38D-009 (10) Shipping Summa
~ DATE 11/03/22 PAGE 1
REQ.QUOTE DATE 09/26/22 ORDER# 22080786JR
..•.::.11111111 ORDER DATE 10/18/22 QUOTE# 22080786BR
TM LLC L UFP Belc ertown, LC DELIVERY DATE 11/07/22 CUSTOMER ACCT# LMCWRKMI
155 Bay Road,PO Box 945,Belchertown,MA.01007 DATE OF INVOICE / / CUSTOMER PO# 32242004
Phone:413-323-7247 Fax:413-323-5257 ORDERED BY Doug Hodgins INVOICE#
UFP ORDER# TERMS
SUPERINTENDANT SALES REP Brian Tetreault
JOBSITE PHONE# (413)247-8314 SALES AREA Massachusetts/
.•s ;:
R.K. Miles-Hatfield JOB NAME:Montgomery-17 Reade St LOT# SUBDIV:
.L 0 24 West St MODEL: TAG:Roof Trusses JOB CATEGORY: Residential
:;
` T Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
°••`•. (413)247-8300 Jesse 413-374 2787
H Montgomery
1 SPECIAL INSTRUCTIONS:
P ; 17 Reed Steet Plans Date: 8/9/22
T '
D Northampton, MA 01062
:;
BY DATE
BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE J03 09/21/22
Roof Trusses END CUT RETURN LAYOUT / /
PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 CUTTING J03 09/21/22
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING: 24.0 IN. O C. (TYP.)
INFORMATION 35.0,15.0,0.0,10.0 1.00
PROFILE QTYI PITCH TYPE BASE I 0/A LUMBER OVERHANG CANTILEVER STUB Height Weight
PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT
JACK-CLOSED
a 8.00 s.00 J01 07-04-08 07-04-08 2 X 4 2 X 4 01-00-00 05-11-03 145.84
MONOPITCH
"tc 4 8.00 6.00 MO1 02-00-00 02-00-00 2 X 4 2 X 4 01-00-00 02-04-03 45.32
SCISSOR
8 8.00 6.00 S01 15-00-00 15-00-00 2 X 4 2 X 4 01-00-00 01-00-00 06-00-03 525.44
SCISSOR
2 8.00 6.00 SO1GE 15-00-00 15-00-00 2 X 4 2 X 4 01-00-00 01-00-00 06-00-03 111.32
2 SCISSOR
2 Ply 8.00 6.00 S03 15-00-00 15-00-00 2 X 4 2 X 6 01-00-00 01-00-00 06-00-03 313.48
1 FLAT GIRDER
2 Ply 0.00 0.00 TO1 10-00-00 10-00-00 2 X 4 2 X 8 02-04-00 116.04
a`—� �,. i, 1 FLAT GIRDER
2 Ply 0.00 0.00 T02 10-00-00 10-00-00 2 X 4 2 X 6 01-05-04 86.66
Total QTY: 26
Total Roof Wt: 1344.10
ITEMS
I QTY I ITEM TYPE I SIZE LENGTH I PART NUMBER NOTES
FT-IN-16
1 Literature BCSI-B1 Summary Sheet 10230 Commentary and Recommendations for Handling,Installing&
Bracing Metal Plate Connected Wood Trusses
Order Number:B1 WARN11x17 031125
1 Literature BCSI-B3 Summary Sheet 10230 Permanent Restraint/Bracing of Chords& Web Members
Order Number:B3WEB11X17 070209
4 Hanger JUS26 56727
4 Hanger SNP3 68048
* 2 2 0 8 0 7 8 6 J R * MBABOL
Shipping Summa
/ " -"'" ]...
DATE 11/03/22 PAGE 2
REQ.QUOTE DATE 09/26/22 ORDER# 22080786JR
I NW ORDER DATE 10/18/22 QUOTE# 22080786BR
....................
L„ LLC L
UFP Belc ertown, LC DELIVERY DATE 11/07/22 CUSTOMER ACCT# LMCWRKMI
155 Bay Road,PO Box 945,Belchertown,MA.01007 DATE OF INVOICE / / CUSTOMER PO# 32242004
Phone:413-323-7247 Fax:413-323-5257 ORDERED BY Doug Hodgins INVOICE#
UFP ORDER# TERMS
SUPERINTENDANT SALES REP Brian Tetreault
JOBSITE PHONE# (413)247-8314 SALES AREA Massachusetts/
�; R.K. Miles-Hatfield JOB NAME:Montgomery-17 Reade St LOT# SUBDIV:
s is
i 24 West St MODEL: TAG:Roof Trusses JOB CATEGORY: Residential
p
Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
T i. Jesse 413-374-2787
(413) 247-8300
H 1 Montgomery
I SPECIAL INSTRUCTIONS:
P 17 Reed Steet Plans Date: 8/9/22
T `' Northampton, MA 01062
O ::
BY DATE
BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE J03 09/21/22
Roof Trusses END CUT RETURN LAYOUT / /
PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 CUTTING J03 09/21/22
ITEMS
QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES
FT-IN-16
4 Hanger THD28-2 55980
1 Literature Truss Placement Plan 10230 Truss Placement Plan
Total QTY: 26
THE ABOVE LISTED ITEM HAVE BEEN RECEIVED IN GOOD CONDITION. (EXCEPTIONS NOTED)
Received By (Signature):
Received By (Print Name):
411
Company (Print Name):
Driver: Date:
0
The sale and performance for the delivery referenced in the Bill of Lading are completed subject to the
Terms and Conditions of Sale available at www.ufpi.com/terms.htm.
Truck Driver Job Site Safety Analysis
1) Is the terrain safe for the truck to make the delivery? Yes No N/A
2) Is the terrain safe for the moffit to be driven on Yes No N/A
3) Are there any objects in the way? Yes No N/A
4) Are there any overhead obstructions? Yes No N/A
Job Truss Truss Type Qty Ply 17 Reed St-Northampton,MA
22080786JR S01 Scissor 8 1 Job Reference(optional)
UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Oct 26 09: :32 Page:1
ID:8nQGOvodWf.MeKdEm Q01TylLGO-uIAWiDnU8an2WN2SJOPthV4XalkWOjgCNN SNyyPbUc
-1-00-0? 7-06-00 15-00-00 1¢-oo-op
1-00-0 7-06-00 7-06-00 1I-00-06
5x6*
3
1r 8
10 11
r7 0
9 0 6x12♦ 7
p p
12
9 5x8s 6x12a
2 4
- - Elo' 6 L 5
1 8 12 6 _
3x4 n 3x4 u
g-Oh 7-00-08 7-06-00
I 14-7-006 88 15 Q0�0
Scale=1:45.8
Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.10 7-8 >999 240 MT20 197/144
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.23 7-8 >759 180
TCDL 15.0 Rep Stress Ina YES WB 0.35 Horz(CT) 0.17 6 n/a n/a
BCLL 0.0• Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight 66 lb FT=20%
LUMBER 6) `This truss has been designed for a live load of 20.0psf
TOP CHORD 2x4 SPF 2100F 1.8E on the bottom chord in all areas where a rectangle
BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom
WEBS 2x4 SPF No.2`Except*8-2,6-4:2x6 SPF chord and any other members.
No.2 7) Bearing at joint(s)8,6 considers parallel to grain value
BRACING using ANSI/TPI 1 angle to grain formula. Building
TOP CHORD Structural wood sheathing directly applied or designer should verify capacity of bearing surface.
4-6-6 oc purlins, except end verticals. 8) Provide mechanical connection(by others)of truss to
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 64 lb uplift at joint
bracing. 8 and 64 lb uplift at joint 6.
REACTIONS (size) 6=5-08,(min.1-08),8=5-08,(min. 9) This truss is designed in accordance with the 2015
1-08) International Residential Code sections R502.11.1 and
Max Horiz 8=-141(LC 10) R802.10.2 and referenced standard ANSI/TPI 1.
Max Uplift 6=-64(LC 13),8=-64(LC 12) LOAD CASE(S) Standard
Max Gray 6=995(LC 1),8=995(LC 1)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250
(Ib)or less except when shown.
TOP CHORD 2-9=-2101/0,9-10=-1874/5,3-10=-1859/22,
3-11=-1859/53,11-12=-1874/33,
4-12=-2101/17,2-8=-1204/196,
4-6=-1204/172
BOT CHORD 7-8=-228/756,6-7=-167/740
WEBS 3-7=0/1442,2-7=0/1121,4-7=-58/1121
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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to
4-6-0,Exterior(2)4-6-0 to 10-6-0,Interior(1)10-6-0 to •
13-0-0,Exterior(2)13-0-0 to 16-0-0 zone;cantilever left
and right exposed;end vertical left and right ;ll'1 1.''R`1J;�
exposed;C-C for members and forces&MWFRS for - 1 47.,;
r AMEN. M. fx:
•
reactions shown;Lumber DOL=1.60 plate grip rA
DOL=1.60 AP(TAt (D sn ..
2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); ii •kL
Category II;Exp B;Partially Exp.;Ct=1.10 :r.,
3) Unbalanced snow loads have been considered for this u• n. �i1 f
design. •
4) This truss has been designed for greater of min roof live r.,;>S,�/��� •
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on ?�fs.4L:
overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom 0/26/2022
chord live load nonconcurrent with any other live loads.
-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 incorporate n 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 an 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 hen 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 Infor ation(BCSI)
for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute.
Job Truss Truss Type Oty Ply 17 Reed St-Northampton,MA
22080786JR S03 Scissor Girder 2 2 Job Reference(optional)
UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Oct 26 09:38:32 Page:1
ID:AZepcb1 M7CDzsYbBd3SJyoyILTw-uiAW IDn U8an2W Nr2SJOPthVOnajs WyzgCNN_SNyPt1Uc
-1-00-00 16-00-00
1 1 2-01-08 1 7-06-00 1 12-10-08 1 15-00-00 I I
1-00-00 2-01-08 5-04-08 5-04-08 2-01-08 1-00-00
4x6n
4
II
81121
11 14
a' g 3x8 s Q11111 � 3x8 a —
Coo 0 3 5 v N
CO 4x8♦ �• 8x8a ® 4x8.e 9 9
2 '1;2. LIlibb,, 6 8 8
$— ®WI 6 t �m;®
a 1 2 6,� 11 12 9 �r 7 0 0
_ o
2 5x8o 5x8a =' co—CO
•
• 3x6 0 3x6a
2-01-08 15-00-00
5-08 7-06-00 12-10-08 14-06-08
10 8 I 5-04-08 ( 5-04-08 11-08-001 I
1-08-00 5-08
Scale=1:49.7
Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.14 10 >999 240 MT20 197/144
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.22 9-10 >790 180
TCDL 15.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.25 8 n/a n/a
BCLL 0.0• Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight 157 lb FT=20%
LUMBER 3) Wind:ASCE 7-10;Vult=117mph(3-second gust)
TOP CHORD 2x4 SPF No.2 Vasd=92mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat.
BOT CHORD 2x6 SPF No.2 II;Exp B;Enclosed;MWFRS(envelope)exterior zone;
WEBS 2x6 SPF No.2*Except* cantilever left and right exposed;end vertical left and
- - -2 9-6:2x4 SPF No.2 right exposed;Lumber DOL=1.60 plate grip DOL=1.60
:RACING 4) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);
TOP CHORD Structural wood sheathing directly applied, Category II;Exp B;Partially Exp.;Ct=1.10
except end verticals. 5) Unbalanced snow loads have been considered for this
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc design.
bracing. 6) This truss has been designed for greater of min roof live
REACTIO = -� =5-08,(min. load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
1-08) overhangs non-concurrent with other live loads.
Max Horiz 12=138(LC 9) 7) This truss has been designed for a 10.0 psf bottom
Max Uplift 8=-201(LC 11),12=-108(LC 10) chord live load nonconcurrent with any other live loads.
Max Gray 8=2599(LC 1),12=2122(LC 1) 8) 'This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 3-06-00 tall by 2-00-00 wide will fit between the bottom
(lb)or less except when shown. chord and any other members.
TOP CHORD 2-3=-3795/198,3-13=-6554/197, 9) Bearing at joint(s)12,8 considers parallel to grain value
4-13=-6396/214,4-14=-6396/237, using ANSI/TPI 1 angle to grain formula. Building
5-14=-6551/221,5-6=-4632/307, designer should verify capacity of bearing surface.
2-12=-2049/102,6-8=-2486/160 10)Provide mechanical connection(by others)of truss to
BOT CHORD 10-11=-244/3533,9-10=-284/4296 bearing plate capable of withstanding 108 lb uplift at '
WEBS 4-10=-159/6585,5-10=-50/1700, joint 12 and 201 lb uplift at joint 8.
3-10=-73/2403,3-11=-1326/149, 11)This truss is designed in accordance with the 2015
2-11=-179/3114,6-9=-255/3723, International Residential Code sections R502.11.1 and
5-9=-1118/44 R802.10.2 and referenced standard ANSI/TPI 1.
NOTES 12)Load case(s)1 has/have been modified.Building
1) 2-ply truss to be connected together with 10d designer must review loads to verify that they are
(0.131"x3")nails as follows: correct for the intended use of this truss. •
Top chords connected as follows:2x4-1 row at 9-00 oc, 13)Hanger(s)or other connection device(s)shall be • i�?F kg)
2x6-2 rows staggered at 9-00 oc. provided sufficient to Support concentrated load(s)2085 c., ` ti;
Bottom chords connected as follows:2x6-2 rows lb down and 55 lb up at 7-6-0,and 562 lb down and 155 O.
staggered at 9-00 oc. lb up at 12-10-8 on bottom chord. The design/selection Via' • fis?
Web connected as follows;2x6-2 rows staggered at of such connection device(s)is the responsibility of � z tf.APITk i�ttq �.t'r ..
2-00 oc,Except member 3-11 2x6-2 rows staggered at others. r L
9-00 oc,2x4-1 row at 9-00 oc. LOAD CASE(S) Standard 4+a�r1
2) All loads are considered equally applied to all plies, 1) Dead+Snow(balanced):Lumber Increase=1.15,Plate
except if noted as front(F)or back(B)face in the LOAD Increase=1.15 ' �4
CASE(S)section.Ply to ply connections have been Uniform Loads(lb/ft) ~j • � '
provided to distribute only loads noted as(F)or(B), Vert:1-2=-100,2 4=-100,4-6=-100,6-7=-100, 5Y �#L :
unless otherwise indicated. 10-12=-20,8-10=-20 `
Concentrated Loads(lb) 1 I/26/2022
Vert:10=-2085,5=-83,9=-562
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 incorporati•n 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 hen 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 Info ation(SCSI)
for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate institute.
ra
Job Truss Truss Type Qty Ply 17 Reed St-Northampton,MA
22080786JR J01 Jack-Closed 4 1 Job Reference(optional)
UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Oct 26 09:38:31 Page:1
ID:fhOTTAhoQCBmvXDNft1 MSIyILZ W-uiA W IDnU8an2 W Nr2SJOPthVBVak8W 1IgCNN_SNyPbUc
1-00-00 4-00-03 7-04-08
1I-00-00 4-00-03 I 3-04-05
4x8=
4
1r 8
4x8 2-
3
on $ o
4 _
h 9 N
3x4 a
j'i
4x4=
8 oI 1 Js
6 12
3x6 o
5-08 B 11 00 7-04-08
I I6-05-08
5-08 5-08
Scale=1:43.6
Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.12 5-6 >691 240 MT20 197/144
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.25 5-6 >344 180
TCDL 15.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 8 n/a n/a
BCLL 0.0° Code IRC2015/TP12014 Matrix-MP
BCDL 10.0 Weight:36 lb FT=20%
LUMBER 6) 'This truss has been designed for a live load of 20.0psf
TOP CHORD 2x4 SPF No.2 on the bottom chord in all areas where a rectangle
BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom
WEBS 2x4 SPF No.2*Except*6-2:2x6 SPF No.2 chord and any other members.
OTHERS 2x6 SPF No.2 7) All bearings are assumed to be User Defined crushing
BRACING capacity of 425 psi.
TOP CHORD Structural wood sheathing directly applied or 8) Refer to girder(s)for truss to truss connections.
6-0-0 oc purlins, except end verticals. 9) Bearing at joint(s)6 considers parallel to grain value
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc using ANSI/TPI 1 angle to grain formula. Building
bracing. designer should verify capacity of bearing surface. •
REACTIONS (size) 6=5-08,(min.1-08),8= 10)Provide mechanical connection(by others)of truss to
Mechanical,(min.1-08) bearing plate capable of withstanding 3 lb uplift at joint 6
Max Horiz 6=144(LC 12) and 91 lb uplift at joint 8.
Max Uplift 6=-3(LC 12), 11)This truss is designed in accordance with the 2015
Max Graypli6=-3( CC 1,8=-91(LC 12)C)9) International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 LOAD CASE(S) Standard
(Ib)or less except when shown.
TOP CHORD 2-6=-304/156,3-4=-276/15,5-8=-70/333,
4-8=-70/333
BOT CHORD 5-6=-225/584
WEBS 3-5=-360/162,3-6=-680/56,4-8=-437/98
NOTES
1) Wind:ASCE 7-10;Vult=117mph(3-second gust)
Vasd=92mph;TCDL=5.0psf;BCDL=5.opsf;h=24ft;Cat.
II;Exp B;Enclosed;MWFRS(envelope)exterior zone
and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to
6-9-4 zone;cantilever left and right exposed;end
vertical left and right exposed;C-C for members and
forces&MWFRS for reactions shown;Lumber T.
DOL=1.60 plate grip DOL=1.60 �(+�.••r•CIF
41"4•.-.• ..
2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); ••; L•
Category II;Exp B;Partially Exp.;Ct=1.10 •• •Cx .RAMC•• ..l''
3) Unbalanced snow loads have been considered for this AAPE$AISPO m...,
design.
4) This truss has been designed for greater of min roof live fi
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on • O.+551...1 Mf
overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom C2e. "j • '��
chord live load nonconcurrent with any other live loads. S'f iQL•t•
10/26/2022
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 responsibglty of the Building Designer. Building Designer shall verify alt 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.
Job Truss Truss Type Oty Ply 17 Reed St-Northampton,MA
22080786JR MO1 Monopitch 4 1 Job Reference(optional)
UFP She Built.LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Oct 26 09:38:31 Page:1
I D:YeYq W FWdLOC8dgP90Z3TYKylLKF-uiA W iDnU8an2 W Nr2SJOPthVB1 arwW5UgCNN_SNyPbUc
-1-00-00
1-00-00
2 00 00 I
8 r2 •
4x8=
3xee 3'
/416 c
cJ a 1 % 47 0E�
IoA
4 4xa- c tO
iCie 3x4 s
2x4a J6
12
1-06-08
5-08 2-00-00
5-08 5-08
1-01.00
Scale=1:38.5
Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/dell lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 7 n/a n/a
BCLL 0.0" Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight:11 lb FT=20%
LUMBER 9) Provide mechanical connection(by others)of truss to
TOP CHORD 2x4 SPF No.2 bearing plate capable of withstanding 14 lb uplift at joint
BOT CHORD 2x4 SPF No.2 5 and 39 lb uplift at joint 7.
WEBS 2x4 SPF No.2 10)This truss is designed in accordance with the 2015
OTHERS 2x6 SPF No.2 International Residential Code sections R502.11.1 and
BRACING R802.10.2 and referenced standard ANSIITPI 1.
TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard
2-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size) 5=5-08,(min.1-08),7=
Mechanical,(min.1-08)
Max Horiz 5=43(LC 9)
Max Uplift 5=-14(LC 12),7=-39(LC 18)
Max Gray 5=297(LC 18),7=27(LC 10)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250
(Ib)or less except when shown.
TOP CHORD 2-5=-284/79
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)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 onlxC
overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom CAP}TANIO
chord live load nonconcurrent with any other live loads. •;L r
6) *This truss has been designed for a live load of 20.0psf _ ,1 s 5515 jai,
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom +•,, , q'
chord and any other members. a di r3 h
7) Refer to girder(s)for truss to truss connections.
8) Bearing at joint(s)5 considers parallel to grain value
using ANSIITPI 1 angle to grain formula. Building 10/26/2022
designer should verify capacity of bearing surface.
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 BuNding 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. BuNding 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.
Job Truss Truss Type Oty Ply 17 Reed St-Northampton,MA
22080786JR S01 GE Scissor Supported Gable 2 1
Job Reference(optional)
UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Wed Oct 26 09:38:32 Page:1
ID:H4?97EJxxMINrAaYOaleP2yILGe-uiAWIDnU8an2WNf1SJOPthVB1arLW5ZgCNN SNyPbUc
-1-00-00 1 -00-0I0
1-00-00 7 06 00 I 15-00-00 1-00-00
7-06-00 7-06-00
4x4
6
- -
Sf 5 �. 7
21 0 1 22
m 0 4 8 _
0 0 18121111111111111111117
° co y 9 8
2X. °111 10 C
m
a1 y ��; 11
0
20 -
�!:!:!:.•=ilil•+:!:lilili i!i!i!i! i!.•.••i!i!:t:t:!i!:0.i!ili0lililili lili!i! i!i!i!i!:t:ti!i!i!i!:!:!:t•V 12
19 6 L 13
129-op 7-06-00
pp_0 7-00-08 I 17-0608 1�5-0I
Scale=1:47.3
Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a - n/a 999
TCDL 15.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 12 n/a n/a
BCLL 0.0• Code IRC2015/TPI2014 Matrix-MR
'BCDL 10.0 Weight:56 I FT=20%
LUMBER 5) This truss has been designed for greater of min roof live
TOP CHORD 2x4 SPF No.2 load of 16.0 psf or 2.00 times flat roof load of 35.0 psi on
BOT CHORD 2x4 SPF No.2 overhangs non-concurrent with other live loads.
WEBS 2x4 SPF No.2 6) All plates are 2x4 MT20 unless otherwise indicated.
OTHERS 2x4 SPF No.2 7) Gable requires continuous bottom chord bearing.
BRACING 8) Truss to be fully sheathed from one face or securely
TOP CHORD Structural wood sheathing directly applied or braced against lateral movement(i.e.diagonal web).
6-0-0 oc puffins, except end verticals. 9) Gable studs spaced at 2-0-0 oc.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 10)This truss has been designed for a 10.0 psf bottom
bracing. chord live load nonconcurrent with any other live loads.
REACTIONS All bearings 15-00-00. 11)*This truss has been designed for a live load of 20.0psf
(Ib)-Max Horiz 20=-140(LC 10) on the bottom chord in all areas where a rectangle
Max Uplift All uplift 100(Ib)or less at joint(s) 3-06-00 tall by 2-00-00 wide will fit between the bottom
12,13,14,15,17,18,19 except chord and any other members.
20=-108(LC 8) 12)Provide mechanical connection(by others)of truss to
Max Gray All reactions 250(Ib)or less at joint bearing plate capable of withstanding 100 lb uplift at
(s)13,19 except 12=271(LC 18), joint(s)12,17,18,19,15,14,13 except(jt=1b)20=107.
14=251(LC 20),15=313(LC 20), 13)Beveled plate or shim required to provide full bearing
16=263(LC 25),17=313(LC 19), surface with truss chord at joint(s)16,17,18,19,15,14, .
18=251(LC 19),20=271(LC 18) 14)This truss is designed in accordance with the 2015
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 International Residential Code sections R502.11.1 and
(Ib)or less except when shown. R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 5-17=-271/74,7-15=-271/74
NOTES LOAD CASE(S) Standard
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)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to
4-6-0,Corner(3)4-6-0 to 10-6-0,Exterior(2)10-6-0 to
13-0-0,Corner(3)13-0-0 to 16-0-0 zone;cantilever left =•I:(OF 44q :
and right exposed;end vertical left and right ,G �0
exposed;C-C for members and forces&MWFRS3ti for ,r
reactions shown;Lumber DOL=1.60 plate grip" p:ME� M. a.:
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind(normal to the face), .10' ,,0 $1 .•.;f11/11111
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1. F,4i
3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); ® , 1 ,`5�.
Category II;Exp B;Partially Exp.;C1=1.10 , 00m..iu�"�.
4) Unbalanced snow loads have been considered for this
design. 11/26/2022
I
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.
ail OP.