HomeMy WebLinkAboutTrusses - SEALED 1904864-80T Crtyrd of Carmel Lot 1Initials:Job Name:Model:Tag:EPCON COMMUNITIESD4 Elev A with (SP or SR), EP, and BRCrtyrd on RIVERSIDE 75JGSNOTES:07/30/19Today's Date:DIR:BUILD & HOLD :SHIPPING DATE :P.O. NUMBER :FILE ID# 1904864-80T Thank you for choosing CONTRACT BUILDING COMPONENTS 14540 INDUSTRIAL PKWY. MARYSVILLE, OH 43040 Any Questions, please call (937) 644-0739QTY SPANLUMBERTOP BOTOVERHANGLEFT RIGHTCANTILEVERLEFT RIGHTPITCHTOP BOTIDFT-IN-16PROFILERoof TrussesPLYINFORMATION BY EACH TRUSSTOTALPRICEPRICEUNITC-423 1110.00 0.0002-08-14 00-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 9.06Ship Ht = 1 - 8 - 0GT-406 1 8.00 0.0035-00-0800-10-0800-00-00 00-00-002 X 4 2 X 6 2BRDFT =Weight = 330.80Ship Ht =4 -11 -13GT-419B 1 8.00 0.0041-10-0001-06-0300-00-00 00-00-002 X 6 2 X 10 3BRDFT =Weight = 1152.90Ship Ht =12 - 6 - 2GT-420B 1 3.71 0.0006-09-1501-00-1000-00-00 00-00-002 X 4 2 X 6 2BRDFT =Weight = 49.40Ship Ht = 2 - 7 -13GT-423 1 8.00 0.0015-03-0000-10-08 00-10-0800-00-00 00-00-002 X 6 2 X 10 2BRDFT =Weight = 192.38Ship Ht = 5 - 7 - 8GT-426 1 8.00 0.0015-03-0000-10-08 00-10-0800-00-00 00-00-002 X 4 2 X 6BRDFT =Weight = 60.95Ship Ht = 3 - 5 -13GT-428 1 8.00 0.0021-05-0001-01-12 01-00-1200-00-00 00-00-002 X 4 2 X 10 3BRDFT =Weight = 425.70Ship Ht = 7 - 8 - 2GT-430 110.00 0.0022-08-0800-10-0800-00-00 00-00-002 X 2 X 4 4BRDFT =Weight = 864.20Ship Ht =12 - 3 -12GT-430A 110.00 0.0022-08-0800-10-0800-00-00 00-00-002 X 2 X 4 4BRDFT =Weight = 879.44Ship Ht =12 - 3 -12GT-431 110.00 0.0031-00-04 00-00-00 00-00-002 X 6 2 X 8 2BRDFT =Weight = 421.74Ship Ht =12 - 3 -12HT-300A 1 5.66 0.0009-03-1001-02-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 32.54Ship Ht = 4 -11 - 2HT-438 2 5.66 0.0006-01-0701-05-1100-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 21.15Ship Ht = 3 - 5 - 2T-401 2 8.00 0.0002-06-1500-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 8.51Ship Ht = 2 - 3 - 2T-403 5 8.00 0.0006-08-0000-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 22.48Ship Ht =4 -11 -13T-404 10 8.00 0.0006-08-0000-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 21.00Ship Ht =4 -11 -13T-405 2 8.00 0.0004-06-1500-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 14.62Ship Ht = 3 - 7 - 2T-407 1 8.00 0.0035-00-0800-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 152.72Ship Ht = 6 - 3 -13T-408 1 8.00 0.0035-00-0800-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 168.61Ship Ht = 7 - 7 -13T-409 1 8.00 0.0035-00-0800-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 155.33Ship Ht =8 -11 -13T-415B 3 8.00 0.0035-00-0800-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 156.63Ship Ht =12 - 6 - 2T-421B 1 3.71 0.0005-00-1501-02-0200-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 14.26Ship Ht = 2 - 1 - 5T-422B 1 3.71 0.0003-00-1501-02-0200-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 9.09Ship Ht = 1 - 5 -14 1PAGE
Initials:Job Name:Model:Tag:EPCON COMMUNITIESD4 Elev A with (SP or SR), EP, and BRCrtyrd on RIVERSIDE 75JGSNOTES:07/30/19Today's Date:DIR:BUILD & HOLD :SHIPPING DATE :P.O. NUMBER :FILE ID# 1904864-80T Thank you for choosing CONTRACT BUILDING COMPONENTS 14540 INDUSTRIAL PKWY. MARYSVILLE, OH 43040 Any Questions, please call (937) 644-0739QTY SPANLUMBERTOP BOTOVERHANGLEFT RIGHTCANTILEVERLEFT RIGHTPITCHTOP BOTIDFT-IN-16PROFILERoof TrussesPLYINFORMATION BY EACH TRUSSTOTALPRICEPRICEUNITT-424 1 8.00 0.0015-03-0000-10-08 00-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 47.08Ship Ht = 4 - 9 -13T-426 5 8.00 0.0004-05-0000-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 14.13Ship Ht = 3 - 5 -13T-427 4 8.00 0.0002-03-1500-10-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 7.25Ship Ht = 2 - 1 - 2T-428 2 8.00 0.0021-05-0001-01-12 01-00-1200-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 71.95Ship Ht = 7 - 8 - 2T-429 210.00 0.0022-08-0800-10-0800-00-00 00-00-002 X 2 X 4 2BRDFT =Weight = 410.76Ship Ht =12 - 3 -12T-431 310.00 0.0031-00-04 00-00-00 00-00-002 X 6 2 X 8BRDFT =Weight = 239.51Ship Ht =12 - 3 -12T-431A 610.00 0.0031-00-04 00-00-00 00-00-002 X 6 2 X 8BRDFT =Weight = 239.51Ship Ht =12 - 3 -12T-433 4 8.00 0.0035-11-0000-10-08 08-06-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 157.60Ship Ht =12 - 6 - 2T-433A 1 8.00 0.0035-00-0800-10-08 07-09-1200-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 159.19Ship Ht =10 - 3 -13T-433B 1 8.00 0.0035-11-0000-10-08 08-06-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 167.95Ship Ht =11 - 7 -13T-434 2 8.00 0.0035-11-0000-10-08 08-06-0800-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 157.60Ship Ht =12 - 6 - 2T-435 1 8.00 0.0035-11-0000-10-08 06-08-1500-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 162.16Ship Ht =12 - 6 - 2T-436 1 8.00 0.0035-11-0000-10-08 04-08-1500-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 162.19Ship Ht =12 - 6 - 2T-437 1 8.00 0.0035-11-0000-10-08 02-08-1500-00-00 00-00-002 X 4 2 X 4BRDFT =Weight = 163.24Ship Ht =12 - 6 - 2FT-IN-16ITEM TYPEQTY SIZELENGTHPART NUMBERNOTESItemsTOTALPRICEPRICEUNIT - -HGUS210-2Hanger 1 - -HGUS26Hanger 5 - -HGUS26-2Hanger 1 - -HUS26Hanger 8 - -HUS28Hanger 10 - -LUS24Hanger 18 - -LUS26Hanger 1 - -LUS410Hanger 10 - -THJA26Hanger 3 - -TJC37Hanger 4 2PAGE Tallest Ship ht. = 12 - 6 - 2 Trusses = 145 Total Brdft. = Weight = 7,650.5 Designs = 36
D4 Elev (A or B) with (SP or SR), EP, and BR`General Notes:(do not scale this drawing)This is a Truss Placement Plan and is for reference purposes only. Installer is responsibe for proper placement.Exterior dimensions are from face of sheeting.Stubbed trusses and/or raised heels are to exterior face of stud to allow for continuous sheeting.Interior dimensions are from face of stud.Reference individual truss drawings for additional connection and bracing information.HEEL HEIGHTTHIS END 1-3-4HEEL HEIGHTTHIS END 0-10-1RAFTER FRAMING OVER FLOOR TRUSSES PER A.705.RIDGE BEAMS TO POST ONTO FLAT TOP OF GIRDER TRUSSES.TJC37TJC37TJC37TJC37THJA26LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24TJC37TJC37TJC37TJC37THJA26HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS26HUS26LUS24LUS24HGUS26-2HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS210LUS410LUS410LUS410LUS410LUS410LUS410LUS410LUS410HGUS28-4LUS410LUS410LUS24LUS24LUS26THJA26LUS24LUS24LUS24HUS26HUS26HUS26HGUS210-2VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7ROOF FRAMING BYOTHERSREFERENCE SHEETA.705NOTE: FRAMER -SEE TRUSSDRAWINGS FORCANTILEVER. DONOT FLIP TRUSSES!D4 Elev (A or B) with (SP or SR), EP, and BR`General Notes:(do not scale this drawing)This is a Truss Placement Plan and is for reference purposes only. Installer is responsibe for proper placement.Exterior dimensions are from face of sheeting.Stubbed trusses and/or raised heels are to exterior face of stud to allow for continuous sheeting.Interior dimensions are from face of stud.Reference individual truss drawings for additional connection and bracing information.HEEL HEIGHTTHIS END 1-3-4HEEL HEIGHTTHIS END 0-10-1RAFTER FRAMING OVER FLOOR TRUSSES PER A.705.RIDGE BEAMS TO POST ONTO FLAT TOP OF GIRDER TRUSSES.TJC37TJC37TJC37TJC37THJA26LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24TJC37TJC37TJC37TJC37THJA26HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS26HUS26LUS24LUS24HGUS26-2HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS210LUS410LUS410LUS410LUS410LUS410LUS410LUS410LUS410HGUS28-4LUS410LUS410LUS24LUS24LUS26THJA26LUS24LUS24LUS24HUS26HUS26HUS26HGUS210-2VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7ROOF FRAMING BYOTHERSREFERENCE SHEETA.705NOTE: FRAMER -SEE TRUSSDRAWINGS FORCANTILEVER. DONOT FLIP TRUSSES!F-401DBLF-401AGT-406T-407T-408T-409T-433AT-433BT-435T-436T-437HT-300AT-405T-401T-405T-401T-404GT-419BGT-428GT-430GT-430AGT-431GT-420BT-421BT-422BGT-426T-424HT-438HT-438T-427T-427T-427T-427GT-423C-423C-423T-433(4)T-434(2)T-404(9)T-428(2)C-423(8)
T-429(2)F-401C(3)F-401(4)F-401B(5)F-401(3)T-431A(6)T-431(2)T-403(5)T-426(5)T-415B(3)34' 4"6' 9 3/4"10 1/4"42' 0" 23' 1" 6' 10" 12' 1"42' 0" 73' 3"13' 8" 14' 5 1/4"28' 4" 2' 5"73' 4"8' 10 3/4" 13' 9" 8' 4 1/2"9' 3"13' 2"8' 5 1/2"1' 4"1' 4"9 1/2"1' 10 1/4"2' 0" 1' 4"1' 4"1' 4"1' 4"1' 4"1' 0 1/2"1' 4"2' 0" 2' 0" 1' 0 3/4"5' 0" 12' 0" F-401DBLF-401AGT-406T-407T-408T-409T-433AT-433BT-435T-436T-437HT-300AT-405T-401T-405T-401T-404GT-419BGT-428GT-430GT-430AGT-431GT-420BT-421BT-422BGT-426T-424HT-438HT-438T-427T-427T-427T-427GT-423C-423C-423T-433(4)T-434(2)T-404(9)T-428(2)C-423(8)
T-429(2)F-401C(3)F-401(4)F-401B(5)F-401(3)T-431A(6)T-431(2)T-403(5)T-426(5)T-415B(3)34' 4"6' 9 3/4"10 1/4"42' 0" 23' 1" 6' 10" 12' 1"42' 0" 73' 3"13' 8" 14' 5 1/4"28' 4" 2' 5"73' 4"8' 10 3/4" 13' 9" 8' 4 1/2"9' 3"13' 2"8' 5 1/2"1' 4"1' 4"9 1/2"1' 10 1/4"2' 0" 1' 4"1' 4"1' 4"1' 4"1' 4"1' 0 1/2"1' 4"2' 0" 2' 0" 1' 0 3/4"5' 0" 12' 0"
`General Notes:(do not scale this drawing)This is a Truss Placement Plan and is for reference purposes only. Installer is responsibe for proper placement.Exterior dimensions are from face of sheeting.Stubbed trusses and/or raised heels are to exterior face of stud to allow for continuous sheeting.Interior dimensions are from face of stud.Reference individual truss drawings for additional connection and bracing information.HEEL HEIGHTTHIS END 1-3-4HEEL HEIGHTTHIS END 0-10-1RAFTER FRAMING OVER FLOOR TRUSSES PER A.705.RIDGE BEAMS TO POST ONTO FLAT TOP OF GIRDER TRUSSES.TJC37TJC37TJC37TJC37THJA26LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24TJC37TJC37TJC37TJC37THJA26HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS26HUS26LUS24LUS24HGUS26-2HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS210LUS410LUS410LUS410LUS410LUS410LUS410LUS410LUS410HGUS28-4LUS410LUS410LUS24LUS24LUS26THJA26LUS24LUS24LUS24HUS26HUS26HUS26HGUS210-2VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7ROOF FRAMING BYOTHERSREFERENCE SHEETA.705NOTE: FRAMER -SEE TRUSSDRAWINGS FORCANTILEVER. DONOT FLIP TRUSSES!D4 Elev (A or B) with (SP or SR), EP, and BR (mirrored) `General Notes:(do not scale this drawing)This is a Truss Placement Plan and is for reference purposes only. Installer is responsibe for proper placement.Exterior dimensions are from face of sheeting.Stubbed trusses and/or raised heels are to exterior face of stud to allow for continuous sheeting.Interior dimensions are from face of stud.Reference individual truss drawings for additional connection and bracing information.HEEL HEIGHTTHIS END 1-3-4HEEL HEIGHTTHIS END 0-10-1RAFTER FRAMING OVER FLOOR TRUSSES PER A.705.RIDGE BEAMS TO POST ONTO FLAT TOP OF GIRDER TRUSSES.TJC37TJC37TJC37TJC37THJA26LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24LUS24TJC37TJC37TJC37TJC37THJA26HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS26HUS26LUS24LUS24HGUS26-2HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS28HUS210LUS410LUS410LUS410LUS410LUS410LUS410LUS410LUS410HGUS28-4LUS410LUS410LUS24LUS24LUS26THJA26LUS24LUS24LUS24HUS26HUS26HUS26HGUS210-2VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7VALLEY OVER FRAMINGBY OTHERSREFERENCE SHEETA.705 NOTE 7ROOF FRAMING BYOTHERSREFERENCE SHEETA.705NOTE: FRAMER -SEE TRUSSDRAWINGS FORCANTILEVER. DONOT FLIP TRUSSES!F-401DBLF-401AGT-406T-407T-408T-409T-433AT-433BT-435T-436T-437HT-300AT-405T-401T-405T-401T-404GT-419BGT-428GT-430GT-430AGT-431GT-420BT-421BT-422BGT-426T-424HT-438HT-438T-427T-427T-427T-427GT-423C-423C-423T-433(4)T-434(2)T-404(9)T-428(2)C-423(8)
T-429(2)F-401C(3)F-401(4)F-401B(5)F-401(3)T-431A(6)
T-431(2)T-403(5)T-426(5)T-415B(3)34' 4"6' 9 3/4"10 1/4"42' 0" 23' 1"6' 10"12' 1"42' 0" 73' 3"13' 8"14' 5 1/4"28' 4"2' 5"73' 4"8' 10 3/4"13' 9"8' 4 1/2"9' 3"13' 2"8' 5 1/2"1' 4"1' 4"9 1/2"1' 10 1/4"2' 0" 1' 4"1' 4"1' 4"1' 4"1' 4"1' 0 1/2"1' 4"2' 0" 2' 0" 1' 0 3/4"5' 0" 12' 0" F-401DBLF-401AGT-406T-407T-408T-409T-433AT-433BT-435T-436T-437HT-300AT-405T-401T-405T-401T-404GT-419BGT-428GT-430GT-430AGT-431GT-420BT-421BT-422BGT-426T-424HT-438HT-438T-427T-427T-427T-427GT-423C-423C-423T-433(4)T-434(2)T-404(9)T-428(2)C-423(8)
T-429(2)F-401C(3)F-401(4)F-401B(5)F-401(3)T-431A(6)
T-431(2)T-403(5)T-426(5)T-415B(3)34' 4"6' 9 3/4"10 1/4"42' 0" 23' 1"6' 10"12' 1"42' 0" 73' 3"13' 8"14' 5 1/4"28' 4"2' 5"73' 4"8' 10 3/4"13' 9"8' 4 1/2"9' 3"13' 2"8' 5 1/2"1' 4"1' 4"9 1/2"1' 10 1/4"2' 0" 1' 4"1' 4"1' 4"1' 4"1' 4"1' 0 1/2"1' 4"2' 0" 2' 0" 1' 0 3/4"5' 0" 12' 0"
DE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Contract
Building Components.
Job: 1904864-80T
36 truss design(s)
67051-W3
7/30/19
Samuel A. Greenberg, P.E.
Ohio Reg. #59715
COA: 02356
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2014 Chapter 2. Further, the attached truss designs comply with the letter
and intent of the 2019 Ohio Residential Building Code (ORBC).
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
C-423
Truss Type
Piggyback
Qty
11
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:50 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-lL0nK8hJURDOz9bhqevmdQk2ttkVa7ZmYvFcGnyswkh
Scale = 1:10.2
T1 T1
B11
2
3
45
3x4
2x4 2x4
2-0-0
2-0-0
4-0-0
2-0-0
2-0-0
2-0-0
4-0-0
2-0-0
0-4-131-8-00-1-80-4-130-1-810.0012
Plate Offsets (X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.03
0.07
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
0.00
0.00
0.00
-0.00
(loc)
4
4
4
4
l/defl
n/r
n/r
n/a
n/r
L/d
180
90
n/a
120
PLATES
MT20
Weight: 9 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)2=126/2-8-14 (min. 0-1-8), 4=126/2-8-14 (min. 0-1-8)
Max Horz2=-27(LC 14)
Max Uplift2=-5(LC 16), 4=-5(LC 17)
Max Grav2=155(LC 23), 4=155(LC 24)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(13)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=17.9 psf (Lum DOL=1.15 Plate DOL=1.15);
Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93; Ct=1.10
4) Roof design snow load has been reduced to account for slope.
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 19.3 psf on overhangs
non-concurrent with other live loads.
7) Gable requires continuous bottom chord bearing.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
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.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-406
Truss Type
Hip Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:53 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-9whwyAjBnMbzqcJFVmTTE3MLi4YwnGLCEtUGt6yswke
Scale = 1:64.9
T1
T2
T4
B1
B3
B4 B5
B6W12
W7 W3
W2
W1 W5 W8
W10
T3
B2
W9
W12W11
W6 W4
O1
1 2
3 4 5 6 78
9
10
2019 18 1716
15 14 13
12 11
4x5
5x6 3x6
10x14 MT18HS
5x8 WB 5x10 MT18HS
2x4
8x10
4x5
2x4
4x5
2x4
8x8
3x4
6x8
5x8
3x4
4x10
3x5
THJA26 LUS24
LUS24LUS24
LUS24
LUS24
LUS24
LUS24LUS24
LUS24
LUS24LUS24
LUS24LUS24
Special0-1-131-0-4
1-0-4
6-8-0
5-7-12
14-7-0
7-11-0
22-6-0
7-11-0
29-3-0
6-9-0
32-9-0
3-6-0
35-0-8
2-3-8
1-0-4
1-0-4
6-8-0
5-7-12
10-6-10
3-10-10
14-7-0
4-0-6
22-6-0
7-11-0
29-3-0
6-9-0
32-9-0
3-6-0
35-0-8
2-3-8
0-6-84-10-04-11-131-1-81-0-04-10-08.0012
Plate Offsets (X,Y)-- [2:0-2-4,0-1-12], [3:0-3-0,0-2-3], [4:0-2-0,0-1-8], [8:0-4-12,0-2-0], [9:0-2-0,0-2-0], [10:Edge,0-8-2], [11:0-1-12,0-0-0], [13:0-4-0,0-0-0], [15:0-3-4,Edge], [16:0-3-8
,Edge], [17:0-1-8,0-2-4]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.95
0.99
0.96
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.57
-0.86
0.20
(loc)
16-17
16-17
11
l/defl
>716
>474
n/a
L/d
360
240
n/a
PLATES
MT20
MT18HS
Weight: 331 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T2: 2x4 SP 2400F 2.0E, T3: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF No.2 *Except*
B1,B6: 2x6 SPF No.2, B4,B2: 2x4 SPF 2100F 1.8E
WEBS2x4 SPF Stud *Except*
W2,W1,W5,W11: 2x4 SPF No.2, W10: 2x3 SPF Stud
OTHERS2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-0-13 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-2-4 max.): 3-8.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 12-13.
REACTIONS.(lb/size)11=3839/Mechanical, 20=3840/0-3-8 (min. 0-3-4)
Max Horz20=90(LC 11)
Max Uplift11=-685(LC 8), 20=-670(LC 9)
Max Grav11=4196(LC 35), 20=4169(LC 35)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-782/98, 2-3=-6046/1079, 3-4=-4984/910, 4-24=-8711/1512, 5-24=-8711/1512,
5-6=-10371/1761, 6-25=-10371/1761, 25-26=-10371/1761, 7-26=-10371/1761,
7-27=-10543/1789, 8-27=-10540/1789, 8-9=-7331/1240, 9-10=-7665/1283,
10-11=-4077/679
BOT CHORD1-20=-114/730, 19-20=-181/730, 18-19=-1260/7052, 18-28=-1258/7039,
28-29=-1258/7039, 17-29=-1258/7039, 17-30=-181/992, 30-31=-181/992, 31-32=-181/992,
32-33=-181/992, 16-33=-181/992, 15-16=-116/661, 7-15=-884/145, 15-34=-995/6116,
34-35=-995/6116, 35-36=-995/6116, 14-36=-995/6116, 14-37=-1062/6493,
13-37=-1062/6494, 9-13=-85/480, 11-12=-60/379
WEBS2-20=-3668/712, 3-19=-572/3061, 5-17=-1414/230, 15-17=-1365/7812, 5-15=-289/1791,
8-15=-902/4988, 8-14=-251/1403, 9-14=-688/166, 2-19=-824/4391, 10-13=-971/5915,
4-19=-3111/551, 4-17=-453/2556
NOTES-(20)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-4-0 oc, Except member 19-3 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 row at 0-9-0 oc,
member 17-15 2x4 - 1 row at 0-9-0 oc, member 15-5 2x4 - 1 row at 0-9-0 oc, member 8-15 2x4 - 1 row at 0-9-0 oc, member 14-8 2x4 - 1
row at 0-9-0 oc, member 2-19 2x4 - 1 row at 0-9-0 oc, member 13-10 2x4 - 1 row at 0-9-0 oc, member 19-4 2x4 - 1 row at 0-9-0 oc, member
4-17 2x4 - 1 row at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-406
Truss Type
Hip Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:53 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-9whwyAjBnMbzqcJFVmTTE3MLi4YwnGLCEtUGt6yswke
NOTES-(20)
6) Roof design snow load has been reduced to account for slope.
7) Unbalanced snow loads have been considered for this design.
8) Provide adequate drainage to prevent water ponding.
9) All plates are MT20 plates unless otherwise indicated.
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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members.
12) Refer to girder(s) for truss to truss connections.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=685, 20=670.
14) 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.
15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 6-8-6 from the left end to connect truss(es) T-404 (1 ply 2x4 SPF), HT-300A (1 ply 2x4 SPF)
to back face of bottom chord.
17) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-8-12 from the left end to 31-2-4 to connect
truss(es) T-404 (1 ply 2x4 SPF), T-403 (1 ply 2x4 SPF) to back face of bottom chord.
18) Fill all nail holes where hanger is in contact with lumber.
19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 lb down and 87 lb up at 32-10-12 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
20) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-59, 3-8=-58, 8-10=-59, 16-21=-20, 13-15=-20, 11-12=-20
Concentrated Loads (lb)
Vert: 18=-290(B) 19=-879(B) 17=-290(B) 14=-290(B) 13=-290(B) 28=-290(B) 29=-290(B) 30=-290(B) 31=-290(B) 32=-290(B) 33=-290(B) 34=-290(B) 35=-290(B)
36=-290(B) 37=-290(B)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-419B
Truss Type
Attic Girder
Qty
1
Ply
3
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:55 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-6JpgNslRJzrh3wTedBVxKURhyuGxFALViBzNy?yswkc
Scale = 1:97.4
T2
T3
T4
B1
W13 W10
W9 W5
W4
W7
W8 W11
W12 W14
W15
W16
W17
W1
W2
T1
B2
W3
W6
HW1
F1
1
2
3
4
5
6
7
8
9
10
11
2120 19 181716 15 14 1312
23
22
4x8
5x6
8x12 MT18HS
8x8 10x10
4x4
3x6
4x5
7x10 MT18HS
12x12
4x5
8x20
8x8
8x8
6x16 MT18HS
12x12
4x5
10x10
4x14
4x4
10x14 MT18HS
10x20 MT18HS
6x16 MT18HS
LUS410
LUS410
LUS410
LUS410
LUS410
LUS410
LUS410
LUS410
LUS410
LUS410
Special
HUS26
HUS26
HUS26
HGUS26
HGUS26
HGUS26
HGUS26
HGUS26
HUS28
HGUS26-2
LUS24
LUS24
5-3-2
5-3-2
10-2-11
4-11-9
15-2-4
4-11-9
17-1-0
1-10-12
18-2-4
1-1-4
21-2-4
3-0-0
24-10-5
3-8-1
29-6-12
4-8-7
34-10-1
5-3-5
40-1-6
5-3-5
41-10-0
1-8-10
5-3-2
5-3-2
10-2-11
4-11-9
15-2-4
4-11-9
17-1-0
1-10-12
21-2-4
4-1-4
24-10-5
3-8-1
29-6-12
4-8-7
32-8-13
3-2-1
35-10-14
3-2-1
41-10-0
5-11-2
1-1-84-2-512-6-30-4-128.0012
3.7112
Plate Offsets (X,Y)-- [2:0-1-12,0-2-0], [4:0-2-6,0-2-12], [8:0-1-8,0-2-4], [9:0-4-8,0-5-0], [11:0-7-7,0-0-8], [12:0-10-15,Edge], [13:0-5-0,0-6-8], [14:0-3-8,0-8-0], [16:0-9-4,Edge],
[17:0-3-8,0-3-12], [18:0-3-8,0-8-0], [20:0-2-8,0-2-8], [22:0-1-12,0-1-12], [23:0-10-0,0-2-8], [24:0-1-13,0-2-12]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.90
0.89
0.93
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.68
-1.18
0.14
-0.20
(loc)
16-17
16-17
12
17-18
l/defl
>720
>415
n/a
362
L/d
360
240
n/a
360
PLATES
MT20
MT18HS
Weight: 1153 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6 SPF No.2 *Except*
T3: 2x6 SP 2400F 2.0E, T4: 2x10 SP 2400F 2.0E
BOT CHORD2x10 SP 2400F 2.0E *Except*
B1: 2x10 SP No.1
WEBS2x4 SPF Stud *Except*
W5,W4,W14,W17,W1: 2x4 SPF No.2
W7,W8,W12,W6: 2x4 SPF 1650F 1.5E, W11: 2x4 SPF 2100F 1.8E
OTHERS2x6 SPF No.2
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-10-5 oc purlins.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS1 Brace at Jt(s): 22
REACTIONS.(lb/size)1=7605/0-3-8 (req. 0-3-8), 12=20369/0-4-15 (req. 0-6-5)
Max Horz1=-225(LC 8)
Max Grav1=9458(LC 4), 12=22780(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-14240/0, 2-3=-14857/0, 3-4=-14815/0, 4-32=-1533/5574, 5-32=-1390/5620,
5-6=-861/1142, 6-7=-833/1759, 7-8=-20013/0, 8-9=-30146/0, 9-10=-43138/0,
10-11=-46733/0, 11-12=-42433/0
BOT CHORD1-21=0/11633, 21-33=0/11633, 33-34=0/11633, 20-34=0/11633, 20-35=0/12339,
19-35=0/12339, 19-36=0/12339, 36-37=0/12339, 18-37=0/12339, 18-38=0/16348,
38-39=0/16348, 39-40=0/16348, 40-41=0/16348, 17-41=0/16348, 17-42=0/25114,
42-43=0/25114, 16-43=0/25114, 16-44=0/41187, 15-44=0/41187, 15-45=0/41187,
14-45=0/41187, 14-46=0/45324, 46-47=0/45324, 47-48=0/45324, 13-48=0/45324,
13-49=0/38980, 49-50=0/38980, 12-50=0/38980, 12-51=0/18034
WEBS2-21=-886/0, 2-20=-8/974, 4-20=-2713/70, 4-18=0/7220, 18-23=0/2891, 5-23=-6079/509,
7-17=0/12592, 8-17=-18209/0, 8-16=0/20852, 9-16=-20101/0, 9-14=0/9318,
10-14=-5717/0, 10-13=-1194/913, 11-13=0/9158, 22-23=-20972/0, 7-22=-17429/0,
6-22=-1702/733, 5-22=-715/4529, 4-23=-22198/0
NOTES-(26)
1) N/A
2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x10 - 5 rows staggered at 0-4-0 oc.
Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-18 2x4 - 1 row at 0-7-0 oc, member 23-7 2x4 - 1 row at 0-4-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
Continued on page 2
2x10x24"SP 2400F 2.0E BEARING BLOCK.ATTACH
TOONEFACEUSING(2)ROWSSIMPSON1/4"X6"
SDSSCREWS@4"O.C.STAGGERED
THROUGHOUT.KEEP4"ENDDISTANCEAND1"
EDGE DISTANCE.
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-419B
Truss Type
Attic Girder
Qty
1
Ply
3
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:55 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-6JpgNslRJzrh3wTedBVxKURhyuGxFALViBzNy?yswkc
NOTES-(26)
6) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate DOL=1.15) see load cases; Is=1.0; Rough
Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
7) Roof design snow load has been reduced to account for slope.
8) Unbalanced snow loads have been considered for this design.
9) All plates are MT20 plates unless otherwise indicated.
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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members, with BCDL = 10.0psf.
12) Ceiling dead load (10.0 psf) on member(s). 22-23, 7-22; Wall dead load (5.0psf) on member(s).18-23, 7-17
13) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18
14) WARNING: Required bearing size at joint(s) 12 greater than input bearing size.
15) Solid blocking is required on both sides of the truss at joint(s), 12.
16) 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.
17) Use Simpson Strong-Tie LUS410 (8-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 7-10-4 from the left end to 21-6-12 to connect
truss(es) F-401C (1 ply 2x4 SPF), F-401 (1 ply 2x4 SPF) to front face of bottom chord.
18) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 24-9-12 from the left end to 28-9-12 to connect
truss(es) T-431 (1 ply 2x8 SP) to front face of bottom chord.
19) Use Simpson Strong-Tie HGUS26 (20-10d Girder, 6-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 30-9-12 from the left end to 38-9-12 to connect truss(es) T-431A
(1 ply 2x8 SP) to front face of bottom chord.
20) Use USP HUS28 (With 22-16d nails into Girder & 8-16d nails into Truss) or equivalent at 40-7-9 from the left end to connect truss(es) T-431A (1 ply 2x8 SP) to front face of
bottom chord.
21) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at 34-3-8 from the left end to connect truss(es) GT-420B (2 ply 2x6 SPF) to back face of bottom
chord.
22) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 36-2-12 from the left end to 38-2-12 to connect
truss(es) T-421B (1 ply 2x4 SPF), T-422B (1 ply 2x4 SPF) to back face of bottom chord.
23) Fill all nail holes where hanger is in contact with lumber.
24) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 276 lb down at 22-7-4, and 4235 lb down and 519 lb up at 22-10-8 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
25) Attic room checked for L/360 deflection.
26) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-6=-58, 6-9=-59, 9-30=-59, 18-25=-20, 17-18=-30, 12-17=-20, 7-23=-20
Drag: 18-23=-10, 7-17=-10
Concentrated Loads (lb)
Vert: 18=-200(F) 16=-1896(F) 13=-2017(F) 12=-2029(F) 29=-8(B) 33=-65(F) 34=-65(F) 35=-65(F) 37=-200(F) 38=-200(F) 39=-200(F) 40=-200(F) 41=-200(F) 42=-200(F)
43=-3361(F) 44=-1896(F) 45=-1896(F) 46=-2017(F) 47=-2017(F) 48=-1577(B) 49=-106(B) 50=-2017(F) 51=-2017(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-420B
Truss Type
JACK-CLOSED GIRDER
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:56 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-aVN3bCm34HzYh42qAv0Ash_w9IeX_qofwriwURyswkb
Scale = 1:16.3
T1 W1
B1
HW1
W21
2
3
54
1.5x4
2x4
2x4
1.5x4
5x6
5x8 HUS26
HUS26
1-3-1
1-3-1
3-10-12
2-7-11
3-4-5
3-4-5
6-9-15
3-5-10
0-6-82-7-143.7112
Plate Offsets (X,Y)-- [1:0-2-1,0-1-11]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.68
0.74
0.08
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.13
-0.22
0.02
(loc)
4-5
4-5
1
l/defl
>633
>369
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 49 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x6 SPF 2100F 1.8E
WEBS2x4 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)4=1702/Mechanical, 1=1452/0-4-15 (min. 0-1-8)
Max Horz1=67(LC 11)
Max Uplift4=-33(LC 12), 1=-23(LC 8)
Max Grav4=2045(LC 3), 1=1713(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD3-4=-290/25
WEBS2-5=-113/376
NOTES-(14)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
6) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1.
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.
12) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-1-7
from the left end to 5-1-7 to connect truss(es) T-415B (1 ply 2x4 SPF) to front face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
14) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-420B
Truss Type
JACK-CLOSED GIRDER
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:57 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-2hxRoYnirb5PJDd1kcXPPvX5vhzljH2o9VST0tyswka
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-58, 4-6=-20
Concentrated Loads (lb)
Vert: 5=-1314(F) 11=-1314(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-423
Truss Type
Common Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:58 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-WuVp?unKbuDGwNCDIK2ex63LZ5PVSaVyO9B1YJyswkZ
Scale = 1:34.5
T1 T1
B1
W1
2
1 4 3
8x8 8x8
4x12
5x6
HGUS210-2
HUS26HUS26HUS26
4-0-10
4-0-10
7-7-8
3-6-14
11-2-6
3-6-14
15-3-0
4-0-10
4-0-10
4-0-10
7-7-8
3-6-14
11-2-6
3-6-14
15-3-0
4-0-10
0-6-85-7-80-6-88.0012
Plate Offsets (X,Y)-- [1:0-9-2,0-1-12], [3:0-0-14,0-3-12], [4:0-7-12,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.37
0.32
0.71
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.06
-0.10
0.01
(loc)
4-10
4-10
3
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 192 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x6 SPF No.2
BOT CHORD2x10 SP 2400F 2.0E
WEBS2x4 SPF No.2
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)1=4017/0-3-8 (min. 0-1-11), 3=8247/0-3-8 (min. 0-3-7)
Max Horz1=81(LC 38)
Max Uplift1=-96(LC 12)
Max Grav1=4082(LC 18), 3=8312(LC 19)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-13=-5588/0, 2-13=-5468/17, 2-14=-5452/23, 3-14=-5581/0
BOT CHORD1-15=0/4486, 4-15=0/4486, 4-16=0/4486, 16-17=0/4486, 17-18=0/4486, 3-18=0/4486
WEBS2-4=0/5771
NOTES-(15)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
6) Roof design snow load has been reduced to account for slope.
7) Unbalanced snow loads have been considered for this design.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1.
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.
12) Use Simpson Strong-Tie HGUS210-2 (46-10d Girder, 16-10d Truss) or equivalent at 6-9-8 from the left end to connect truss(es) GT-406
(2 ply 2x6 SPF) to front face of bottom chord.
13) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-8-12
from the left end to 12-8-12 to connect truss(es) T-407 (1 ply 2x4 SPF), T-408 (1 ply 2x4 SPF), T-409 (1 ply 2x4 SPF) to front face of
bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
15) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) StandardContinued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-423
Truss Type
Common Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:58 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-WuVp?unKbuDGwNCDIK2ex63LZ5PVSaVyO9B1YJyswkZ
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-7=-58, 2-11=-59, 1-3=-20
Concentrated Loads (lb)
Vert: 3=-2238 15=-4176(F) 16=-1545(F) 17=-1563(F) 18=-1677(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-426
Truss Type
Hip Girder
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:59 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-_43BDDoyMCL7YXnPs1ZtUKcMeViSB8B5cpxa5myswkY
Scale = 1:25.0
T1
T2
T1
B1
W1 W1
W2 W21
2
3 4
5
6
10
9 87
3x6
4x5 4x5
3x6 2x4 2x4
2x4
1.5x4
2x4
1.5x4
THJA26
LUS24LUS24LUS24
THJA26
1-2-8
1-2-8
4-5-0
3-2-8
10-10-0
6-5-0
14-0-8
3-2-8
15-3-0
1-2-8
1-2-8
1-2-8
4-5-0
3-2-8
10-10-0
6-5-0
14-0-8
3-2-8
15-3-0
1-2-8
0-6-83-5-130-6-83-5-138.0012
Plate Offsets (X,Y)-- [1:0-1-10,0-1-8], [3:0-3-4,0-2-4], [4:0-3-4,0-2-4], [6:0-1-10,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.99
0.53
0.30
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.12
-0.19
0.01
(loc)
8-9
8-9
7
l/defl
>999
>831
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 61 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T2: 2x4 SPF 1650F 1.5E
BOT CHORD2x6 SP 2400F 2.0E
WEBS2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-6-10 oc purlins, except
2-0-0 oc purlins (2-10-13 max.): 3-4.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=1164/0-3-8 (min. 0-1-8), 7=1164/0-3-8 (min. 0-1-8)
Max Horz10=-55(LC 8)
Max Uplift10=-223(LC 12), 7=-223(LC 13)
Max Grav10=1285(LC 36), 7=1285(LC 36)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1332/316, 2-3=-1385/317, 3-17=-1139/264, 17-18=-1139/264, 4-18=-1139/264,
4-5=-1385/317, 5-6=-1332/316
BOT CHORD1-10=-260/1127, 9-10=-261/1127, 9-19=-265/1139, 19-20=-265/1139, 20-21=-265/1139,
8-21=-265/1139, 7-8=-260/1127, 6-7=-260/1127
WEBS3-9=-195/490, 4-8=-194/490, 2-10=-473/127, 5-7=-473/127
NOTES-(17)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=223,
7=223.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Use Simpson Strong-Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 4-5-6 from the left end to connect truss(es) T-426 (1
ply 2x4 SPF), HT-438 (1 ply 2x4 SPF) to back face of bottom chord.
13) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 1-1-12 oc max. starting at 6-5-12
from the left end to 8-9-4 to connect truss(es) T-426 (1 ply 2x4 SPF) to back face of bottom chord.
14) Use Simpson Strong-Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 10-9-10 from the left end to connect truss(es) T-426 (1
ply 2x4 SPF), HT-438 (1 ply 2x4 SPF) to back face of bottom chord.
15) Fill all nail holes where hanger is in contact with lumber.
16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-426
Truss Type
Hip Girder
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:44:59 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-_43BDDoyMCL7YXnPs1ZtUKcMeViSB8B5cpxa5myswkY
17) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-59, 3-4=-58, 4-6=-58, 11-14=-20
Concentrated Loads (lb)
Vert: 9=-342(B) 8=-342(B) 19=-149(B) 20=-149(B) 21=-149(B)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-428
Truss Type
COMMON GIRDER
Qty
1
Ply
3
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:01 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-wSAyevqCupbqnrwozScLZlhpvJJefv5O47Qh9eyswkW
Scale = 1:47.3
T1 T1
B1
W4 W2
W1
W3 W5
B2
HW1 HW11
2
3
4
5
9 8 76
4x5
8x8
3x4
3x8 12x12
3x4
3x8
6x10
8x16 MT18HS
6x10
8x16 MT18HS
HUS28
HUS28 HUS28
HUS28HUS28HUS28
HUS28
HUS28
HUS28
1-3-8
1-3-8
6-0-0
4-8-8
10-8-8
4-8-8
15-5-8
4-9-0
20-2-8
4-9-0
21-5-0
1-2-8
1-3-8
1-3-8
6-0-0
4-8-8
10-8-8
4-8-8
15-5-8
4-9-0
20-2-8
4-9-0
21-5-0
1-2-8
0-6-87-8-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-2-5,Edge], [1:0-2-4,0-3-0], [3:0-2-0,0-2-0], [4:0-1-8,0-1-8], [5:0-3-0,0-3-1], [5:0-2-5,Edge], [6:0-4-12,0-1-8], [7:0-6-0,0-8-0]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.55
0.87
0.78
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.09
-0.17
0.03
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
MT18HS
Weight: 426 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x10 SP No.1 *Except*
B2: 2x10 SP 2400F 2.0E
WEBS2x3 SPF Stud *Except*
W1: 2x4 SPF No.2
WEDGE
Left: 2x8 SP No.1 , Right: 2x8 SP No.1
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)1=8483/0-3-8 (min. 0-3-8), 5=10382/0-3-8 (min. 0-3-2)
Max Horz1=-131(LC 37)
Max Grav1=8896(LC 5), 5=11295(LC 6)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-10158/0, 2-18=-8957/0, 3-18=-8951/0, 3-19=-8956/0, 4-19=-8960/0, 4-5=-11062/0
BOT CHORD1-20=0/8360, 20-21=0/8360, 9-21=0/8360, 8-9=0/8360, 8-22=0/8360, 7-22=0/8360,
7-23=0/9125, 23-24=0/9125, 6-24=0/9125, 6-25=0/9125, 5-25=0/9125
WEBS2-9=0/1421, 2-7=-1377/0, 3-7=0/9542, 4-7=-2244/0, 4-6=0/2456
NOTES-(14)
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x10 - 3 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x3 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
6) Roof design snow load has been reduced to account for slope.
7) Unbalanced snow loads have been considered for this design.
8) All plates are MT20 plates unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
11) 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.
12) Use USP HUS28 (With 22-16d nails into Girder & 8-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-6-4 from the
left end to 19-6-4 to connect truss(es) T-431 (1 ply 2x8 SP), T-431A (1 ply 2x8 SP) to back face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
14) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) StandardContinued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-428
Truss Type
COMMON GIRDER
Qty
1
Ply
3
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:01 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-wSAyevqCupbqnrwozScLZlhpvJJefv5O47Qh9eyswkW
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-59, 3-5=-58, 1-5=-20
Concentrated Loads (lb)
Vert: 8=-1735(B) 6=-1996(B) 17=-1996(B) 20=-1735(B) 21=-1735(B) 22=-1996(B) 23=-1996(B) 24=-1996(B) 25=-1996(B)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-430
Truss Type
ATTIC GIRDER
Qty
1
Ply
4
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:02 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-PfkKrFqqf7jhP?V_X97a6yEtpifXOPhXJn9Eh5yswkV
Scale = 1:80.3
T2
T3
T4
B1
W12 W11
W9
W1
W8
W5W5
T1
B2
B3W4
W4 W4W3
W3
W6 W7W3
W3
W3
W3
W10
W2
2
3
4
5
6 7
8
9
1 25 2422 19 16 13 12
23
21
20
18
17
15
14
11
10
26 27
6x8
8x8
4x6
5x10 MT18HS
4x5
6x8 5x10 MT18HS
3x6
3x5
4x12 3x12
5x8
6x8
3x4
8x8
1.5x4 4x4
3x6
3x8
1.5x4
3x8
1.5x4
3x8
1.5x4
3x4
3x4
3x4
3x4 8-1-141-2-04-2-14
4-2-14
7-5-14
3-3-0
9-4-8
1-10-10
9-8-11
0-4-3
10-9-11
1-1-0
11-3-1
0-5-6
13-1-11
1-10-10
15-0-5
1-10-10
16-10-15
1-10-10
18-9-9
1-10-10
20-7-14
1-10-6
22-6-12
1-10-14
22-8-8
0-1-12
4-2-14
4-2-14
7-5-14
3-3-0
9-8-11
2-2-13
11-11-0
2-2-5
14-1-8
2-2-8
18-1-8
4-0-0
20-4-0
2-2-8
22-6-5
2-2-5
22-6-12
0-0-7
22-8-8
0-1-12
0-6-812-3-128-5-151-2-012-3-1210.0012
Plate Offsets (X,Y)-- [1:0-3-8,Edge], [1:Edge,0-0-4], [5:0-4-14,0-1-12], [6:0-5-8,0-3-4], [7:0-5-8,0-3-4], [8:0-5-6,0-1-12], [9:0-3-2,0-2-0], [10:0-3-0,Edge], [13:0-2-0,0-1-8], [21:0-1-8
,0-1-8], [23:0-5-12,Edge], [25:0-4-0,0-2-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
1-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.99
0.89
0.63
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.47
-0.69
0.06
-0.24
(loc)
19-22
19-22
12
10-23
l/defl
>574
>391
n/a
768
L/d
360
240
n/a
360
PLATES
MT20
MT18HS
Weight: 864 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x10 SP No.1 *Except*
T2: 2x10 SP DSS, T3: 2x6 SPF No.2
BOT CHORD2x4 SPF 2100F 1.8E *Except*
B3: 2x4 SPF No.2
WEBS2x4 SPF Stud *Except*
W1,W10: 2x4 SPF No.2, W8: 2x4 SP 2400F 2.0E
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 12-13.
JOINTS1 Brace at Jt(s): 26, 27, 15, 21, 18
REACTIONS.(lb/size)1=2200/0-3-8 (min. 0-1-8), 12=2887/0-3-8 (min. 0-1-10)
Max Horz1=128(LC 16)
Max Uplift12=-5(LC 16)
Max Grav1=3856(LC 49), 12=5212(LC 49)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-4937/0, 2-3=-1802/0, 3-4=-1732/0, 4-32=-3217/91, 32-33=-2473/88,
5-33=-2043/81, 5-34=-5553/141, 6-34=-5512/151, 6-35=-5149/149, 7-35=-5149/149,
7-36=-5861/160, 8-36=-5893/151, 8-9=-2781/69, 10-12=-3894/78, 9-10=-3504/85
BOT CHORD1-25=-107/3510, 24-25=-551/20290, 22-24=-551/20290, 19-22=-232/16259,
16-19=0/12009, 13-16=0/6538, 12-13=-24/371, 21-23=-20277/562, 20-21=-13687/13,
18-20=-13687/13, 17-18=-8556/0, 15-17=-8556/0, 14-15=-2905/0, 11-14=-2905/0,
10-11=-106/3380
WEBS2-25=-101/3890, 2-23=-3456/118, 22-23=-2588/200, 4-23=-2781/220, 5-26=-177/6398,
26-27=-175/6367, 8-27=-130/4406, 6-26=-357/33, 7-27=-9/1112, 15-16=-35/2997,
13-15=-3233/0, 11-13=0/3799, 11-12=-3133/0, 21-22=-371/5145, 19-21=-2063/232,
18-19=-167/2624, 16-18=-3034/120, 23-25=-17220/455, 6-27=-2305/64
NOTES-(20)
1) Special connection required to distribute top chord loads equally between all plies.
2) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x10 - 2 rows staggered at 0-5-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-2-14, Interior(1) 4-2-14 to 14-1-8, Exterior(2E) 14-1-8 to 22-6-12 zone;
cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
Continued on page 2
IN LIEU OF NAILS,APPLY (7)
SIMPSON1/4"X6"SDSSCREWS
INTOPCHORDWITHIN12"OF
CONCENTRATEDLOADAT
JOINT16-1-8.KEEP4"END
DISTANCE,1"EDGEDISTANCE
ANDMIN.11/4"SPACING
BETWEENSCREWS.DONOT
SCREWTHROUGHPLATES!
PREDRILLUSING5/32"BITTO
PREVENTLUMBERSPLITTING.
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-430
Truss Type
ATTIC GIRDER
Qty
1
Ply
4
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:02 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-PfkKrFqqf7jhP?V_X97a6yEtpifXOPhXJn9Eh5yswkV
NOTES-(20)
6) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate DOL=1.15) see load cases; Is=1.0; Rough
Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0
7) Roof design snow load has been reduced to account for slope.
8) Unbalanced snow loads have been considered for this design.
9) Provide adequate drainage to prevent water ponding.
10) All plates are MT20 plates unless otherwise indicated.
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members.
13) Ceiling dead load (10.0 psf) on member(s). 4-5, 5-26, 26-27, 8-27; Wall dead load (5.0psf) on member(s).4-23
14) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-23, 20-21, 18-20, 17-18, 15-17, 14-15, 11-14, 10-11
15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12.
16) 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.
17) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4046 lb down and 130 lb up at 16-1-8, and 1124 lb down and 36 lb up at
11-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
19) Attic room checked for L/360 deflection.
20) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 4-30=-28, 4-5=-308(F=-270), 5-6=-28, 6-7=-29, 7-9=-28, 1-12=-10, 5-8=-10, 10-23=-15
Drag: 4-23=-5
Concentrated Loads (lb)
Vert: 5=-600(F) 35=-2160(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-430A
Truss Type
ATTIC GIRDER
Qty
1
Ply
4
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:04 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-L1s4Gxs5BkzPeIfNea92BNJEmWJPsIRqm5eLmzyswkT
Scale = 1:76.6
T2
T3
T4
B1
W12 W11
W9
W1
HW1
W8
W3W3
T1
B2
B3W5
W5W5W2W2W6W7W2W2W2
W2
W10
W4
2
3
4
5
6 7
8
1 24 23 21 18 15 12 11
22
20
19
17
16
14
13
10
9
26 27 25
6x8
8x8
3x6
5x10 MT18HS
4x5
5x10 MT18HS 6x10 MT18HS
3x6
3x4
4x12
2x4
5x8
6x8
3x4
8x8
3x5 4x5
3x4
3x8
1.5x4
3x8
1.5x4
3x8
1.5x4
3x4 3x4
3x4
3x4 8-1-144-2-14
4-2-14
7-5-14
3-3-0
9-4-8
1-10-10
9-8-11
0-4-3
10-9-11
1-1-0
11-3-1
0-5-6
13-1-11
1-10-10
15-0-5
1-10-10
16-10-15
1-10-10
18-9-9
1-10-10
20-7-14
1-10-6
22-6-12
1-10-14
22-8-8
0-1-12
4-2-14
4-2-14
7-5-14
3-3-0
9-8-11
2-2-13
12-0-3
2-3-8
14-1-8
2-1-5
18-1-8
4-0-0
20-2-13
2-1-5
22-6-5
2-3-8
22-6-12
0-0-7
22-8-8
0-1-12
0-6-812-3-129-9-61-2-012-3-1210.0012
Plate Offsets (X,Y)-- [1:0-3-8,Edge], [1:Edge,0-0-4], [2:0-2-0,0-2-8], [5:Edge,0-6-12], [6:0-5-8,0-3-4], [7:0-5-8,0-3-4], [12:0-1-12,0-1-8], [20:0-1-12,0-1-8], [21:0-1-12,0-1-8], [22:0-6-4
,Edge], [24:0-3-8,0-2-8], [26:0-2-4,0-1-8], [27:0-2-4,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.90
0.93
0.68
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.58
-0.85
0.08
-0.30
(loc)
18-21
18-21
11
9-22
l/defl
>468
>319
n/a
609
L/d
360
240
n/a
360
PLATES
MT20
MT18HS
Weight: 879 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x10 SP No.1 *Except*
T2: 2x10 SP DSS, T3: 2x6 SPF No.2
BOT CHORD2x4 SPF 2100F 1.8E *Except*
B3: 2x4 SPF 1650F 1.5E
WEBS2x4 SPF Stud *Except*
W1: 2x6 SP 2400F 2.0E, W8,W10: 2x4 SPF No.2
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS1 Brace at Jt(s): 26, 27, 14, 20, 17
REACTIONS.(lb/size)1=2781/0-3-8 (min. 0-1-8), 11=3609/0-3-8 (min. 0-1-12)
Max Horz1=304(LC 15)
Max Grav1=4128(LC 30), 11=5618(LC 30)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-5266/162, 2-3=-1472/0, 3-4=-1379/0, 4-32=-2582/285, 32-33=-1907/240,
5-33=-1517/219, 5-6=-6073/572, 6-34=-6486/618, 7-34=-6486/618, 7-35=-8317/768,
8-35=-8402/755, 9-11=-3624/278, 9-25=-3286/271
BOT CHORD1-24=-345/3847, 23-24=-1795/23751, 21-23=-1795/23751, 18-21=-1018/19887,
15-18=-150/16306, 12-15=0/10597, 12-36=0/3139, 11-36=0/3139, 20-22=-24391/1755,
19-20=-18312/491, 17-19=-18312/491, 16-17=-13335/0, 14-16=-13335/0, 13-14=-7020/0,
10-13=-7020/0, 9-10=-270/1119
WEBS2-24=-337/4673, 2-22=-4562/288, 21-22=-2596/493, 4-22=-2468/583, 5-26=-713/7775,
26-27=-705/7721, 8-27=-594/6157, 6-26=-791/117, 7-27=-261/3793, 14-15=-143/3211,
12-14=-3752/41, 10-12=0/4538, 10-11=-4437/0, 20-21=-921/5086, 18-20=-1544/532,
17-18=-425/2404, 15-17=-3083/331, 22-24=-20426/1489, 6-27=-1610/115
NOTES-(19)
1) Special connection required to distribute top chord loads equally between all plies.
2) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x10 - 2 rows staggered at 0-6-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-2-14, Interior(1) 4-2-14 to 14-1-8, Exterior(2E) 14-1-8 to 20-10-1 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
6) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0Continued on page 2
IN LIEU OF NAILS,APPLY (7)
SIMPSON1/4"X6"SDS
SCREWSINTOPCHORD
WITHIN12"OFCONCENTRATED
LOADATJOINT16-1-8.KEEP4"
ENDDISTANCE,1"EDGE
DISTANCEANDMIN.11/4"
SPACINGBETWEENSCREWS.
DONOTSCREWTHROUGH
PLATES!PREDRILLUSING5/32"
BITTOPREVENTLUMBER
SPLITTING.
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-430A
Truss Type
ATTIC GIRDER
Qty
1
Ply
4
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:04 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-L1s4Gxs5BkzPeIfNea92BNJEmWJPsIRqm5eLmzyswkT
NOTES-(19)
7) Roof design snow load has been reduced to account for slope.
8) Unbalanced snow loads have been considered for this design.
9) Provide adequate drainage to prevent water ponding.
10) All plates are MT20 plates unless otherwise indicated.
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members.
13) Ceiling dead load (10.0 psf) on member(s). 4-5, 5-26, 26-27, 8-27, 8-25; Wall dead load (5.0psf) on member(s).4-22
14) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 20-22, 19-20, 17-19, 16-17, 14-16, 13-14, 10-13, 9-10
15) 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.
16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 972 lb down and 117 lb up at 11-9-0, and 3498 lb down and 423 lb up at
16-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others.
18) Attic room checked for L/360 deflection.
19) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 4-30=-56, 4-5=-346(F=-270), 5-6=-56, 6-7=-58, 7-8=-56, 1-12=-20, 11-12=-58, 5-25=-20, 20-22=-30, 9-20=-30
Drag: 4-22=-10
Concentrated Loads (lb)
Vert: 5=-600(F) 34=-2160(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-431
Truss Type
Attic Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:06 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-HQ_rhduLjME7ucplm?BWGoOc6K3SKFp7DO7SqsyswkR
Scale = 1:68.2
T2
T3
T2
B1
W3 W3
W1
HW1
T1 T4
B2
W2W2
W4W41
2
3
4
5
6
78
9
10
11
12
13
18 16 14
194x6
5x6 5x6
5x6
4x8
4x4
6x8
2x4
4x5
2x4
4x5
2x4 2x4
4x8
3x4
2x4 2x4 1-2-08-1-1413-9-0
8-2-12
8-2-12
19-7-8
11-4-12
22-3-4
2-7-12
31-0-4
8-9-0
3-8-5
3-8-5
8-2-12
4-6-7
8-9-14
0-7-2
10-6-10
1-8-12
13-3-0
2-8-6
17-3-0
4-0-0
19-11-6
2-8-6
21-8-2
1-8-12
22-3-4
0-7-2
26-9-11
4-6-7
31-0-4
4-2-9
1-3-412-3-120-10-112-3-1210.0012
Plate Offsets (X,Y)-- [7:0-3-0,0-2-12], [8:0-3-0,0-2-12], [13:0-5-6,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.72
0.70
0.49
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.19
-0.29
0.01
-0.15
(loc)
14-26
14-26
15
14-15
l/defl
>706
>467
n/a
423
L/d
360
240
n/a
360
PLATES
MT20
Weight: 422 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x6 SPF No.2
BOT CHORD2x8 SP No.1 *Except*
B2: 2x8 SP DSS
WEBS2x3 SPF Stud *Except*
W3: 2x4 SPF Stud, W1: 2x4 SPF No.2
SLIDERLeft 2x4 SPF Stud -ô 2-6-0
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 7-8.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS1 Brace at Jt(s): 19
REACTIONS.All bearings 0-3-8 except (jt=length) 13=Mechanical, 15=0-4-15.
(lb) - Max Horz1=-211(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 13 except 17=-396(LC 57)
Max Grav All reactions 250 lb or less at joint(s) except 1=2373(LC 51), 13=4433(LC 51), 17=423(LC 12),
15=3837(LC 51)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1657/12, 2-27=-3073/52, 3-27=-3030/55, 3-4=-2982/67, 4-28=-2798/70,
5-28=-2776/73, 5-29=-2556/47, 6-29=-2433/75, 6-30=-1515/35, 7-30=-1488/48,
7-31=-1146/26, 8-31=-1146/26, 8-32=-1495/46, 9-32=-1522/30, 9-33=-2368/59,
33-34=-2460/40, 10-34=-3259/51, 10-35=-2368/4, 11-35=-2497/3, 11-12=-3714/1,
12-36=-4286/26, 13-36=-5129/28
BOT CHORD1-18=-24/2267, 17-18=0/2174, 16-17=0/2174, 15-16=0/2174, 14-15=0/2174,
13-14=0/3827
WEBS5-18=-208/462, 10-14=-1886/136, 6-19=-1205/134, 9-19=-1100/103, 12-14=-2178/203
NOTES-(19)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-3-0, Exterior(2E) 13-3-0 to 17-3-0, Exterior(2R)
17-3-0 to 21-5-15, Interior(1) 21-5-15 to 31-0-4 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
5) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0
6) Roof design snow load has been reduced to account for slope.
7) Unbalanced snow loads have been considered for this design.
8) Provide adequate drainage to prevent water ponding.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
GT-431
Truss Type
Attic Girder
Qty
1
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:06 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-HQ_rhduLjME7ucplm?BWGoOc6K3SKFp7DO7SqsyswkR
NOTES-(19)
11) Ceiling dead load (10.0 psf) on member(s). 5-6, 9-10, 6-19, 9-19; Wall dead load (5.0psf) on member(s).5-18, 10-14
12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18, 15-17, 14-15
13) Refer to girder(s) for truss to truss connections.
14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 17=396.
15) 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.
16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1517 lb down and 49 lb up at 15-3-0, and 1124 lb down and 36 lb up at
21-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
18) Attic room checked for L/360 deflection.
19) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-56, 5-6=-76, 6-7=-56, 7-8=-58, 8-9=-56, 9-34=-76, 10-34=-296(F=-220), 10-13=-276(F=-220), 18-20=-20, 14-18=-30, 14-24=-20, 6-9=-20
Drag: 5-18=-10, 10-14=-10
Concentrated Loads (lb)
Vert: 31=-810(F) 34=-600(F)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
HT-300A
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:07 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-lcYDuyuzUfM_VmOyKijlp0xrHjRR3k2GS2t?NIyswkQ
Scale: 3/8"=1'
T1 W1
B1
W3 W2
HW1 W41
2
3
4
7 6 5
3x4
1.5x4
1.5x4 3x4
3x4
1.5x4
1.5x4
TJC37
TJC37
TJC37
TJC37
1-4-15
1-4-15
6-4-2
4-11-2
9-3-10
2-11-9
1-4-15
1-4-15
6-4-2
4-11-2
9-3-10
2-11-9
0-6-84-11-25.6612
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.50
0.52
0.37
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.03
-0.05
0.01
(loc)
6
6
5
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 33 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)5=508/Mechanical, 7=575/0-4-15 (min. 0-1-8)
Max Horz7=124(LC 35)
Max Uplift5=-167(LC 12), 7=-99(LC 12)
Max Grav5=618(LC 18), 7=630(LC 18)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-409/51, 2-11=-546/88, 3-11=-461/101
BOT CHORD1-7=-36/417, 7-12=-154/417, 6-12=-154/417, 5-6=-154/417
WEBS3-6=-136/373, 3-5=-629/232, 2-7=-394/81
NOTES-(14)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5=167.
9) 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.
10) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent spaced at 2-9-15 oc max. starting at 3-8-13 from the left end to 6-6-12 to
connect truss(es) T-401 (1 ply 2x4 SPF), T-405 (1 ply 2x4 SPF) to front face of bottom chord.
11) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent spaced at 2-9-15 oc max. starting at 3-8-13 from the left end to 6-6-12 to
connect truss(es) T-401 (1 ply 2x4 SPF), T-405 (1 ply 2x4 SPF) to back face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
14) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-59, 5-8=-20
Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
HT-300A
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:07 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-lcYDuyuzUfM_VmOyKijlp0xrHjRR3k2GS2t?NIyswkQ
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 6=-313(F=-156, B=-156) 12=-48(F=-24, B=-24)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
HT-438
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:08 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-Dp5b6IvbFzUr7wz8tQE_LDU3b7oeoGDQhicZvkyswkP
Scale = 1:20.2
T1 W1
B1
W3 W2
HW1
1
2
3
54
4x4
1.5x4
1.5x4 3x4
3x4
3-2-13
3-2-13
6-1-7
2-10-10
3-2-13
3-2-13
6-1-7
2-10-10
0-6-83-5-25.6612
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
NO
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.27
0.46
0.05
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.02
-0.03
-0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 21 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)4=155/Mechanical, 6=339/0-4-4 (min. 0-1-8)
Max Horz6=81(LC 35)
Max Uplift4=-68(LC 12), 6=-38(LC 12)
Max Grav4=221(LC 18), 6=438(LC 18)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(12)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6.
9) 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.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 39 lb up at 3-4-9, and
14 lb down and 39 lb up at 3-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-59, 4-7=-20
Concentrated Loads (lb)
Vert: 5=-22(F=-11, B=-11)
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-401
Truss Type
Jack-Closed
Qty
2
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:09 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-h?fzJewD0Hcil3YKR7lDuR0HCXDqXjGZwMM6RByswkO
Scale = 1:14.0
T1
W1
B1
HW1
1
2
3
1.5x4
1.5x4
3x5
2-6-15
2-6-15
0-6-82-3-28.0012
Plate Offsets (X,Y)-- [1:0-0-10,0-0-14], [1:0-1-3,0-5-5], [1:0-2-8,0-0-5]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.09
0.08
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.00
0.00
0.00
(loc)
4
3-4
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 9 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-6-15 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=29/Mechanical, 4=165/0-3-8 (min. 0-1-8)
Max Horz4=47(LC 16)
Max Uplift3=-36(LC 16)
Max Grav3=44(LC 29), 4=221(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-403
Truss Type
Jack-Closed
Qty
5
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:10 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-ABDLX_xsnakZMD6X?rGSQeZGLxTkGAWj805fzdyswkN
Scale = 1:28.7
T1
W1
B1
B2 B3
HW1
1
2
3
6
5 4
3x4
3x4
1.5x4
1.5x4
5x6
3x5
3-2-0
3-2-0
6-8-0
3-6-0
3-2-0
3-2-0
6-8-0
3-6-0
0-6-84-11-133-11-131-0-08.0012
Plate Offsets (X,Y)-- [1:0-2-8,0-0-5], [1:0-1-3,0-5-5], [1:0-0-10,0-0-14], [4:Edge,0-2-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MR
0.89
0.49
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.06
-0.10
0.04
(loc)
4-5
4-5
4
l/defl
>999
>656
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 22 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 5-6.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)4=210/Mechanical, 7=305/0-3-8 (min. 0-1-8)
Max Horz7=126(LC 16)
Max Uplift4=-67(LC 16)
Max Grav4=310(LC 22), 7=370(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-11-4, Interior(1) 2-11-4 to 6-6-12 zone; cantilever left exposed ; end vertical left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-404
Truss Type
Jack-Closed
Qty
10
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:11 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-eOnkkKxUYusQ_NhjZYnhzr6UGLqE?dmsNgrDW3yswkM
Scale = 1:29.7
T1 W1
B1
HW1
1
2
3
1.5x4
1.5x4
4x6
6-8-0
6-8-0
0-6-84-11-138.0012
Plate Offsets (X,Y)-- [1:0-0-10,0-0-14], [1:0-1-3,0-5-5], [1:0-3-0,0-1-5]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.69
0.40
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.05
-0.09
0.00
(loc)
3-4
3-4
l/defl
>999
>707
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 21 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=210/Mechanical, 4=305/0-3-8 (min. 0-1-8)
Max Horz4=126(LC 16)
Max Uplift3=-67(LC 16)
Max Grav3=310(LC 22), 4=370(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-12 zone; cantilever left exposed ; end vertical left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-405
Truss Type
Jack-Closed
Qty
2
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:12 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-6aL6xgy6IC_GcXGv6GIwW3empkDVk40?cKam2WyswkL
Scale = 1:20.4
T1 W1
B1
HW1
1
2
3
1.5x4
1.5x4
3x5
4-6-15
4-6-15
0-6-83-7-28.0012
Plate Offsets (X,Y)-- [1:0-0-10,0-0-14], [1:0-1-3,0-5-5], [1:0-2-4,0-0-5]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.25
0.21
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.01
-0.01
0.00
(loc)
3-4
3-4
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 15 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-6-15 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=124/Mechanical, 4=228/0-3-8 (min. 0-1-8)
Max Horz4=86(LC 16)
Max Uplift3=-50(LC 16)
Max Grav3=185(LC 22), 4=306(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-5-11 zone; cantilever left exposed ; end vertical left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-407
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:13 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-amvU90zk3V67Ehr5gzp92GBoh8QeTIs9q_KJayyswkK
Scale = 1:61.8
T1
T2
T4
B1
B3
B4 B5
B6
W8
W6 W4W3
W2
W1 W5 W7
W9
HW1
T3
B2
W11W101
2
34567
8
9
18 17 1615
14 13 12
11 10
5x6 3x6
4x6
3x6 3x4
2x4
6x8
4x6
2x4 2x4 3x4
1.5x4
4x10
3x4 5x6
3x4
8x8
4x8
8-8-0
8-8-0
15-6-6
6-10-6
22-6-0
6-11-10
27-3-0
4-9-0
32-9-0
5-6-0
35-0-8
2-3-8
4-5-1
4-5-1
8-8-0
4-2-15
15-6-6
6-10-6
22-6-0
6-11-10
27-3-0
4-9-0
32-9-0
5-6-0
35-0-8
2-3-8
0-6-86-2-06-3-131-1-81-0-06-2-08.0012
Plate Offsets (X,Y)-- [1:0-4-0,Edge], [1:0-2-1,0-10-15], [1:0-0-5,0-1-1], [3:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-1-0,0-1-12], [9:0-2-4,0-1-12], [10:Edge,0-3-8], [12:0-2-12,0-0-0], [14:0-2-4
,0-3-4], [16:0-2-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.82
0.79
0.99
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.24
-0.41
0.17
(loc)
16-18
15-16
10
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 153 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T1: 2x4 SPF 2100F 1.8E, T2: 2x4 SPF 1650F 1.5E
BOT CHORD2x4 SPF No.2 *Except*
B1: 2x4 SPF 1650F 1.5E, B3: 2x4 SPF Stud
WEBS2x3 SPF Stud *Except*
W4,W2: 2x4 SPF No.2, W3,W11,W10: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-8-8 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-4-4 max.): 3-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 11-12.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=1334/Mechanical, 1=1405/0-3-8 (min. 0-2-10)
Max Horz1=116(LC 15)
Max Grav10=1608(LC 45), 1=1682(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-24=-2124/0, 2-24=-2081/0, 2-3=-2179/19, 3-25=-2735/39, 25-26=-2737/38,
4-26=-2737/38, 4-5=-3052/36, 5-27=-3052/36, 6-27=-3052/36, 6-28=-3066/35,
7-28=-3064/35, 7-29=-2584/0, 29-30=-2601/0, 8-30=-2624/0, 8-9=-2912/0,
9-10=-1547/0
BOT CHORD1-18=-73/1602, 18-31=-51/1838, 17-31=-51/1838, 16-17=-51/1838, 6-14=-666/108,
13-14=0/2157, 12-13=0/2530
WEBS2-18=-91/343, 3-18=-97/283, 3-16=-92/1226, 4-16=-1023/141, 14-16=-75/2597,
4-14=-21/369, 7-14=-105/1287, 7-13=0/407, 8-13=-826/137, 9-12=0/2292
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-8-0, Exterior(2R) 8-8-0 to 12-10-15, Interior(1)
12-10-15 to 27-3-0, Exterior(2R) 27-3-0 to 31-5-15, Interior(1) 31-5-15 to 34-10-12 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
9) Refer to girder(s) for truss to truss connections.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-407
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:13 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-amvU90zk3V67Ehr5gzp92GBoh8QeTIs9q_KJayyswkK
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-59, 3-7=-58, 7-9=-59, 15-19=-20, 12-14=-20, 10-11=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-408
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:14 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-2zTsMM_MqpE_rrQIEhLObUkz5YjvCnjI3e3t6OyswkJ
Scale = 1:62.4
T1
T2
T3
B1
B3
B4 B5
B6W13
W10
W8
W6 W4 W3
W2
W1 W5 W7
W9
B2
W12
W11
1 2
3
4567
8
9
1918 17 1615
14 13 12
11 10
5x6 5x6
4x6
3x6 3x4
2x4
5x8
5x6
2x4 3x4
1.5x4
3x4
4x4
3x4 5x8
3x4
4x4
3x6
4x8
1-0-4
1-0-4
10-8-0
9-7-12
16-8-9
6-0-9
22-6-0
5-9-7
25-3-0
2-9-0
32-9-0
7-6-0
35-0-8
2-3-8
1-0-4
1-0-4
5-9-6
4-9-2
10-8-0
4-10-10
16-8-9
6-0-9
22-6-0
5-9-7
25-3-0
2-9-0
32-9-0
7-6-0
35-0-8
2-3-8
0-6-87-6-07-7-131-1-81-0-07-6-08.0012
Plate Offsets (X,Y)-- [1:0-2-13,0-0-4], [1:0-1-3,0-5-5], [1:0-0-10,0-0-14], [3:0-1-0,0-2-0], [4:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-0-12,0-1-8], [9:0-2-12,0-2-0], [10:Edge,0-1-8], [12:0-2-8
,0-0-0], [14:0-2-12,0-3-4], [16:0-4-0,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.78
0.98
0.88
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.16
-0.33
0.16
(loc)
12-13
18-19
10
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 169 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T3: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF No.2 *Except*
B3: 2x4 SPF Stud
WEBS2x4 SPF Stud *Except*
W13,W8,W6,W5,W7: 2x3 SPF Stud, W4,W11: 2x4 SPF No.2
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-4-4 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-10-13 max.): 4-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 12-13
6-0-0 oc bracing: 11-12.
WEBS1 Row at midpt3-19, 8-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=1328/Mechanical, 19=1411/0-3-8 (min. 0-2-12)
Max Horz19=140(LC 15)
Max Grav10=1624(LC 46), 19=1764(LC 46)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-547/0, 2-23=-622/0, 23-24=-519/0, 3-24=-477/6, 3-25=-1988/0, 4-25=-1917/0,
4-26=-2078/0, 5-26=-2080/0, 5-27=-2177/0, 27-28=-2177/0, 6-28=-2177/0, 6-7=-2181/0,
7-29=-2244/0, 29-30=-2252/0, 30-31=-2299/0, 8-31=-2305/0, 8-9=-3021/0,
9-10=-1558/0
BOT CHORD1-19=0/415, 18-19=-58/1581, 17-18=-21/1635, 17-32=-21/1635, 16-32=-21/1635,
6-14=-468/88, 13-14=0/1870, 12-13=-29/2808, 8-12=0/252
WEBS2-19=-418/216, 3-19=-1611/28, 3-18=-254/200, 4-18=0/465, 4-16=-96/759,
5-16=-814/121, 14-16=-35/1931, 7-14=-117/798, 7-13=0/477, 8-13=-1247/207,
9-12=0/2429
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-0, Exterior(2R) 10-8-0 to 14-10-15, Interior(1)
14-10-15 to 25-3-0, Exterior(2R) 25-3-0 to 29-5-15, Interior(1) 29-5-15 to 34-10-12 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
9) Refer to girder(s) for truss to truss connections.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-408
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:14 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-2zTsMM_MqpE_rrQIEhLObUkz5YjvCnjI3e3t6OyswkJ
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-58, 4-7=-58, 7-9=-59, 15-20=-20, 12-14=-20, 10-11=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-409
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:16 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-_Lacn1?cMQUi58agL5NsgvpKNMPagfQbXyY_BHyswkH
Scale = 1:61.8
T1
T2
T3
B1
W4 W3
W2
W1W1
W2
W3 W4
HW1 B3B2
W8
W5
W7
W6
1 2
3
4 56
7
8
1615 14 1312 11 10 9
3x5
5x6 5x6
4x5
3x6
3x4
4x4 3x8
3x4
3x8
3x4
4x4 4x6 3x5
1.5x4
4x4
6-0-3
6-0-3
12-8-0
6-7-13
23-3-0
10-7-0
29-10-13
6-7-13
35-0-8
5-1-11
6-0-3
6-0-3
12-8-0
6-7-13
17-11-8
5-3-8
23-3-0
5-3-8
29-10-13
6-7-13
35-0-8
5-1-11
0-6-88-10-08-11-131-1-88-10-08.0012
Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [4:0-3-0,0-2-3], [6:0-3-0,0-2-3], [8:0-2-4,0-1-8], [9:Edge,0-1-8], [10:0-2-0,0-1-8], [15:0-2-0,0-1-8], [16:0-2-4,0-0-12]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.73
0.91
1.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.54
-0.86
0.07
(loc)
12-13
12-13
9
l/defl
>750
>473
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 155 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF 1650F 1.5E *Except*
T2: 2x4 SPF No.2
BOT CHORD2x4 SPF No.2 *Except*
B2: 2x4 SPF 1650F 1.5E
WEBS2x3 SPF Stud *Except*
W2,W1: 2x4 SPF No.2, W7: 2x4 SPF Stud
WEDGE
Left: 2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 3-6-8 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-5-1 max.): 4-6.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
WEBS1 Row at midpt5-13, 5-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)9=1330/Mechanical, 16=1409/0-3-8 (min. 0-2-14)
Max Horz16=165(LC 15)
Max Grav9=1740(LC 46), 16=1824(LC 46)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-285/0, 2-20=-2256/0, 20-21=-2178/0, 3-21=-2060/0, 3-22=-1985/0, 4-22=-1818/9,
4-23=-1509/47, 5-23=-1510/47, 5-24=-1508/46, 6-24=-1507/46, 6-25=-1816/0,
7-25=-1983/0, 7-26=-2055/0, 26-27=-2172/0, 8-27=-2249/0, 8-9=-1638/4
BOT CHORD1-16=0/261, 15-16=-136/377, 14-15=-27/1857, 13-14=-27/1857, 13-28=0/1630,
28-29=0/1630, 12-29=0/1630, 11-12=0/1807, 10-11=0/1807
WEBS3-13=-435/142, 4-13=0/690, 5-13=-391/134, 5-12=-394/133, 6-12=0/690, 7-12=-436/140,
2-16=-1598/62, 2-15=0/1570, 8-10=0/1657
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-8-0, Exterior(2R) 12-8-0 to 16-10-15, Interior(1)
16-10-15 to 23-3-0, Exterior(2R) 23-3-0 to 27-5-15, Interior(1) 27-5-15 to 34-10-12 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
9) Refer to girder(s) for truss to truss connections.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) StandardContinued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-409
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:16 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-_Lacn1?cMQUi58agL5NsgvpKNMPagfQbXyY_BHyswkH
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-59, 4-6=-58, 6-8=-59, 9-17=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-415B
Truss Type
Common
Qty
3
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:17 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-SX8??N0F7kcZiI9tvpu5D6MS6lmaPEXllcIXjjyswkG
Scale = 1:73.2
T2 T2
B1
W5
W3
W2
W1
HW1
W2
W3
W4
W7
T1 T3
B3B2
W6
1
2
3
4
5
6
7
8
9
1514 13 1211 10
3x6
5x6
3x6
6x10 4x6 3x4
1.5x4
3x4
3x8
3x4
3x4
4x4
3x6
2x4
4x6
8-9-13
8-9-13
17-11-8
9-1-11
27-1-0
9-1-8
35-0-8
7-11-8
6-1-1
6-1-1
11-5-6
5-4-6
17-11-8
6-6-2
24-5-9
6-6-1
30-9-13
6-4-5
35-0-8
4-2-11
0-6-812-6-31-1-88.0012
Plate Offsets (X,Y)-- [1:0-1-0,0-0-6], [1:0-11-1,0-1-6], [1:Edge,0-3-5], [8:0-1-12,0-2-0], [10:0-2-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.92
0.86
0.49
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.35
-0.58
0.08
(loc)
13-15
13-15
10
l/defl
>999
>719
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 157 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T1: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF 1650F 1.5E
WEBS2x3 SPF Stud *Except*
W2,W1: 2x4 SPF No.2, W7,W6: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
WEBS1 Row at midpt4-13, 6-13, 8-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=1405/0-3-8 (min. 0-2-13), 10=1334/Mechanical
Max Horz1=231(LC 15)
Max Uplift1=-5(LC 16)
Max Grav1=1773(LC 29), 10=1683(LC 30)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-2228/34, 2-3=-2061/43, 3-4=-1922/70, 4-21=-1587/91, 21-22=-1475/100,
5-22=-1473/120, 5-23=-1474/120, 23-24=-1474/100, 6-24=-1585/81, 6-7=-1943/54,
7-8=-2126/31, 8-9=-294/29
BOT CHORD1-15=-96/1858, 15-25=-25/1698, 14-25=-25/1698, 14-26=-25/1698, 13-26=-25/1698,
13-27=0/1592, 12-27=0/1592, 12-28=0/1592, 11-28=0/1592, 10-11=0/1660
WEBS4-15=-6/355, 4-13=-644/167, 5-13=-34/1278, 6-13=-644/167, 6-11=0/379,
8-10=-1985/19
NOTES-(11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 34-10-12 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1.
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.
11) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-421B
Truss Type
Jack-Closed
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:18 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-xkiNCj1tu2kQKSk3TWPKlKuoq9IH8oVu_G14G9yswkF
Scale = 1:13.6
T1
W1
B1
HW1
1
2
3
1.5x4
1.5x4
3x4
3x6
1-4-9
1-4-9
5-0-15
5-0-15
0-6-82-1-63.7112
Plate Offsets (X,Y)-- [1:0-0-0,0-1-3], [1:0-1-5,0-8-3]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.22
0.12
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.01
-0.01
0.00
(loc)
3-4
3-4
3
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 14 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 5-0-15 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=120/Mechanical, 4=270/0-4-15 (min. 0-1-8)
Max Horz4=53(LC 15)
Max Uplift3=-13(LC 16), 4=-33(LC 12)
Max Grav3=159(LC 22), 4=359(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2R) 4-2-15 to 4-11-11 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-422B
Truss Type
Jack-Closed
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:18 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-xkiNCj1tu2kQKSk3TWPKlKuqW9Ic8oVu_G14G9yswkF
Scale = 1:10.1
T1
W1
B1
HW1
1
2
3
1.5x4
1.5x4
3x4
3x6
1-4-9
1-4-9
3-0-15
3-0-15
0-6-81-5-153.7112
Plate Offsets (X,Y)-- [1:0-0-0,0-1-3], [1:0-1-5,0-8-3]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.11
0.10
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.00
0.00
0.00
(loc)
3-4
3-4
3
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 9 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 3-0-15 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=15/Mechanical, 4=218/0-4-15 (min. 0-1-8)
Max Horz4=33(LC 15)
Max Uplift3=-12(LC 13), 4=-35(LC 12)
Max Grav3=19(LC 22), 4=273(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-424
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:19 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-PwGlQ32VfLsHycIF1EwZIXRt8ZZ?tAZ1DwneocyswkE
Scale = 1:31.4
T1
T2
T1
B1
W1W1
W2 W2 HW1
1
2
3 4
5
6
10
98
7
4x4 4x4
1.5x4 1.5x4 1.5x4
1.5x4
1.5x4
1.5x4
3x8
3x8
6-5-0
6-5-0
8-10-0
2-5-0
15-3-0
6-5-0
6-5-0
6-5-0
8-10-0
2-5-0
15-3-0
6-5-0
0-6-84-9-130-6-84-9-138.0012
Plate Offsets (X,Y)-- [1:0-3-8,Edge], [1:0-1-3,0-5-5], [1:0-0-10,0-0-14], [3:0-2-4,0-2-4], [4:0-2-4,0-2-4], [6:0-0-10,0-0-14], [6:0-1-3,0-5-5], [6:0-3-8,Edge]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.63
0.41
0.27
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.08
-0.11
0.01
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 47 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 5-9-15 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=599/0-3-8 (min. 0-1-8), 7=599/0-3-8 (min. 0-1-8)
Max Horz10=-79(LC 12)
Max Uplift10=-13(LC 13), 7=-13(LC 12)
Max Grav10=867(LC 40), 7=867(LC 40)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-377/75, 2-17=-775/148, 17-18=-677/155, 18-19=-657/157, 3-19=-587/180,
3-4=-488/179, 4-20=-587/186, 20-21=-656/164, 21-22=-677/161, 5-22=-775/154,
5-6=-377/75
BOT CHORD1-10=-72/487, 9-10=-77/487, 8-9=-78/488, 7-8=-76/487, 6-7=-76/487
WEBS2-10=-874/219, 5-7=-874/219
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-5-0, Exterior(2E) 6-5-0 to 8-10-0, Exterior(2R) 8-10-0
to 13-0-15, Interior(1) 13-0-15 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-424
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:20 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-t6q7dP27Qf_8ZmtSaxSoql_1uzvEcdpBRaWBK2yswkD
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=-58, 3-4=-58, 4-6=-59, 11-14=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-426
Truss Type
Jack-Closed
Qty
5
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:20 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-t6q7dP27Qf_8ZmtSaxSoql_7Bzydch_BRaWBK2yswkD
Scale = 1:19.9
T1 W1
B1
HW1
1
2
3
1.5x4
1.5x4
3x5
4-5-0
4-5-0
0-6-83-5-138.0012
Plate Offsets (X,Y)-- [1:0-0-10,0-0-14], [1:0-1-3,0-5-5], [1:0-2-4,0-0-5]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.23
0.19
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.01
-0.01
0.00
(loc)
3-4
3-4
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 14 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-5-0 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=117/Mechanical, 4=222/0-3-8 (min. 0-1-8)
Max Horz4=83(LC 16)
Max Uplift3=-49(LC 16)
Max Grav3=169(LC 22), 4=321(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-12 zone; cantilever left exposed ; end vertical left
exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-427
Truss Type
Jack-Closed
Qty
4
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:21 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-LJOVql3lBz7?BvSe8fz1NyWK1NK0L8EKgEGlsUyswkC
Scale = 1:13.1
T1
W1
B1
1
2
33x4
1.5x4
1.5x4
2-3-15
2-3-15
0-6-82-1-28.0012
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MP
0.10
0.12
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.00
0.00
0.00
(loc)
4
3-4
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 7 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-3-15 oc purlins, except
end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)3=13/Mechanical, 4=161/0-3-8 (min. 0-1-8)
Max Horz4=43(LC 16)
Max Uplift3=-35(LC 16)
Max Grav3=22(LC 29), 4=213(LC 22)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(10)
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-428
Truss Type
Common
Qty
2
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:22 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-pVyu254NyGFsp31qiMUGwA3LqmUq4XyUvu?IPwyswkB
Scale = 1:46.9
T1 T1
B1W4
W2
W1
W3
W5B2 HW1
1
2
3
4
5
6
7
11 10 9 8
4x4
3x6
1.5x4
1.5x4 3x8
1.5x4 1.5x4
1.5x4
1.5x4
3x8 3x8
1-3-8
1-3-8
10-8-8
9-5-0
20-2-8
9-6-0
21-5-0
1-2-8
1-3-8
1-3-8
6-3-2
4-11-10
10-8-8
4-5-6
15-2-6
4-5-14
20-2-8
5-0-2
21-5-0
1-2-8
0-6-87-8-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-0-10,0-0-14], [1:0-1-3,0-5-5], [1:0-3-8,Edge], [7:0-0-10,0-0-14], [7:0-1-3,0-5-5], [7:0-3-8,Edge]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.73
0.79
0.29
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.14
-0.25
0.02
(loc)
9
8-9
8
l/defl
>999
>919
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 72 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 4-6-6 oc purlins.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)11=844/0-3-8 (min. 0-1-8), 8=837/0-3-8 (min. 0-1-8)
Max Horz11=131(LC 13)
Max Uplift11=-4(LC 16), 8=-4(LC 17)
Max Grav11=968(LC 2), 8=960(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-623/131, 2-3=-980/224, 3-18=-731/218, 4-18=-673/238, 4-19=-673/238,
5-19=-734/218, 5-6=-990/226, 6-7=-641/136
BOT CHORD1-11=-114/694, 10-11=-120/694, 9-10=-120/694, 8-9=-117/706, 7-8=-117/706
WEBS2-11=-685/185, 4-9=-188/425, 6-8=-666/203
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-8, Exterior(2R) 10-8-8 to 13-8-8, Interior(1) 13-8-8
to 21-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-429
Truss Type
Attic
Qty
2
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:24 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-lu3eTn6eUuVZ2NBDpnWk?b8dKaA8YHbnMCUPTpyswk9
Scale = 1:74.7
T2
T3
T4
B1
W7
W1
HW1
W6
W8W9
T1
B2
W2W2
B3
W4W4W4W3
W3 W3W3
W3
W3
W3
W5
2
3
4
5
67
8
9
1 25 24 2219161312
23
21
20
18
17
15
14
11
10
26
6x8
8x8
5x6
3x6
3x6
3x8
3x8 3x6
5x8
6x8
3x4
4x5
1.5x4
8x8
3x4
1.5x4
4x6
3x8
1.5x4
3x8
1.5x4
3x8
1.5x4
3x4
3x4 3x4
3x4
13-2-08-1-144-4-10 4-4-12 4-4-10
1-2-05-1-11
5-1-11
9-1-4
3-11-9
10-10-5
1-9-1
12-7-6
1-9-1
14-1-8
1-6-2
14-4-7
0-2-15
17-10-9
3-6-2
18-1-8
0-2-15
19-7-10
1-6-2
20-4-0
0-8-6
21-4-11
1-0-11
22-6-12
1-2-1
22-8-8
0-1-12
5-1-11
5-1-11
9-1-4
3-11-9
9-8-9
0-7-5
14-1-8
4-4-15
18-1-8
4-0-0
20-4-0
2-2-8
22-6-7
2-2-7
22-6-12
0-0-5
22-8-8
0-1-12
0-6-812-3-128-5-151-2-012-3-1210.0012
Plate Offsets (X,Y)-- [1:0-3-8,Edge], [1:Edge,0-0-4], [5:0-2-9,0-1-10], [6:0-5-8,0-3-4], [7:0-5-8,0-3-4], [8:0-1-1,0-0-2], [9:0-3-0,0-2-4], [10:0-3-0,Edge], [13:0-1-12,0-1-8], [26:0-1-14
,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.99
0.80
0.92
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.48
-0.89
0.03
-0.24
(loc)
19-22
19-22
12
10-23
l/defl
>560
>303
n/a
674
L/d
360
240
n/a
360
PLATES
MT20
Weight: 411 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x10 SP No.1 *Except*
T3: 2x6 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x4 SPF Stud *Except*
W7,W1: 2x4 SPF No.2, W6: 2x4 SPF 2100F 1.8E, W2: 2x3 SPF Stud
WEDGE
Left: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (6-0-0 max.): 6-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 12-13.
JOINTS1 Brace at Jt(s): 26, 21, 18, 15
REACTIONS.(lb/size)1=1091/0-3-8 (min. 0-1-8), 12=1277/0-3-8 (min. 0-1-9)
Max Horz1=257(LC 16)
Max Grav1=1489(LC 49), 12=1980(LC 49)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-31=-1999/0, 31-32=-1916/0, 2-32=-1892/0, 2-3=-1619/0, 3-33=-1429/0, 4-33=-1427/0,
4-34=-405/23, 5-34=-354/54, 5-35=-1168/18, 6-35=-1065/35, 6-7=-1321/40,
7-36=-1160/30, 8-36=-1242/13, 8-9=-917/0, 10-12=-1420/0, 9-10=-1078/0
BOT CHORD1-25=-45/1549, 24-25=-45/1549, 22-24=-45/1549, 19-22=0/2271, 16-19=0/3333,
13-16=0/2565, 12-13=-744/232, 21-23=-759/0, 20-21=-2872/0, 18-20=-2872/0,
17-18=-2913/0, 15-17=-2913/0, 14-15=-1354/79, 11-14=-1354/79, 10-11=-68/1571
WEBS22-23=0/1506, 4-23=0/1655, 5-26=-26/1443, 8-26=-76/657, 2-22=-1653/65,
6-26=-731/23, 7-26=0/792, 21-22=-1560/0, 19-21=0/1115, 18-19=-239/291,
16-18=-406/60, 15-16=0/758, 13-15=-1077/0, 11-13=0/1753, 11-12=-1132/0
NOTES-(16)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 14-1-8, Exterior(2E) 14-1-8 to 22-6-12 zone; cantilever
left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
5) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0; Min. flat roof snow load
governs.
6) Roof design snow load has been reduced to account for slope.
7) Unbalanced snow loads have been considered for this design.
8) Provide adequate drainage to prevent water ponding.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-429
Truss Type
Attic
Qty
2
Ply
2
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:24 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-lu3eTn6eUuVZ2NBDpnWk?b8dKaA8YHbnMCUPTpyswk9
NOTES-(16)
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other
members.
11) Ceiling dead load (10.0 psf) on member(s). 4-5, 5-26, 8-26; Wall dead load (5.0psf) on member(s).4-23
12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-23, 20-21, 18-20, 17-18, 15-17, 14-15, 11-14, 10-11
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.
14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
15) Attic room checked for L/360 deflection.
16) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 4-29=-56, 4-5=-76, 5-6=-56, 6-7=-58, 7-9=-56, 1-12=-20, 5-8=-20, 10-23=-30
Drag: 4-23=-10
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-431
Truss Type
Attic
Qty
3
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:26 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-iGBOuS7u?VlHHhLbxCYC40D1eOs_0GC3qWzWYiyswk7
Scale = 1:75.2
T2
T3
T2
B1
W4W4
HW1
W2W2
T1 T4
B3
W1
W5W5
W3W3W3W3 W3W3 W3
1
2
3
4
5
6
78
9
10
11
12
13
322927252321191714
312826242220181615
33
5x6
5x6 5x6
4x12
4x8
3x5
12x20 MT18HS
2x4
6x8
3x6
4x5
3x4
4x10
3x4 2x4
2x4 2x4
8x8 1.5x4 1.5x4 8x8 8x8
8x8
8x8
8x8
13-9-08-1-141-2-08-2-12
8-2-12
9-11-13
1-9-1
11-8-14
1-9-1
13-5-15
1-9-1
15-3-0
1-9-1
17-0-1
1-9-1
18-9-2
1-9-1
20-6-3
1-9-1
22-3-4
1-9-1
31-0-4
8-9-0
3-8-5
3-8-5
8-2-12
4-6-7
8-9-14
0-7-2
10-6-10
1-8-12
13-3-0
2-8-6
17-3-0
4-0-0
19-11-6
2-8-6
21-8-2
1-8-12
22-3-4
0-7-2
26-9-11
4-6-7
31-0-4
4-2-9
1-3-412-3-120-10-11-2-012-3-1210.0012
Plate Offsets (X,Y)-- [4:0-3-0,Edge], [7:0-3-0,0-2-12], [8:0-3-0,0-2-12], [9:0-0-14,0-0-0], [10:0-4-11,0-0-12], [13:0-10-0,0-2-3], [22:0-1-12,0-0-0], [32:0-3-8,0-4-4]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.77
0.59
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.46
-0.82
-0.03
-0.35
(loc)
18-20
18-20
1
15-31
l/defl
>579
>324
n/a
481
L/d
360
240
n/a
360
PLATES
MT20
MT18HS
Weight: 240 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6 SPF No.2 *Except*
T2: 2x6 SP 2400F 2.0E
BOT CHORD2x8 SP DSS *Except*
B2: 2x4 SPF No.2
WEBS2x4 SPF Stud *Except*
W4,W1: 2x4 SPF No.2, W2,W5: 2x3 SPF Stud
SLIDERLeft 2x4 SPF Stud -ô 2-6-0
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-9-3 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 7-8.
BOT CHORDRigid ceiling directly applied or 6-4-3 oc bracing. Except:
6-0-0 oc bracing: 15-31
WEBS1 Row at midpt6-33, 9-33
JOINTS1 Brace at Jt(s): 33
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=1358/Mechanical, 13=1494/Mechanical, 30=348/0-3-8 (min. 0-1-8)
Max Horz1=-211(LC 12)
Max Uplift30=-71(LC 13)
Max Grav1=1866(LC 51), 13=2075(LC 51), 30=808(LC 49)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-641/15, 2-41=-2699/0, 3-41=-2653/0, 3-4=-2622/0, 4-42=-2458/0, 5-42=-2416/0,
5-43=-1866/0, 6-43=-1744/0, 6-44=-446/86, 7-44=-392/108, 7-8=-255/158,
8-45=-377/100, 9-45=-407/79, 9-46=-1710/0, 10-46=-1753/0, 10-47=-2500/0,
11-47=-2502/0, 11-12=-2735/0, 12-48=-2889/0, 13-48=-2985/0
BOT CHORD1-32=0/1803, 30-32=0/1792, 29-30=0/1792, 27-29=0/1792, 25-27=0/1792, 23-25=0/1792,
21-23=0/1850, 19-21=0/1850, 17-19=0/1850, 14-17=0/1850, 13-14=0/2278
WEBS31-32=-24/839, 5-31=-28/914, 14-15=0/993, 10-15=0/1159, 6-33=-2151/0, 9-33=-1976/0,
12-14=-635/111, 22-23=-303/0, 28-29=-351/0
NOTES-(17)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-1-4, Interior(1) 3-1-4 to 13-3-0, Exterior(2E) 13-3-0 to 17-3-0, Exterior(2R)
17-3-0 to 21-7-10, Interior(1) 21-7-10 to 31-0-4 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
3) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0; Min. flat roof snow load
governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Ceiling dead load (10.0 psf) on member(s). 5-6, 9-10, 6-33, 9-33; Wall dead load (5.0psf) on member(s).5-31, 10-15
11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 28-31, 26-28, 24-26, 22-24, 20-22,
18-20, 16-18, 15-16Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-431
Truss Type
Attic
Qty
3
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:26 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-iGBOuS7u?VlHHhLbxCYC40D1eOs_0GC3qWzWYiyswk7
NOTES-(17)
12) Refer to girder(s) for truss to truss connections.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30.
14) 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.
15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16) Attic room checked for L/360 deflection.
17) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-56, 5-6=-76, 6-7=-56, 7-8=-58, 8-9=-56, 9-10=-76, 10-13=-56, 34-38=-20, 6-9=-20, 15-31=-30
Drag: 5-31=-10, 10-15=-10
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-431A
Truss Type
Attic
Qty
6
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:28 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-efJ9I898X6??X_V_2dbg9RJNxBZRUBuMHqSccayswk5
Scale = 1:68.3
T2
T3
T2
B1
W4W4
HW1
W2W2
T1 T4
B3
W1
W5W5
W3W3W3W3W3W3W3
1
2
3
4
5
6
78
9
10
11
12
13
312927252321191714
302826242220181615
33
4x12
5x6 5x6
4x12
5x8
3x5
12x20 MT18HS
3x6 3x6
3x4
4x8
3x4 3x4
2x4 2x4
1.5x4
1.5x4
13-9-08-1-141-2-08-2-12
8-2-12
9-11-13
1-9-1
11-8-14
1-9-1
13-5-15
1-9-1
15-3-0
1-9-1
17-0-1
1-9-1
18-9-2
1-9-1
20-6-3
1-9-1
22-3-4
1-9-1
31-0-4
8-9-0
3-8-5
3-8-5
8-2-12
4-6-7
8-9-14
0-7-2
10-6-10
1-8-12
13-3-0
2-8-6
17-3-0
4-0-0
19-11-6
2-8-6
21-8-2
1-8-12
22-3-4
0-7-2
26-9-11
4-6-7
31-0-4
4-2-9
1-3-412-3-120-10-11-2-012-3-1210.0012
Plate Offsets (X,Y)-- [5:0-4-15,0-0-12], [7:0-3-0,0-2-12], [8:0-3-0,0-2-12], [10:0-5-7,0-0-4], [13:0-8-0,0-0-11], [14:0-3-8,0-5-4], [22:0-1-12,0-0-0], [31:0-3-8,0-5-4]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
17.9/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.76
0.65
0.52
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Attic
in
-0.48
-0.86
0.04
-0.35
(loc)
22
21-23
13
15-30
l/defl
>707
>400
n/a
479
L/d
360
240
n/a
360
PLATES
MT20
MT18HS
Weight: 240 lb FT = 12%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6 SPF No.2 *Except*
T2: 2x6 SP 2400F 2.0E
BOT CHORD2x8 SP DSS *Except*
B2: 2x4 SPF No.2
WEBS2x4 SPF Stud *Except*
W4,W1: 2x4 SPF No.2, W2,W5: 2x3 SPF Stud
SLIDERLeft 2x4 SPF Stud -ô 2-6-0
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-6-3 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 7-8.
BOT CHORDRigid ceiling directly applied or 9-6-0 oc bracing. Except:
6-0-0 oc bracing: 15-30
WEBS1 Row at midpt6-33, 9-33
JOINTS1 Brace at Jt(s): 33
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=1571/Mechanical, 13=1590/Mechanical, 32=39/0-3-8 (min. 0-1-8)
Max Horz1=-211(LC 12)
Max Uplift32=-434(LC 57)
Max Grav1=2421(LC 51), 13=2228(LC 51), 32=498(LC 56)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1018/101, 2-41=-3209/0, 3-41=-3166/0, 3-4=-3115/0, 4-42=-2882/0, 5-42=-2880/0,
5-43=-2051/0, 6-43=-1928/0, 6-44=-393/135, 7-44=-339/170, 7-8=-203/264,
8-45=-335/168, 9-45=-375/133, 9-46=-1899/0, 10-46=-2021/0, 10-47=-2862/0,
11-47=-2864/0, 11-12=-3096/0, 12-48=-3213/0, 13-48=-3309/0
BOT CHORD1-32=0/2288, 31-32=0/2288, 29-31=0/2154, 27-29=0/2154, 25-27=0/2154, 23-25=0/2154,
21-23=0/2182, 19-21=0/2182, 17-19=0/2182, 14-17=0/2182, 13-14=0/2498
WEBS30-31=0/1161, 5-30=0/1260, 14-15=0/1196, 10-15=0/1329, 6-33=-2478/0, 9-33=-2401/0,
12-14=-553/135, 28-29=-293/0, 16-17=-280/0
NOTES-(18)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-3-0, Exterior(2E) 13-3-0 to 17-3-0, Exterior(2R)
17-3-0 to 21-5-15, Interior(1) 21-5-15 to 31-0-4 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
3) ** TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (17.9 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=0.93,1.00,0.93; Ct=1.10, Lu=50-0-0; Min. flat roof snow load
governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) All plates are 8x8 MT20 unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
11) Ceiling dead load (10.0 psf) on member(s). 5-6, 9-10, 6-33, 9-33; Wall dead load (5.0psf) on member(s).5-30, 10-15
Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-431A
Truss Type
Attic
Qty
6
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:28 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-efJ9I898X6??X_V_2dbg9RJNxBZRUBuMHqSccayswk5
NOTES-(18)
12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 28-30, 26-28, 24-26, 22-24, 20-22, 18-20, 16-18, 15-16
13) Refer to girder(s) for truss to truss connections.
14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 32=434.
15) 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.
16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
17) Attic room checked for L/360 deflection.
18) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-56, 5-6=-76, 6-7=-56, 7-8=-58, 8-9=-56, 9-10=-76, 10-13=-56, 34-38=-20, 6-9=-20, 15-30=-30
Drag: 5-30=-10, 10-15=-10
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-433
Truss Type
Common
Qty
4
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:29 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-6rtXWU9mIQ7s883AcK6vierYLbsDDcZWWTCA80yswk4
Scale = 1:77.7
T2 T2
B1
W4
W3
W2
W1
W2
W3
W4
HW1
T1 T1
B1B2 HW21
2
3
4
5
6
7
8
9
1413 12 11 10
3x6
5x6
3x6
6x8
6x12
4x6 3x4
1.5x4
3x4
3x8
3x4
3x4
1.5x4
3x6 3x8
8-8-3
8-8-3
17-11-8
9-3-5
27-2-12
9-3-4
35-11-0
8-8-4
6-1-1
6-1-1
11-4-14
5-3-13
17-11-8
6-6-10
24-6-2
6-6-10
29-9-15
5-3-13
35-11-0
6-1-1
0-6-812-6-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-0-0,0-1-13], [1:0-2-5,Edge], [6:0-1-12,0-1-8], [9:0-0-10,0-0-14], [9:0-1-3,0-5-5], [9:0-3-8,Edge]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.71
0.87
0.68
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.29
-0.47
0.03
(loc)
12-14
12-14
10
l/defl
>999
>690
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 158 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x3 SPF Stud, W3: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 3-9-3 oc purlins.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
WEBS1 Row at midpt4-12, 6-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=992/0-3-8 (min. 0-2-0), 10=1828/0-3-8 (min. 0-3-8)
Max Horz1=220(LC 13)
Max Uplift1=-22(LC 16), 10=-6(LC 17)
Max Grav1=1273(LC 29), 10=2242(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1479/59, 2-3=-1316/65, 3-4=-1178/97, 4-23=-732/91, 23-24=-620/100,
5-24=-619/120, 5-25=-624/146, 25-26=-630/124, 6-26=-737/117, 6-7=-34/748,
7-8=-67/559, 8-9=-102/549
BOT CHORD1-14=-117/1272, 14-27=-51/1027, 13-27=-51/1027, 13-28=-51/1027, 12-28=-51/1027,
9-10=-354/111
WEBS4-14=-4/468, 4-12=-690/166, 5-12=-61/398, 6-12=0/785, 6-10=-1683/91, 8-10=-370/130
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-433A
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:30 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-a2QvjqAO3kFjmIeNA2d8EsOgb?H2y4Ifl7xjhTyswk3
Scale = 1:68.5
T2
T3
T2
B1
W4
W3
W2
W1
W2
W3 W4
HW1
T1 T4
B3B2 W51
2
3
4 5
6
7
8
15 14 1312 11 10 9
3x6
5x6 5x6
4x8
5x8
3x12
3x6
3x4
1.5x4 3x4 3x10
4x4
2x4
3x5
3x6 5x6 0-1-138-10-0
8-10-0
14-8-0
5-10-0
21-3-0
6-7-0
27-2-12
5-11-12
35-0-8
7-9-12
8-10-0
8-10-0
14-8-0
5-10-0
21-3-0
6-7-0
27-2-12
5-11-12
35-0-8
7-9-12
0-6-810-2-010-3-131-1-810-2-08.0012
Plate Offsets (X,Y)-- [1:0-0-5,0-1-1], [1:0-2-1,0-10-15], [1:0-4-0,Edge], [2:0-1-12,0-1-8], [4:0-3-0,0-2-0], [5:0-3-0,0-2-3], [6:0-4-0,Edge], [7:0-1-12,0-2-0], [9:Edge,0-3-8], [10:0-2-4
,0-1-0], [12:0-2-4,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.94
0.57
0.59
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.13
-0.22
0.03
(loc)
12-13
12-13
10
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 159 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T3: 2x4 SPF 1650F 1.5E, T4: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF 2100F 1.8E *Except*
B2: 2x4 SPF No.2
WEBS2x4 SPF Stud *Except*
W2,W1: 2x4 SPF No.2
WEDGE
Left: 2x10 SP No.1
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-9-13 max.): 4-5.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
WEBS1 Row at midpt2-13, 4-12, 5-12, 7-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=1007/0-3-8 (min. 0-1-12), 10=1732/0-3-8 (min. 0-3-0)
Max Horz1=189(LC 15)
Max Uplift1=-15(LC 16)
Max Grav1=1386(LC 48), 10=2357(LC 46)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-21=-1595/15, 21-22=-1528/20, 22-23=-1455/51, 2-23=-1293/54, 2-3=-1069/64,
3-24=-1021/66, 4-24=-913/98, 4-25=-403/91, 25-26=-403/91, 26-27=-403/91,
27-28=-403/91, 5-28=-403/91, 5-29=-539/96, 6-29=-566/64, 6-7=-616/62, 7-30=-36/666,
30-31=-68/630, 8-31=-82/425
BOT CHORD1-32=-52/1317, 15-32=-52/1317, 14-15=-52/1317, 13-14=-52/1317, 13-33=-38/804,
12-33=-38/804, 11-12=-367/89, 10-11=-367/89, 10-34=-367/89, 9-34=-367/89
WEBS2-15=0/278, 2-13=-736/145, 4-13=-22/827, 4-12=-740/34, 7-12=0/1053, 7-10=-2029/64
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-8-0, Exterior(2R) 14-8-0 to 18-10-15, Interior(1)
18-10-15 to 21-3-0, Exterior(2R) 21-3-0 to 25-5-15, Interior(1) 25-5-15 to 34-10-12 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-433A
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:30 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-a2QvjqAO3kFjmIeNA2d8EsOgb?H2y4Ifl7xjhTyswk3
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-58, 4-5=-58, 5-8=-59, 9-16=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-433B
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:32 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-WQYg8WCfbLVR?colHTfcJHT0aoveQzyyCRQqlLyswk1
Scale = 1:70.4
T2
T3
T2
B3
W4
W3
W2 W1 W2
W3
HW1
T1 T1
B2B1 HW2
W4
1
2
3
4 5
6
7
8
14 13 1211 10 9
4x8
5x6 5x6
3x8
3x6 4x5
3x4
1.5x4 3x10 3x5
4x4
6x8
3x12
4x6 2x4 0-1-138-10-0
8-10-0
16-8-0
7-10-0
19-3-0
2-7-0
27-2-12
7-11-12
35-11-0
8-8-4
8-10-0
8-10-0
8-11-12
0-1-12
14-8-0
5-8-4
16-8-0
2-0-0
19-3-0
2-7-0
21-3-0
2-0-0
27-2-12
5-11-12
35-11-0
8-8-4
0-6-811-6-011-7-130-6-811-6-08.0012
Plate Offsets (X,Y)-- [1:Edge,0-3-3], [1:0-11-2,0-0-5], [1:0-1-0,0-0-8], [2:0-1-12,0-1-8], [3:0-4-0,Edge], [4:0-3-0,0-2-3], [5:0-3-0,0-2-0], [7:0-1-8,0-2-0], [8:0-2-8,0-1-5], [8:0-0-10,0-0-14],
[8:0-1-3,0-5-5], [9:0-2-4,0-1-0], [11:0-2-4,0-1-8], [12:0-2-8,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0**
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.91
0.82
0.64
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.21
-0.32
0.03
(loc)
12-14
12-14
9
l/defl
>999
>999
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 168 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF 1650F 1.5E *Except*
T3: 2x4 SPF No.2, T1: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF 1650F 1.5E *Except*
B3: 2x4 SPF 2100F 1.8E, B2: 2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
WEBS1 Row at midpt2-12, 4-12, 5-11, 7-9
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=982/0-3-8 (min. 0-2-3), 9=1838/0-3-8 (min. 0-3-4)
Max Horz1=203(LC 13)
Max Uplift1=-22(LC 16), 9=-1(LC 17)
Max Grav1=1412(LC 48), 9=2553(LC 46)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-23=-1692/22, 23-24=-1646/32, 2-24=-1464/61, 2-25=-1040/63, 3-25=-866/78,
3-26=-830/82, 26-27=-793/86, 4-27=-793/109, 4-5=-680/135, 5-28=-608/126,
28-29=-627/102, 6-29=-658/98, 6-30=-694/94, 7-30=-869/79, 7-31=-66/725,
31-32=-98/554, 8-32=-110/535
BOT CHORD1-33=-79/1438, 14-33=-79/1438, 13-14=-79/1438, 12-13=-79/1438, 11-12=0/584,
10-11=-461/128, 10-34=-461/128, 9-34=-461/128, 9-35=-461/128, 8-35=-461/128
WEBS2-14=0/404, 2-12=-882/158, 5-12=-56/742, 5-11=-658/63, 7-11=0/1197, 7-9=-2210/94
NOTES-(12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-8-0, Exterior(2E) 16-8-0 to 19-3-0, Exterior(2R)
19-3-0 to 23-5-15, Interior(1) 23-5-15 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps= varies (19.3 psf Lum DOL=1.15 Plate
DOL=1.15) see load cases; Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs.
4) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9.
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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.Continued on page 2
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-433B
Truss Type
Hip
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:32 2019 Page 2 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-WQYg8WCfbLVR?colHTfcJHT0aoveQzyyCRQqlLyswk1
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-59, 4-5=-58, 5-8=-59, 15-18=-20
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-434
Truss Type
Common
Qty
2
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:33 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-?c62MrCHMfdIdlNxrAArsU0ENCEP9QZ5R5ANHoyswk0
Scale = 1:77.7
T2 T2
B1
W4
W3
W2
W2
W1
HW1
W3
W4
T1 T1
B2B1 HW21
2
3
4
5
6
7
8
9
1413 12 11 10
3x6
5x6
3x6
3x6 3x6 3x4
1.5x4
3x4
3x8
3x4
5x8
5x12
3x4
1.5x4
4x6
8-8-3
8-8-3
17-11-8
9-3-5
27-2-12
9-3-4
35-11-0
8-8-4
6-1-1
6-1-1
11-4-14
5-3-13
17-11-8
6-6-10
24-6-2
6-6-10
29-9-15
5-3-13
35-11-0
6-1-1
0-6-812-6-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-2-5,Edge], [1:0-0-0,0-0-14], [6:0-1-12,0-1-8], [9:0-0-10,0-0-14], [9:0-1-3,0-5-5], [9:0-2-9,0-0-4]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.71
0.85
0.68
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.26
-0.43
0.02
(loc)
12-14
12-14
10
l/defl
>999
>769
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 158 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF 2100F 1.8E *Except*
B2: 2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x3 SPF Stud, W3: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 3-10-12 oc purlins.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
WEBS1 Row at midpt4-12, 6-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=992/0-3-8 (min. 0-1-10), 10=1828/0-3-8 (min. 0-2-14)
Max Horz1=-220(LC 14)
Max Uplift1=-22(LC 16), 10=-6(LC 17)
Max Grav1=1273(LC 29), 10=2242(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1481/58, 2-3=-1318/65, 3-4=-1180/97, 4-23=-730/91, 23-24=-618/100,
5-24=-617/120, 5-25=-622/147, 25-26=-629/124, 6-26=-736/118, 6-7=-35/747,
7-8=-67/558, 8-9=-102/548
BOT CHORD1-14=-117/1277, 14-27=-51/1026, 13-27=-51/1026, 13-28=-51/1026, 12-28=-51/1026,
9-10=-357/113
WEBS4-14=-3/473, 4-12=-691/165, 6-12=0/781, 5-12=-61/396, 6-10=-1680/92, 8-10=-363/130
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-435
Truss Type
Common
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:34 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-TpgQZBDv7yl9Fvy8Pti4PiZOQcZAurnFglvxqEyswk?
Scale = 1:77.2
T2 T2
B1
W4
W3
W2
W2
W5
W1
HW1
W3
W4
T1 T1
B2B1 HW21
2
3
4
5
6
7
8
9
15 14 13 12 11 10
3x6
5x6
3x6
3x6 3x6 3x4
1.5x4
3x4
3x8
3x4
1.5x4
4x4
5x8
3x12
4x4 4x6
8-8-3
8-8-3
17-11-8
9-3-5
27-2-12
9-3-4
35-11-0
8-8-4
6-1-1
6-1-1
11-4-14
5-3-13
17-11-8
6-6-10
24-6-2
6-6-10
29-9-15
5-3-13
35-11-0
6-1-1
0-6-812-6-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-4-0,Edge], [1:0-2-1,0-10-15], [1:0-0-5,0-1-1], [8:0-1-8,0-2-0], [9:0-2-13,0-0-4], [9:0-1-3,0-5-5], [9:0-0-10,0-0-14], [10:0-1-15,0-1-12], [11:0-2-0,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.82
0.94
0.81
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.31
-0.51
0.04
(loc)
13-15
13-15
10
l/defl
>999
>690
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 162 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2
BOT CHORD2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x3 SPF Stud, W3,W5: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-11-15 oc purlins.
BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.
WEBS1 Row at midpt4-13, 6-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=1704/0-4-15 (min. 0-3-4), 1=1116/0-3-8 (min. 0-2-4)
Max Horz1=220(LC 13)
Max Uplift10=-6(LC 17), 1=-17(LC 16)
Max Grav10=2090(LC 3), 1=1423(LC 29)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1703/51, 2-3=-1540/58, 3-4=-1402/90, 4-24=-988/86, 24-25=-875/93,
5-25=-874/115, 5-26=-880/137, 26-27=-887/115, 6-27=-993/108, 7-8=-264/72,
8-9=-76/504
BOT CHORD1-15=-111/1449, 15-28=-44/1229, 14-28=-44/1229, 14-29=-44/1229, 13-29=-44/1229,
13-30=0/525, 12-30=0/525, 12-31=0/525, 11-31=0/525, 10-11=-672/99, 9-10=-325/95
WEBS4-15=-6/429, 4-13=-672/167, 6-13=-12/424, 8-10=-1956/29, 5-13=-51/609,
6-11=-1107/71, 8-11=0/1493
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-436
Truss Type
Common
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:35 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-x?EomXEXuGt0s3XKzbDJxv5Xc0tpdJyOuPfUMgyswk_
Scale = 1:77.7
T2 T2
B1
W4
W3
W2 W2
W5HW1
W1
W3
W4
T1 T1
B2B1 HW21
2
3
4
5
6
7
8
9
1514 13 1211 10
3x6
5x6
3x6
4x6 3x6 3x4
1.5x4
3x4
3x8
3x4
1.5x4
3x5
6x8
3x12
3x5 4x6
8-8-3
8-8-3
17-11-8
9-3-5
27-2-12
9-3-4
30-11-10
3-8-14
35-11-0
4-11-6
6-1-1
6-1-1
11-4-14
5-3-13
17-11-8
6-6-10
24-6-2
6-6-10
29-9-15
5-3-13
35-11-0
6-1-1
0-6-812-6-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-4-0,Edge], [1:0-2-1,0-10-15], [1:0-0-5,0-1-1], [9:0-2-13,0-0-4], [9:0-1-3,0-5-5], [9:0-0-10,0-0-14], [10:0-2-10,0-0-12], [11:0-1-8,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.92
0.98
0.75
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.32
-0.53
0.05
(loc)
13-15
13-15
10
l/defl
>999
>694
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 162 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T1: 2x4 SPF 1650F 1.5E
BOT CHORD2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x3 SPF Stud, W3,W5: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.
WEBS1 Row at midpt4-13, 6-13, 6-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)10=1610/0-4-15 (min. 0-3-2), 1=1210/0-3-8 (min. 0-2-7)
Max Horz1=-220(LC 12)
Max Uplift10=-5(LC 17), 1=-13(LC 16)
Max Grav10=1975(LC 30), 1=1537(LC 29)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-1874/45, 2-3=-1710/52, 3-4=-1572/84, 4-24=-1181/86, 24-25=-1069/93,
5-25=-1068/115, 5-26=-1072/130, 26-27=-1079/108, 6-27=-1186/101, 6-7=-707/72,
7-8=-862/40, 8-9=-63/466
BOT CHORD1-15=-107/1582, 15-28=-39/1381, 14-28=-39/1381, 14-29=-39/1381, 13-29=-39/1381,
13-30=0/868, 12-30=0/868, 12-31=0/868, 11-31=0/868, 9-10=-298/86
WEBS4-15=-7/403, 4-13=-661/167, 8-10=-1862/41, 5-13=-43/823, 6-11=-666/47, 8-11=0/1031
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard
DE Job# 67051-W3
Dansco Engineering, LLC
COA: 02356
Date: 7/30/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or
truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and
wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the
contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information
Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
RIVERSIDE
Truss
T-437
Truss Type
Common
Qty
1
Ply
1
D4 Elev (A or B) with (SP or SR), EP, and BR
Job Reference (optional)
Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Tue Jul 30 09:45:36 2019 Page 1 Stark Truss, Marysville, Ohio ID:bSkmYHNGKLZiY4ZpeCGwTQzjQkM-PBoA_tF9fa0tUD6WWIkYU7eiUQDjMqUY73O1t7yswjz
Scale = 1:77.7
T2 T2
B1
W4
W3
W2 W2
HW1
W1
W3
W4
T1 T1
B2B1
W5
HW21
2
3
4
5
6
7
8
9
1514 13 1211 10
3x6
5x6
3x6
4x6 3x6 3x4
1.5x4
3x4
3x8
3x4
6x8
3x12
3x4
3x4
4x6 3x4
8-8-3
8-8-3
17-11-8
9-3-5
27-2-12
9-3-4
32-11-10
5-8-14
35-11-0
2-11-6
6-1-1
6-1-1
11-4-14
5-3-13
17-11-8
6-6-10
24-6-2
6-6-10
29-9-15
5-3-13
35-11-0
6-1-1
0-6-812-6-30-6-88.0012
Plate Offsets (X,Y)-- [1:0-4-0,Edge], [1:0-2-1,0-10-15], [1:0-0-5,0-1-1], [9:0-0-10,0-0-14], [9:0-1-3,0-5-5], [9:0-2-13,0-0-4]
LOADING (psf)
TCLL (roof)
Snow (Ps/Pg)
TCDL
BCLL
BCDL
25.0
19.3/25.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.25
1.25
YES
IRC2018/TPI2014
CSI.
TC
BC
WB
Matrix-MSH
0.85
1.00
0.48
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.33
-0.54
0.06
(loc)
13-15
13-15
10
l/defl
>999
>725
n/a
L/d
360
240
n/a
PLATES
MT20
Weight: 163 lb FT = 12%
GRIP
197/144
LUMBER-
TOP CHORD2x4 SPF No.2 *Except*
T1: 2x4 SPF 2100F 1.8E
BOT CHORD2x4 SPF 1650F 1.5E *Except*
B2: 2x4 SPF No.2
WEBS2x4 SPF No.2 *Except*
W4: 2x3 SPF Stud, W3,W5: 2x4 SPF Stud
WEDGE
Left: 2x10 SP No.1 , Right: 2x4 SPF Stud
BRACING-
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 1-4-12 oc bracing.
WEBS1 Row at midpt4-13, 6-13, 6-11, 8-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)1=1315/0-3-8 (min. 0-2-10), 10=1504/0-4-15 (min. 0-2-14)
Max Horz1=220(LC 15)
Max Uplift1=-9(LC 16), 10=-5(LC 17)
Max Grav1=1665(LC 29), 10=1866(LC 30)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD1-2=-2067/39, 2-3=-1902/45, 3-4=-1765/77, 4-24=-1400/88, 24-25=-1288/97,
5-25=-1287/117, 5-26=-1288/123, 26-27=-1294/101, 6-27=-1401/94, 6-7=-1385/71,
7-8=-1540/38, 8-9=-45/343
BOT CHORD1-15=-102/1731, 15-28=-33/1553, 14-28=-33/1553, 14-29=-33/1553, 13-29=-33/1553,
13-30=0/1257, 12-30=0/1257, 12-31=0/1257, 11-31=0/1257, 10-11=0/962
WEBS4-15=-7/377, 4-13=-650/167, 6-13=-342/166, 5-13=-35/1063, 8-11=0/483,
8-10=-1991/30
NOTES-(10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS
(envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-11-8, Exterior(2R) 17-11-8 to 20-11-8, Interior(1)
20-11-8 to 35-11-0 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=25.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=25.0 psf; Ps=19.3 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) Roof design snow load has been reduced to account for slope.
5) Unbalanced snow loads have been considered for this design.
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 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10.
9) 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.
10) WARNING! Property of: Stark Truss Co., Inc.This document not for copy or distribution without prior consent of management.
LOAD CASE(S) Standard