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Job Truss Truss Type Qty Ply Lennar! 014-E3 Washbum,19180 Indora Trail,
03321-A01 T08 Hip 1 1 113397479
Job Reference o tional
Lumber Specialties,Dyersvitle,IA-52040, Run:8.41 S May 22 2020 Print:8.410 S May 22 2020 MiTek Industries,Inc.Wed Aug O5 09:13:51 Page:1
ID:rE7tRogHgV_I9UM9zuyIlRzGsh7-kwiikCUh3zL8136dXnVQZBM3QTazF_iqZ01 VzhyqxN
DAMAGE CONDITION:
PLATE AT J14 IS RIPPED APART ��� 30"EACH SIDE
TOP CHORD IS BROKE JUST RIGHT OF J7. OF BREAK
BREAK
PLACE TRUSS BACK TOGETHER AND
ADD OSB AS SHOWN.
sxs n ax4= 4x4= a n
� 4 5 28 6 $ MT18HS 5xe =
6�?
v
2x4 a 4x6 e
�� 9
4� Dc6 n
26 � - -
co 2 0
�= 1 4 0
0 13 1 11
18 32 33 17 34 16 153 n 4x4=
5x6= 4x4= 6x8= 6x8=
2�_0 gX�y� MT18HS Sx8 =
6X12 a
� ATTACH(15/32"OSB)GUSSET(APA RATED SHEATHING 32/16 EXP 1) 4,27 L
TO EACH FACE OF TRUSS WITH 10d(0.131"x 3.0")NAILS DRIVEN THROUGH
BOTH SHEETS AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE:
2x3's AND 2x4's-2 ROWS,SPACED 4"o.c.NAILS TO BE DRIVEN FROM BOTH
FACES. STAGGER NAIL SPACING FROM FRONT
TO BACK FACE FOR A NET 2"o.c.SPACING IN THE MAIN MEMBER.
8-103 15-10-2 24-5-3 30-0-4 36-0-8 41-8-0 43-5-13
Scale=t:82 � 8-10-3 � 6-11-15 8-7-1 5-7-1 6-0-4 5-7-8 1-9-13
Plate Offsets(X,Y): [2:Edge,0-1-4],[8:0�3-0,0-3-0],[10:0-1-1,Edge],[12:0-5-0,03-4],[14:0-4-8,0-3-4],[15:Edge,0-2-8],(16:0-1-8,0-3-0]
Loading (ps� Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL(roofj 35.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.46 16-17 >999 240 MT20 197/144
TCDL 1U.� �umber DOl 1.15 BC 0.91 Vert(TL) -0.96 16-17 >548 180 MT18HS 197/144
BCLL 0.0' Rep Stress Incr YES WB 0.83 Horiz(TL) 0.36 10 n/a n/a
BCDL 10.0 Code MNSRC2015/ Matrix-MSH Weight:209 Ib FT=12%
TPI2007
LUMBER WEBS 3-18=-470/140,4-18=-24/594,4-17=-2/1038, 11)Bearing atjoint(s)10 considers parallel to grain value
TOP CHORD 2x4 DF-N 2400F 2.OE'Except`4-8:2x4 DF-N 5-17=-850/100,5-16=-63/298,6-16=-481/87, using ANSIlTPI 1 angle to grain formula. Building
1800F 1.6E or 2x4 SP 1650F 1.SE 14-16=013641,6-14=-482134,8-14=-33it337, designer should verify capacity of bearing surface.
BOT CHORD 2x4 DF-N 2400F 2.OE*ExcepC 15-7:2x3 SPF 9-13=-814/143,9-12=0/1978,8-13=-51/1196 12)Graphical purlin representation does not depict the size
1650F 1.SE,12-102x6 SP 2400F 2.OE, NOTES or the orientation of the purlin along the top and/or
10-19:2x8 SP M 23,17-15:2x4 DF-N 1800F 1) Unbalanced roof live loads have been considered for bottom chord.
1.6E or 2x4 SP 1650F 1.5E this design. LOAD CASE(S) Standard
WEBS 2x3 SPF 1650F 1.5E 2) Wind:ASCE 7-10;VuIt=115mph(3-second gust)V
WEDGE Left:2x4 SP No.3 (IRC2012)=91mph;TCDL=6.Opsf;BCDL=6.Opsf;h=20ft;
BRACING B=45ft;L=44ft;eave=5ft;Cat.II;Exp B;Enclosed;
TOP CHORD Structural wood sheathing directly applied, MWFRS(directional)and C-C Exterior(2)-1-9-8 to
except 2-7-5,Interior(1)2-7-5 to 13-3-2,Exterior(2)13-3-2 to
2-0-0 oc purlins(3-23 max.):4-8. 19-5-13,Interior(1)19-5-13 to 30-8-14,Exterior(2)
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 30-8-14 to 36-11-9,Interior(1)36-11-9 to 45-9-8 zone;
bracing. cantilever left and right exposed;end vertical left and
WEBS 1 Row at midpt 5-16,6-14 right exposed;C-C for members and forces&MWFRS
REACTIONS (size) 2=0-5-8,10=0-5-8 for reactions shown;Lumber DOL=1.60 plate grip
Max Horiz 2=112(LC 11) DOL=1.60
Max Grav 2=2581(LC 1),10=2581(LC 1) 3) Provide adequate drainage to prevent water ponding.
FORCES (Ib)-Maximum Compression/Maximum 4) All plates are MT20 plates unless otherwise indicated.
Tension 5) The solid section of the plate is required to be placed
TOP CHORD 1-2=0172,2-26=-4474/166,3-26=-4240/197, over the splice line at joint(s)17,8.
3-27=-4168�183,4-27=-4152/218, 6) Plate(s)at joint(s)4,2,15,7,14,12,18,3,5,16,6,13,
4-5=-3626/205,5-28=3950/212, 9,10 and 10 checked for a plus or minus 5 degree
6-28=-3950/212,6-29=3806/216, rotation about its center.
7-29=3806/216,7-8=-3814/213, �) Plate(s)at joint(s)17 checked for a plus or minus 2
degree rotation about its center.
8-30=-4956/242,9-30=-51021209, PROFESSIONAL ENGINEER
9-31=-7305/183,10-31=-7359/162, $) P�ate(s)at joint(s)8 checked for a plus or minus 3 I hereby certify that this plan,specification,or
10-11=0/72 degree rotation about its center. �gpp�y,�¢t6p8Ced by mB Of unda�itly dllect
BOT CHORD 2-18=-90/3866,18-32=-2/3308, 9) This truss has been designed for a 10.0 psf bottom supeNision and ihet 1 sm a duly L�ensed
32-33=-2/3308,1733=-2/3308, chord live load nonconcurrent with any other live loads. pfof9Ssbnal Ehgin98f und9fthB IBws Of the
17-34=-19/3871,34-35=-19/3871, 10)'This truss has been designed for a live load of 20.Opsf $tate of Minnesota.
16-35=-19/3871,15-16=-12/339,14-15=0/88, on the bottom chord in all areas where a rectangle te . Ken d
7-14=-502/64,14-36=-21/3669, 3-06-00 tall by 2-00-00 wide will fit between the bottom �t N @=•
36-37=-21/3669,13-37=-21/3669, chord and any other members,with BCDL=10.Opsf. �g tuie:
12-13=-133/4904,10-12=-102/6591
Dete License# 50924
August 5,2020
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A WARNING-Verify design paremeters and READ NOTES ON THIS AND INCLUDED REfERENCE PAGE BEFORE USE. ��
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the /LQHj$$�,`
erecroc Additional permanent bracing of the overall strucNre is the responsibiliry of the building designer.For general guidance regarding s�$`.=��g$
fabrication,quality wntrol,storage,delivery,erection and bracing,consult ANSIlfPl1 Quality Criteria,DSB-89 and BCSI Building Component _���
Safety Informatlon available from Truss Plate Institute,218 N.Lee St.,Ste.312,Alexandna,VA 22314. �� ��`�`