24070631BR-UFP-Contractor_Copy-10-10-24OVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-00-00
0 IN. OC
END CUT RETURN
PLUMB
REQ. ENGINEERING
NONE
REQ. LAYOUTS
NONE
QUOTE
LAYOUT
CUTTING
KW2
KW2
DATEBY
SHIP
TO
125 Sunderland Road
North Amherst, MA 01059
Cowls Building SupplySOLD
TO (413) 549-0001
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
/ /
07/25/24 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCW1481
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
24070631BR
Tyler Pohl
Massachusetts /
/ /
Peter Van Buren
(413) 549-0001
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
Tie downs are the responsibility of the EOR and GC. Overframing at dormer over existing to be conventional and supplied by other.
JOB NAME:
MODEL: TAG:Roof Trusses
Parker / Gray Residence
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY:Single Family Custom
LOT #SUBDIV:
DATE 10/10/24
13 Lexington Ave
Northampton, MA 01062
Peter Van Buren
10/10/24
10/10/24
/ /
DESIGNER Karen Walker
QTY TYPE
SPAN LUMBER
TOP BOT
OVERHANG
LEFT RIGHT
CANTILEVER
LEFT RIGHT
PITCH
TOP BOTID
TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
A01K9.00 7.41 24-05-00 00-10-08 00-10-082 X 4 2 X 4
SCISSOR
1 24-05-00
A029.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6
SCISSOR
5 24-05-00
A039.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6
SCISSOR
6 24-05-00
A04K9.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6
SCISSOR
1 24-05-00
B01K9.00 9.00 20-00-08 00-10-04 00-10-042 X 6 2 X 6
ROOF
1 20-00-08
B029.00 9.00 20-00-08 00-10-04 00-10-042 X 6 2 X 6
ROOF
1 20-00-08
C01SK6.00 9.00 20-00-08 00-10-08 00-10-042 X 6 2 X 6
ROOF
1 00-01-0420-01-12
C026.00 5.50 20-00-08 00-10-08 00-10-042 X 6 2 X 6
ROOF
11 20-00-08
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.
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.
NEW DORMER
EXISTING STRUCTURE
4'-0 1/4" WALL HEIGHT FROM 2ND F.F.
REVISION SENT 10-10-24
RIGHT SIDE SWITCH TO SCISSOR TRUSSES 9/12 OUTSIDE PITCH 6/12 OR HIGHER INSIDE
PITCH. 16" HEELS.
LEFT SIDE CHANGE FROM CONVENTIONAL TO SCISSOR TRUSSES, SHED DORMER AND FRONT
LOWER SECTION TO BE SCISSORS WITH AN ACTUAL OUT TO OUT OF 20' 0 1/8".
HEEL HEIGHT IN FRONT FOR 25'-8" A SHED ROOF IS WANTED 6/12 OR 9/12 TO HAVE THE
HIGHEST INTERIOR PITCH AND HEEL CAN GO ABOVE THE 1'4" HEIGHT.REV 10/10/249/12 PITCH1'-4" HEEL7.41/12 CLG PITCHREV 10/10/249/12 PITCH1'-4" HEEL7.41/12 CLG PITCHREV-FIELD DIMENSION RECEIVED 10/10/24
EXISTING STRUCTURE
4'-0 1/4" FROM 2ND F.F.
6'-10 1/4" DORMER WALL HEIGHT
RIDGE HEIGHT 22'-1 3/8"
(20'-5 1/16" CEILING HEIGHT)
FROM 1ST FINISHED FLOOR 6/12 PITCH5.5 CLGPITCHREV 10/10/249/12 PITCH1'-8" HEEL9/12 CLG PITCHREV 10/10/249/12 PITCH1'-8" HEEL9/12 CLG PITCHA01KA02A02A02A02A02A03A03A03A03A03A03A04KB01KB02C01SKC02C02C02C02C02C02C02C02C02C02C02TrussTrax.ufpi.comThis 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.13 Lexington AveNorthampton, MA 01062Custom AdditionCowls Building SupplyParker/Gray ResidenceREVISIONSDATE DESCRIPTION DSN10/10/24 -REVISISED PER CUSTOMER EMAIL. -KLW- - -- - -- - -- - -- - -- - -- - -
24070631BR
STRUC DATE
JOB #:
DESIGNER KLW
ARCH DATE
LAYOUT DATE
06/22/24
06/22/24
07/22/24
SCALE:N.T.S.THIS IS A TRUSS/COMPONENT PLACEMENT DIAGRAM (TPD) ONLY; NOT AN ENGINEERED DOCUMENT. Trusses are designed as individual buildingcomponents 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 responsible for 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 plan changes 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 WAY WITHOUT 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 suggestions only 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 PLAN (315) 253-2758(413) 213-3722(856) 767-0043(800) 488-2811(800) 333-2092(800) 828-2906(607) 563-1556(603) 824-9690UFP AuburnUFP ChicopeeUFP BerlinUFP GordonUFP HudsonUFP New WindsorUFP SidneyUFP Wilton
Scale = 1:64.4
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
6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 24-05-00.
(lb) -Max Horiz 34=231 (LC 13)
Max Uplift All uplift 100 (lb) or less at joint(s)
20, 22, 23, 24, 25, 29, 30, 31, 32
except 21=-188 (LC 15), 27=-117
(LC 13), 33=-205 (LC 11), 34=-267
(LC 10)
Max Grav All reactions 250 (lb) or less at joint
(s) 20, 23, 27, 31 except 21=260
(LC 31), 22=254 (LC 37), 24=257
(LC 22), 25=320 (LC 22), 26=289
(LC 22), 28=289 (LC 21), 29=320
(LC 21), 30=257 (LC 21), 32=254
(LC 36), 33=285 (LC 30), 34=359
(LC 31)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 7-8=-135/277, 8-9=-117/285, 11-12=-117/285,
12-13=-135/277
WEBS 9-28=-255/32, 11-26=-255/32,
7-29=-278/127, 13-25=-278/127
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner(3E) -0-10-8 to 2-1-8, Exterior(2N) 2-1-8
to 9-2-8, Corner(3R) 9-2-8 to 15-2-8, Exterior(2N) 15-2-8
to 22-3-8, Corner(3E) 22-3-8 to 25-3-8 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
3) 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.
4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 30.8 psf on
overhangs non-concurrent with other live loads.
7)All plates are 2x4 MT20 unless otherwise indicated.
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) 20, 29, 30, 31, 32, 25, 24, 23, 22 except (jt=lb)
34=267, 27=116, 33=205, 21=187.
13)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
A01K Scissor 1 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:55 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:nRFMa6TcggBrmFJYE8kdZNyvXrm-CHzu1YSehhT061hpQlZh1oyJNpPsv5?AfIRtqkyUovd
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.
912
7.4112=3x4 =3x4
=3x4
=3x4
=3x4
=3x4
2034
1 19
2133
2 18
2232
3 17
35 36
31 23
4 162430
5 15
29 25
6 14
28 2627
7 13
128
9 11
10
T2
T1
T2
T1
W1 W1
B1 B1
ST6 ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
10-08
-10-08
10-08
25-03-08
12-02-08
24-05-00
12-02-08
12-02-08
5-08
5-08
5-08
24-05-00
11-09-00
23-11-08
11-09-00
12-02-081-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 33-34 >999 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 33-34 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 20 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 99 lb FT = 20%
Scale = 1:71.8
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* 16-7:2x4 SPF 2100F
1.8E
SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8
SP 2400F 2.0E -- 4-03-02
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-3-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)2=5-08, (min. 1-15), 12=5-08, (min.
1-15)
Max Horiz 2=194 (LC 13)
Max Uplift 2=-78 (LC 14), 12=-78 (LC 15)
Max Grav 2=1553 (LC 2), 12=1553 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-1679/207, 3-4=-4482/319,
4-27=-4497/386, 5-27=-4424/388,
5-6=-4375/399, 6-7=-4149/109,
7-8=-4149/122, 8-9=-4375/166,
9-28=-4424/156, 10-28=-4497/154,
10-11=-4482/119, 11-12=-1572/103
BOT CHORD 2-18=-360/3008, 17-18=-367/3176,
16-17=-193/4191, 15-16=-24/4191,
14-15=-57/3176, 12-14=-59/3008
WEBS 7-16=-94/4567, 6-16=-434/214,
8-16=-434/261, 10-15=-307/87, 11-15=0/868,
3-17=0/868, 4-17=-307/100
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1)
1-10-11 to 9-2-8, Exterior(2R) 9-2-8 to 15-1-6, Interior (1)
15-1-6 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8 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
3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
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 30.8 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 20.0psf
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) 2, 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 78 lb uplift at joint
2 and 78 lb uplift at joint 12.
10)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
A02 Scissor 5 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:56 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:nRFMa6TcggBrmFJYE8kdZNyvXrm-9f4eREUvDIkjLKrCX9b96D2dpdxRNvHT6cw_udyUovb
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.
912
7.4112
=8x12
=3x6
=2x4 =6x10 =2x4
=4x8 =4x6 =3x4
=8x12 =5x8
=3x4
=4x6
=4x8 =2x4
=6x10
=2x4 =3x6
=8x12
1 13
2 121418
3 11
1517
4 10
27 2816
5 968
7
T2
T1
T2
T1B1B1
W6
W5 W5
W4
W3
W2
W1
W2
W3
W4
W1HW1HW1
10-08
-10-08
10-08
25-03-08
2-11-04
21-01-04
2-11-04
6-03-00
3-00-10
18-02-00
3-00-10
9-03-10
2-10-14
15-01-06
2-10-14
12-02-08
3-03-12
3-03-12
3-03-12
24-05-00
5-08
5-08
5-08
24-05-00
2-11-04
21-01-04
2-11-04
6-03-00
2-10-04
23-11-08
2-10-04
3-03-12
5-11-08
12-02-08
5-11-08
18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL)-0.35 16 >846 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.52 16 >563 180
TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.69 12 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 170 lb FT = 20%
Scale = 1:71.8
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* 16-7:2x4 SPF 2100F
1.8E
SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8
SP 2400F 2.0E -- 4-03-02
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-3-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)2=5-08, (min. 1-15), 12=5-08, (min.
1-15)
Max Horiz 2=194 (LC 13)
Max Uplift 2=-78 (LC 14), 12=-78 (LC 15)
Max Grav 2=1553 (LC 2), 12=1553 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-1680/207, 3-4=-4480/319,
4-5=-4481/378, 5-6=-4420/390,
6-7=-4164/105, 7-8=-4164/121,
8-9=-4420/161, 9-10=-4481/150,
10-11=-4480/119, 11-12=-1571/103
BOT CHORD 2-18=-360/3010, 17-18=-367/3180,
16-17=-217/4217, 15-16=-30/4217,
14-15=-58/3180, 12-14=-59/3010
WEBS 7-16=-81/4537, 10-15=-278/77,
6-16=-469/229, 4-17=-278/89, 3-17=0/862,
11-15=0/862, 8-16=-469/281
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1)
1-10-11 to 8-11-2, Exterior(2R) 8-11-2 to 15-5-14, Interior
(1) 15-5-14 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8
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
3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
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 30.8 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 20.0psf
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) 2, 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 78 lb uplift at joint
2 and 78 lb uplift at joint 12.
10)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
A03 Scissor 6 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:56 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:B0wVC8VVybZQdj17vGHKB?yvXrj-9f4eREUvDIkjLKrCX9b96D2dmdxNNvKT6cw_udyUovb
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.
912
7.4112
=8x12
=3x6
=2x4 =6x10 =2x4
=4x8 =4x6 =3x6
=8x8 =5x8
=3x6
=4x6 =2x4
=4x8
=2x4
=6x10
=3x6
=8x12
1 13
2 121418
3 11
17 15
4 105916
6 8
7
T2
T1
T2
T1
B1 B1
W6
W3
W5
W3
W1 W1
W2 W2
W5
W4 W4
HW1 HW1
10-08
-10-08
10-08
25-03-08
2-11-04
21-01-04
2-11-04
6-03-00
3-00-10
9-03-10
3-00-10
18-02-00
2-10-14
15-01-06
2-10-14
12-02-08
3-03-12
3-03-12
3-03-12
24-05-00
5-08
5-08
5-08
24-05-00
2-11-04
21-01-04
2-11-04
6-03-00
2-10-04
23-11-08
2-10-04
3-03-12
5-11-08
12-02-08
5-11-08
18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL)-0.35 16 >846 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.52 16 >563 180
TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.69 12 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 170 lb FT = 20%
Scale = 1:72
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8
SP 2400F 2.0E -- 4-03-02
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing, Except:
6-0-0 oc bracing: 17-18,12-13.
REACTIONS All bearings 24-05-00.
(lb) -Max Horiz 2=-194 (LC 12), 27=-194 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s)
10, 12, 18, 31 except 2=-129 (LC
15), 13=-173 (LC 15), 17=-193 (LC
14), 27=-129 (LC 15)
Max Grav All reactions 250 (lb) or less at joint
(s) 14, 16 except 2=335 (LC 31),
10=291 (LC 37), 12=316 (LC 2),
13=644 (LC 22), 15=617 (LC 2),
17=650 (LC 21), 18=302 (LC 2),
27=335 (LC 31), 31=291 (LC 37)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 4-35=-296/80, 8-38=-296/58
WEBS 6-15=-484/21, 8-13=-646/170, 4-17=-644/186
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1)
1-10-11 to 9-2-8, Exterior(2R) 9-2-8 to 15-2-8, Interior (1)
15-2-8 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8 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
3) 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.
4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 30.8 psf on
overhangs non-concurrent with other live loads.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 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
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
11)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint
(s) 10, 18, 12, 10 except (jt=lb) 2=128, 13=173, 17=192,
2=128.
12)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
A04K Scissor 1 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:57 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:8P2FdqXlUDp7s1BV1hJoGQyvXrh-dse0faVX_csazUQO5t6OfRamr1Sc6R4cLGfXR3yUova
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.
912
7.4112
=6x10
=3x6 =6x10
=3x6 =3x6 =4x6
=6x8 =5x6
=4x6
=3x6
=3x6
=6x10
=3x6
=6x10
1 11
2 101218
3 9
17 13
1416
4 8
35 3815
5 73637
6
T2
T1
T2
T1B1B1
W5
W4
W3
W4
W3
W1
W2
W1
W2
HW1 HW1
ST3
ST1
ST2
ST3
ST1
ST2
10-08
-10-08
10-08
25-03-08
2-11-04
6-03-00
2-11-04
21-01-04
3-03-12
24-05-00
3-03-12
3-03-12
5-11-08
18-02-00
5-11-08
12-02-08
5-08
5-08
5-08
24-05-00
2-11-04
6-03-00
2-11-04
21-01-04
2-10-04
23-11-08
2-10-04
3-03-12
5-11-08
12-02-08
5-11-08
18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL)0.00 29 >999 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.05 Vert(CT)0.00 15-16 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 10 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 174 lb FT = 20%
Scale = 1:56.5
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 20-00-08.
(lb) -Max Horiz 24=-203 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s)
14, 16, 17, 18, 19, 20, 21, 22
except 15=-119 (LC 15), 23=-135
(LC 11), 24=-206 (LC 10)
Max Grav All reactions 250 (lb) or less at joint
(s) 14, 16, 22 except 15=269 (LC
31), 17=293 (LC 22), 18=337 (LC
22), 19=316 (LC 33), 20=336 (LC
21), 21=293 (LC 21), 23=296 (LC
30), 24=338 (LC 31)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
WEBS 6-20=-293/74, 5-21=-253/80, 8-18=-294/72,
9-17=-253/80
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-4 to 2-0-4, Interior (1) 2-0-4
to 7-0-4, Exterior(2R) 7-0-4 to 13-0-4, Interior (1) 13-0-4
to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12 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
3) 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.
4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 30.8 psf on
overhangs non-concurrent with other live loads.
7)All plates are 2x4 MT20 unless otherwise indicated.
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) 14, 19, 20, 21, 22, 18, 17, 16 except (jt=lb) 24=206,
23=134, 15=118.
13)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
B01K Roof Special 1 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:57 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:pOfMVg2CJANycc9WeI43aGyUpee-dse0faVX_csazUQO5t6OfRaqs1SW6SrcLGfXR3yUova
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.
912
9
12=3x4 =5x6
=5x6
=3x4
1424
131
23 15
122
3 11
22 16
4 10
21 17
25 28
5 9
20 18
26 27
6 8
19
7
W1
T1 T1
W1
B1 B1
ST2
ST1
ST1
ST1
ST1
ST1
ST1
ST1
ST1
10-04
20-10-12
10-04
-10-04
10-00-04
10-00-04
10-00-04
20-00-08
5-08
5-08
5-08
20-00-08
9-06-12
19-07-00
9-06-12
10-00-041-08-009-02-037-02-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL)0.00 23-24 >999 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.05 Vert(CT)0.00 23-24 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 14 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 110 lb FT = 20%
Scale = 1:60.1
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 12-2,6-8:2x6 SPF
No.2, 10-4:2x4 SPF 2100F 1.8E
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-1-15 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-12, 5-8
REACTIONS (size)8=5-08, (min. 1-08), 12=5-08, (min.
1-08)
Max Horiz 12=-203 (LC 12)
Max Uplift 8=-67 (LC 15), 12=-67 (LC 14)
Max Grav 8=1283 (LC 2), 12=1283 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-12=-805/135, 2-3=-783/132, 3-13=-4841/0,
13-14=-4829/0, 4-14=-4722/0, 4-15=-4722/0,
15-16=-4829/0, 5-16=-4841/0, 5-6=-783/99,
6-8=-805/108
BOT CHORD 11-12=-229/3180, 10-11=-233/3234,
9-10=0/3234, 8-9=0/3180
WEBS 4-10=0/5075, 5-10=-181/1480, 3-10=0/1480,
3-12=-3092/106, 5-8=-3092/0
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-4 to 2-1-12, Interior (1)
2-1-12 to 7-0-4, Exterior(2R) 7-0-4 to 13-0-4, Interior (1)
13-0-4 to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12
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
3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
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 30.8 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 20.0psf
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) 12, 8 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 67 lb uplift at joint
12 and 67 lb uplift at joint 8.
10)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
B02 Roof Special 1 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:57 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:HbCkj03q4UVpEmkiC0bI7TyUped-dse0faVX_csazUQO5t6OfRam51NL6JscLGfXR3yUova
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.
912
912=6x6
=4x10 =4x12
=2x4 =5x8
=8x8
=4x12
=2x4
=4x10 =6x6
12 8
71
62
11 9
531613
14 15
10
4
W1
T1 T1
W1
B1 B1
W5
W4W4
W3
W2
W3
W2
10-04
20-10-12
10-04
-10-04
5-00-07
10-00-04
5-00-07
15-00-11
4-11-13
20-00-08
4-11-13
4-11-13
5-08
5-08
5-08
20-00-08
5-00-07
15-00-11
5-00-07
10-00-04
4-06-05
19-07-00
4-06-05
4-11-131-08-009-02-037-02-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL)-0.38 10 >612 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.58 10 >407 180
TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(CT)0.94 8 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 130 lb FT = 20%
Scale = 1:69.3
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2 *Except* 14-3:2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 7-9,15-2:2x6 SPF
No.2
OTHERS 2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-11-1 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 6-9
REACTIONS (size)9=5-08, (min. 1-08), 17=5-08, (min.
1-08)
Max Horiz 17=194 (LC 13)
Max Uplift 9=-79 (LC 15), 17=-78 (LC 14)
Max Grav 9=1283 (LC 2), 17=1276 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-18=-2604/129, 3-18=-2550/131,
3-19=-2797/155, 4-19=-2733/164,
4-20=-4401/0, 5-20=-4334/0, 5-21=-4864/0,
6-21=-4921/0, 6-22=-697/194,
22-23=-726/175, 7-23=-988/170,
7-9=-980/209
BOT CHORD 10-11=0/3741, 9-10=0/3672, 3-13=-357/48,
12-13=-33/3739, 11-12=-42/3805
WEBS 4-13=-1324/0, 5-11=0/4383, 6-11=-115/1166,
2-13=-61/2168, 6-9=-3348/0, 4-11=-75/763,
2-17=-1329/170
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-9-4 to 2-2-12, Interior (1) 2-2-12
to 7-1-9, Exterior(2R) 7-1-9 to 13-1-9, Interior (1) 13-1-9
to 18-0-0, Exterior(2E) 18-0-0 to 21-0-0 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
3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
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 30.8 psf on
overhangs non-concurrent with other live loads.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* 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.
9)Bearings are assumed to be: Joint 17 SPF No.2
crushing capacity of 425 psi.
10)Bearing at joint(s) 9, 17 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 capable of withstanding 79 lb uplift at joint
9 and 78 lb uplift at joint 17.
12)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
C01SK Roof Special 1 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:58 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:lnm6wM3SrndgrwJumj6XfhyUpec-dse0faVX_csazUQO5t6OfRako1Fp6DzcLGfXR3yUova
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
912
5.512 912
=4x6
=4x4
=7x16
=2x4 =3x4
=6x10
=MT20HS 3x10
=2x4 =6x8
=10x12
=4x12
=2x4 =MT20HS 10x14
915
8
71417
16 23
1 13
2
10
18 223
12
19 6
214
20
11
5
T1
T2
W11
W1
B1
B4B2
B3W4
W7
W8
W3
W2
W9
W10
W5
W6
BL1
2-09-073-00-02
10-08
-10-08
10-04
20-10-12
2-10-12
5-09-00
2-10-04
2-10-04
3-08-06
13-08-10
4-03-04
10-00-05
6-03-14
20-00-08
5-08
20-00-08
5-08
5-08
2-06-08
3-00-00
2-09-00
5-09-00
3-08-06
13-08-10
4-03-04
10-00-05
5-10-06
19-07-009-02-031-04-001-08-000-092-01-036-04-021-10-141-10-1411-032-10-011-02-004-00-013-02-017-02-010-097-02-11Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)-0.41 10-11 >573 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.87 Vert(CT)-0.62 10-11 >381 180 MT20HS 148/108
TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.86 9 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 136 lb FT = 20%
Scale = 1:56.5
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 6-8,12-2:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-11-11 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-12, 5-8
REACTIONS (size)8=5-08, (min. 1-08), 12=5-08, (min.
1-08)
Max Horiz 12=183 (LC 13)
Max Uplift 8=-82 (LC 15), 12=-77 (LC 14)
Max Grav 8=1283 (LC 2), 12=1286 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-13=-1097/91, 13-14=-929/95,
3-14=-912/108, 3-15=-4378/0, 4-15=-4322/0,
4-16=-4850/0, 5-16=-4915/0, 5-17=-709/191,
17-18=-744/172, 6-18=-1000/167,
6-8=-980/207, 2-12=-931/130
BOT CHORD 11-12=-18/3583, 10-11=-33/3662,
9-10=0/3739, 8-9=0/3661
WEBS 4-10=0/4375, 3-10=0/872, 3-12=-2985/0,
5-10=-118/1158, 5-8=-3325/0
NOTES
1)Unbalanced roof live loads have been considered for
this design.
2)Wind: ASCE 7-16; Vult=120mph (3-second gust)
Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior(2E) -0-10-8 to 2-1-8, Interior (1) 2-1-8
to 7-0-5, Exterior(2R) 7-0-5 to 13-0-5, Interior (1) 13-0-5
to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12 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
3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25
Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum
DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;
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 30.8 psf on
overhangs non-concurrent with other live loads.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* 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.
9)Bearing at joint(s) 8, 12 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 82 lb uplift at joint
8 and 77 lb uplift at joint 12.
11)This truss is designed in accordance with the 2018
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 Parker/Gray Residence
C02 Roof Special 11 124070631BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Thu Oct 10 14:16:58 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:hAutL25jNPtO5DTHt88?l6yUpea-52COswV9lw_Rae?afaddCe7vkQhJrfFmawP5zVyUovZ
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
912
5.5
12 9
12=MT20HS 10x14
=4x12
=2x4
=10x12=5x8
=4x12
=2x4 =MT20HS 10x14
8
7
6
12
18
1
2
9
13 17
11
14 5
163
15
10
4
T1
T2
W9
W1
B1
B2
W5
W4
W2
W6
W8
W3
W7
0-1010-08
-10-08
10-04
20-10-12
3-08-06
13-08-10
4-03-04
10-00-05
5-09-00
5-09-00
6-03-14
20-00-08
5-08
20-00-08
5-08
5-08
3-08-06
13-08-10
4-03-04
10-00-05
5-03-08
5-09-00
5-10-06
19-07-009-02-021-04-001-08-000-096-04-022-10-002-10-004-04-007-02-000-097-02-10Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL)-0.42 10 >563 240 MT20 197/144
Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.40 Vert(CT)-0.63 10 >374 180 MT20HS 148/108
TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.84 8 n/a n/a
BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS
BCDL 10.0 Weight: 122 lb FT = 20%