05-059 (11)Job
Truss
Truss Type
Gh
"yVizentin/Newsome
14042962JF2REP2
2F12
Floor
7
1
0022
Jg�Referent hona
Universal Forest Products 7.430 s Jul 25 2013 M,TekIndustries Inc. Wed Jul 09 16.3456 2014 Pae 1
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0-1-8
1-5-1 1-5- 2-6-0 0-11-1 1-11.4 0.1� , 1
H
� 1-10-20-8
Scale = 1:33.
1.5x3
1.5x3 11 5x6 = 3x4 11 4x8 = 3x6 FP= 4x4 = 1.5x3 11 1.5x3 I 14x6 =
3x6 = 1.5x3 11
1 2 3 4 5 6 7 8 9 10
11 12
21
22 1
20 19 18 17 16 15
1
14 13
5x6 = 4x10 = 4x10 = 3x6 FP= 4x4 = 4x4 =
3x6 = 3x6
6-5-14
I 2-3-14 3-2-10 10-11-10 11-11-8 14-1-12 17-9-2
19-11-12
2— 3-14 0-10-1 7-9-0 0-11-14 2-2 4 3-7-6
2-2-10
The end blocks may be removed from both ends of the truss.
Carefully cut through lumber and plates. Remaining members
must be undamaged and plates fully imbedded.
Bearings at joints 13 and 20 may be in hangers.
No truss repair required.
Plate Offsets (X,Y) 15.0-1-6 Edgel 16 0-1-8 Etl e
LOADING (pa')
SPACING 2-0-0
CSI
DEFL in (loc) 1/deft L,'d
PLATES
GRIP
TOLL 40.0
Plates Increase 1.00
TC 0.90
Vert(LL) -0.19 16-18 >899 480
MT20
197/144
TCDL 10.0
Lumber Increase 1.00
BC 0.73
Vert(TL) -0.34 16-18 >506 240
BOLL 0.0
Rep Stress Inc' YES
WB 0.74
Horz(TL) 0.01 14 n/a nia
BCDL 10.0
Code IBC2039/TP12007
(Matrix)
Weght 78 lb
FT = 0%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS (Ibls¢e)20=629/0-3-6 (min. 0-1-8),13=-200/0-3-6 (req. -0-0-1), 19=2006/0-5-8 (req. -0-0-1), 14=1179/0-5-8 (req. -0-0-1)
Max Uplift 20=749(LC 5), 13=275UC 5)
Max Grav 13=5(LC 4).19=2008(LC 2), 14=1180(LC 3)
FORCES (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2_3=0/2377,34=0/2398,41-5=100210 5-6=-100210, 6-7=1002/0, 7-8=-1374/0, 8-9=1374/ffi, 9-10=-1374/0, 10-11=01574
BOT CHORD 19-20=-1164/0,18-19=-408/0, 17-18=D/1486.16-17=0/1486,15-16=0/1374,14-15=0/816,13-14=574/0
WEBS 11 -14= -572/0,2 -20=0/1405,2-19=156910,10-14=-1503/0,4-19=-2174/0,10-15=0!796, 4-18=0/1498,7-18=-526/0,11-13=0/641,9-15=396/0
NOTES (9)
1) Unbalanced floor live loads have been considered for this design.
2) Attach ribbon block to truss with 3-10d nails applied to flat face.
3 WARNING: Required bearing size atjoint(s) 13, 19, 14 greater than input bearing size.
4) Provide mechanical connection (by others) of truss to bearing plate capable of vnthetanding 1001b uplift at joint(,) except (jt -lb) 20=749, 13=275.
5)This truss Is designed in accordance with the 2009 International Building Cade section 2306.1 and referenced standard ANSVTPI 1.
6) "Semi-rigid pitchbreales including heels" Member end fixity model was used in the analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Dd (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
8) CAUTION, Do not erect truss backwards.
9) This repair has been prepared based on information and use conditions supplied by client. Designer has made a good faith effort to outline damage and repair conditions as reported by client
When actual field conditions do not approximate those indicated on this drawing, client shall immediately inform the engineer and refrain from applying the repair,
LOAD CASE(S) Standard
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No 43029
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This truss is to be fabricated per ANSIi quality requirements. Plates shall be of sire and type shown and centered at join[, unless otherwise noted. This design is based upon parameters shown, and is form individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design
informenon on this sheet for conformance with conditions and requirements of the speciic building and govemmg code, and udinanres. Building Designer accepts responsibility for the comecmess or accuracy of the design
information as it may relate to a specific building Ceruficahon is valid only when truss is fabricated by a UFPcompany. Bracing ,hown is for lateral support of w,s members only and does not replace ucchon and
permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, dclivcry, erection and bracing available from SBCA and Truss plate Institute.
Job Truss Truss Type Oty Ply Vizentin/Newsome
14042962JF2-REP 2F03 Floor 4 1 0006
Universal Forest Products
Job Reference a tion.,
Jul
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0-1-8
1 1-6-14 2 3x4 = 3 3x4 II
Scale: 1.5"=1
6
w1 w1 4
N
5
See note 2 4
2 11
24^
3x6 =
1-0.4 1
3-7-12
1-0-4 2-7-8
Repair for 3 1/2" stubbed from the left end of the floor truss.
Cut and fit tight 2 new 2x4 SPF No.2 end verticals and attach 3/4" Plywood or
OSB (23/32" APA Rated Sheathing Exposure 1)as shown to each face of truss
with 10d (.131in, x 3in.) nails 4" oc in all members.
LOADING (psf) SPACING 2-0-0 CSI DEFL j in (lac) VtL/d PLATES GRIP
TOLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 5 " 480 MT20 197/144
TC OIL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.07 4-5 >626 240
BCLL 0.) Rep Stress lncr YES WB 0.05 Hom(TL) 0.00 4 n/a N.
BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 161b FT=O%F,0%E
LUMBER BRACING
TCP CHORD 2x4 SPF No.2(Bat) TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(Bat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(Bat)
REACTIONS (,b/s¢e) 5=198/0-2-0, 4=204/Mechancal
FORCES (,b) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES (7)
1) Attach ribbon block to truss with 3-10d nails applied to Bat face.
2) Truss may be installed with 2" of bearing at joint 5
3) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
4) "Sem4rlgld ptchbreaks including heels" Member end fixity model was used in the analysisand design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-104 (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Donot erect truss backwards.
7) This repair hasbeen prepared based on information and use conditions supplied by client. Designer has made a good faith effort to outline damage and repair conditions as reported by client. When actual field ccndtions do not approximate those
indicated on this drawing, client shall immediately inform the engineer and refrain from applying the repair.
LOAD CASE(S) Standard
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CIVIL
No 43029
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This puss is to be fabricated per ANSIfrPI quality requirements. Plates shall be of sire and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual
building component tothe installed and loaded vertically. Appbcability of design parameters and proper mcorporation of component is responsibility of the Bwlding Designer. Building Designer shall verify all design
information on this sheet for conformance with conditions and requirements of the specific budding and guveming codes and ordmances. Building Designer epts ... psi .'bibty for the correctness or accuracy of the design
information as it may relate to a specific building Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support f truss members only and does not replan erection and
permanent bmerng Refer to Budding Component Safety Information (BCSI) for g ... rat guidance regarding storage, delivery, a ection and bracing available from SBCA and'I'russ Plate I—itotc _
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