS26HUS26HUS26HUS26T01(3)T01(4)T01A(5)24' 0" 24' 0" 7' 2 1/2"10' 6" 6' 9"24' 5 1/2"24' 5 1/2"6' 9"5 1/2"1' 11 1/4"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0" 2' 0" 23' 8 1/2"3 1/2"ROOF AREA 828.28 ft²SHEATHING COUNT* 28 sheetsOVERHANGE LINES 52.92 ftRAKED LINES 62.61 ftRIDGE LINES 26.46 ftHIP LINES 0 ftVALLEY LINES 0 ftTrussTrax.ufpi.comThe following informationis an approximate andNOT guaranteed.(315) 253-2758(800) 488-7247(856) 767-0043(800) 488-2811(800) 333-2092(800) 828-2906(800) 842-6673(607) 563-1556UFP AuburnUFP BelchertownUFP BerlinUFP GordonUFP HudsonUFP New WindsorUFP ParkerUFP SidneyThis drawing is property of UFP Site Built, LLC.Any unauthorized use of this document withoutwritten permission is prohibited. UFP relinquishesownership of delivered product upon delivery.Owner of product must obtain UFP's authorizationprior to any alteration or modification of product;UFP will not be held responsible for anyunauthorized modifications done or costs incurredwithout prior written authorization from UFP.79 Park Hill RoadNorthampton, MA 01062Additionrk MILES-Hatfield, MAWaly MarekREVISIONSDATE DESCRIPTION DSN- - -- - -- - -- - -- - -- - -- - -- - -23090147BRSTRUC DATEJOB #:DESIGNERBRTARCH DATELAYOUT DATENoneN/A09/08/23SCALE:N.T.S.THIS IS A TRUSS/COMPONENT PLACEMENT DIAGRAM (TPD) ONLY; NOTAN ENGINEERED DOCUMENT. Trusses are designed as individualbuildingcomponents tobe incorporated into the building design at the specification of thebuilding designer. See individual truss design drawings (TDD's) foreach truss designidentified on the TPD. The building designer is responsiblefor temporaryand permanent bracing of the roof and floor system and for the overall structure. The design of the support structure including but not limited to headers, beams, walls, and columns is also the responsibility of the building designer. For general guidanceregarding installation and bracing, consult "Building Component Safety Information" (BCSI) available from the SBC Association (www.sbcacomponents.com). It is the responsibility of the General Contractor to verify that the provided component layout matches the final intended construction plans, loading conditions, and use. Ifthey do not, it is the responsibility of the General Contractor to notify UFP and provide plans containing the latest specifications and designs. UFP will not be responsible for planchanges by others after final approval of shop drawings, or for errors or modifications made on-site during construction. DO NOT CUT, NOTCH,DRILL, OR OTHERWISE "REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. The Framer is responsible to verify all dimensions, including adjusting member spacing within tolerances to allow for the drop and rise ofplumbing/HVAC, unless noted otherwise. Truss-to-wall connections, if shown, are for uplift only and do not consider lateral loads. All connectors on this project are to be installed per the connector manufacturer's specifications. All connectors shown that are not truss-to-truss are suggestionsonly and are to be verified by theBuilding Designer or Engineer of Record for suitability to this particular project. UFP accepts no responsibility for the specific application or suitability of any connector that is not truss-to-truss as they apply to this specific structure.ROOF TRUSS PLACEMENT PLANLEFT END OF TRUSS IS NOTED AS(TYPICAL)ADD ADDITIONAL NOTES AS NEEDEDROOF TRUSS NOTES:
Scale = 1:50.8
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 11-2,8-6:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-11, 5-8
REACTIONS (size)8=5-08, (min. 2-09), 11=5-08, (min.
2-09)
Max Horiz 11=-98 (LC 10)
Max Uplift 8=-119 (LC 13), 11=-119 (LC 12)
Max Grav 8=1635 (LC 1), 11=1635 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-12=-294/209, 3-12=-205/279,
3-13=-1761/153, 13-14=-1628/164,
4-14=-1618/177, 4-15=-1625/179,
15-16=-1635/165, 5-16=-1768/155,
5-17=-202/280, 6-17=-293/210,
2-11=-589/148, 6-8=-589/148
BOT CHORD 10-11=-108/1600, 10-18=0/1193,
18-19=0/1193, 9-19=0/1193, 8-9=-39/1601
WEBS 4-9=-70/620, 5-9=-424/160, 4-10=-67/615,
3-10=-424/160, 3-11=-1776/142,
5-8=-1778/141
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) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to
9-0-0, Exterior (2) 9-0-0 to 15-0-0, Interior (1) 15-0-0 to
23-0-0, Exterior (2) 23-0-0 to 26-0-0 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)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
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 119 lb uplift at joint
11 and 119 lb uplift at joint 8.
8)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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 79 Park Hill Road Northampton, MA
T01 Common 7 123090147BR 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 Sep 07 16:23:40 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:dZdnO62P_ZqMyNhWWPh?45yg_pr-DWqkoVk1slQ5Hat?L9Cm7tOeDdsVvWwO6o2fFlyg_Ep
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
=4x6
=3x8
=4x6
=3x4 =5x6
=6x6
=4x6
=3x8
=4x6
71
11
10 18 19 9
8
621712
53
13 16
14 15
4
T1 T1
W1 W1
B1 B2
W5
W6
W4
W3W2 W7
2-00-00
26-00-00
2-00-00
-2-00-00
5-10-04
12-00-00
5-10-04
17-10-04
6-01-12
6-01-12
6-01-12
24-00-00
7-10-13
16-00-00
8-00-00
24-00-00
8-01-03
8-01-037-03-151-02-007-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.18 9-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.27 9-10 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.06 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 108 lb FT = 20%
Scale = 1:52.5
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x4 SPF 2100F
1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 11-2,8-6:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-11, 5-8
REACTIONS (size)8= Mechanical, (min. 1-08),
11=5-08, (min. 2-09)
Max Horiz 11=100 (LC 11)
Max Uplift 8=-122 (LC 13), 11=-119 (LC 12)
Max Grav 8=1650 (LC 1), 11=1615 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-12=-292/210, 3-12=-204/280,
3-13=-1724/149, 13-14=-1591/160,
4-14=-1581/173, 4-15=-1548/171,
15-16=-1556/157, 5-16=-1689/147,
5-17=-172/349, 6-17=-178/275,
2-11=-588/148, 6-8=-555/151
BOT CHORD 10-11=-106/1569, 10-18=0/1158,
18-19=0/1158, 9-19=0/1158, 8-9=-33/1502
WEBS 4-9=-65/555, 5-9=-364/154, 4-10=-66/616,
3-10=-425/160, 3-11=-1749/138,
5-8=-1807/148
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) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to
9-0-0, Exterior (2) 9-0-0 to 15-0-0, Interior (1) 15-0-0 to
23-0-0, Exterior (2) 23-0-0 to 26-0-0 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)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
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 119 lb uplift at joint
11 and 122 lb uplift at joint 8.
9)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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 79 Park Hill Road Northampton, MA
T01A Common 5 123090147BR 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 Sep 07 16:23:40 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:2a2l7SxGFVUEgLdVfAUaO_yg_nP-iiO60qkfd3YyvkSCvsj?g5xpR1BqezHYLSoCoByg_Eo
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
=4x6
=3x8
=4x6
=3x4 =5x6
=5x6
=5x6
=4x10
=6x6
71
18 19
11
10 9
8
2 61712
53
13 16
14 15
4
T1 T2
W1 W6
B1 B2
W4
W3
W4
W3W2 W5
2-00-00
-2-00-00
2-03-08
26-00-00
5-10-04
12-00-00
5-10-04
17-10-04
5-10-04
23-08-08
6-01-12
6-01-12
7-09-11
15-10-13
7-09-11
23-08-08
8-01-03
8-01-037-03-151-02-001-03-127-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.17 9-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.26 9-10 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.05 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 108 lb FT = 20%
Scale = 1:50.6
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
10-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 24-00-00.
(lb) -Max Horiz 28=-96 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
16, 17, 18, 19, 20, 21, 23, 24, 25,
26, 27, 28
Max Grav All reactions 250 (lb) or less at joint
(s) 17, 19, 25, 27 except 16=473
(LC 18), 18=267 (LC 20), 20=306
(LC 20), 21=339 (LC 20), 22=302
(LC 1), 23=339 (LC 19), 24=306
(LC 19), 26=267 (LC 19), 28=473
(LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-28=-451/192, 14-16=-451/192
WEBS 8-22=-261/0, 7-23=-298/110, 6-24=-265/74,
9-21=-298/110, 10-20=-265/74
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 Corner (3) -2-0-0 to 1-0-0, Exterior (2) 1-0-0 to
9-0-0, Corner (3) 9-0-0 to 15-0-0, Exterior (2) 15-0-0 to
23-0-0, Corner (3) 23-0-0 to 26-0-0 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 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 79 Park Hill Road Northampton, MA
T01GE Common Supported Gable 2 123090147BR 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 Sep 07 16:23:40 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:Uor_lhkTFYAHXTwLq3lc4ayg_Ih-AuyUDAlHNMgoXu1OTaEECIU0zRg_NTrha6XmKeyg_En
612
=4x6 =4x4
=5x6 =4x6
151
28
27 26 25 24 23 22 21 20 19 18 17
16
142
3429
133
4 12
5 11
30 33
6 10
31 32
7 9
8
W1
T1 T1
W1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
2-00-00
26-00-00
2-00-00
-2-00-00
12-00-00
12-00-00
12-00-00
24-00-00
24-00-007-03-151-02-007-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.22 Horz(CT)-0.01 16 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 10.0 Weight: 114 lb FT = 20%