Report (35) ..4400
Milek6
MiTek USA, Inc.
250 Klug Circle
Corona,CA 92880
951-245-9525
Re: DR_HORTON_PLAN_3709_B
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Ariel Truss Co..
Pages or sheets covered by this seal: K3396196 thru K3396197
My license renewal date for the state of Oregon is December 31, 2017.
P R OFFS
ENG1NFF"9 s("2
a�
89200PE
L OREGON e
ts
<0 :9 k 14,21 21-
MFRRIL�- to
P es:'
July 5,2017
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/I-PI-1, Chapter 2.
-b Truss
,Truss Type
Qty Ply l
'DR_HORTON_PLAN 3709BA1FAUE ATTIC 1 1 K3396t86
.........__ _....._._... ... .._....._ .._. _:JobFieference
loptiorlal) _...- i
Mel Truss Co..Inc, Vancouver,WA
7.640 s Sep 29 2015 MITek Industries,Inc. Wed Jul 05 12:37:16 2017 Page 1
ID:ZYNHaZv8VCXIRc9iEQe IzzukDG-NRkIHoXePbOAGOKTAPd0 hngrfss_67H7PJxHgz75oX
i-t-O-o,__....._.. 3-7-11... 14-7•12
4.7.11 .--..7.4.4.......7.10.4 958 . 11-0.0 ;-._.;_-.. 17.4-5_.... ,18-45:_.. 22-0-0
1-0-0' 3-7-11 1-0-0 2.8.9 0-6-0 1-7.2 1.6.10 1410 1-7.2 0.6.0 2-8-9 1-0-0 3.7-11 x21.0-0,
1 ao
4x6-,. Scale:114"=1'
4x9% F
4x9-,...."-
..-1,1,1.-...
6x6 3 // �,`
6.00 12 j ,01 O 6x6
R D0 1.5x4 ♦li S
0 1.5x4 �� /� / . d; \
_ �\ 1.5x4 i
C • i I
aA. ®�� ;Q
4x4 M P .__. L ® K 'd
Oxy - 469 4x4
3x12 MT2OHS-- 4x9 -
4x9
3-711 ._. 7-4-4 _- 7-10.4_... . _... 141-12_. 1845.___. 22-0:0
3-7-11 ._ ._ 349
__ Ob-0 _ 6-3.8 4-2-9 _. 34-11
PIatQ Offsets_3/.):7 _[a.0-t 11 EAge] [J.0 1-11 Edgel!L 0.] 13 0.2 Ol 1N:0-1 12.0-2-01._ -..___
-
(psf) -::_ _ --.-
LOADINGTCLL
25.0 + SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl LidPLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.19 J-L >999 240 MT20
TCDL 7.0 + • Lumber DOL 1.15 BC 0.60 Vert(CT) 0.39 J-L )658 180 220/195
MT2OHS 165/146
BCLL 0,0 i Rep Stress Inc, NO WB 0.63 Horz(CT) 0.06 J n/a n/a
Code IRC2015/TP12014 (Matrix) Attic -0.12 L-N 682 360 Weight:107 lb FT=20%
SCOL .10.0 +
LUMBER- BRACING-
TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathingdirectlyapplied
BOT CHORD 2X4 DF No.1&Btr G BOT CHORD RI id ceilinga icrora 3 3-5 oc purlins.
WEBS 2X4 DF Std G directly pelted or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
•
REACTIONS. (lb/size) B=1222/0-5-8,J=1167/0-5-8 Installation guide.
Max Horz B=-84(LC 12)
Max Uplift6=-42(LC 14),J=-42(LC 14)
Max Gray B=1224(LC 23),J=1224(LC 24)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-Q=-2152/83,C-Q=-2066/97,C-R=1893172,D-R=-1824/74,D-E=-1503/113,E-F=0/451,
F-G=0/451,G-H=-1503/113,H-S=1824/74,I-S=-1893/72,1-7=-2066/97,J-T=-2152/83
SOT CHORD B-N=-24/1930,M-N=0/1608,M-P=0/1608,L-P=0/1608,J-L=-3411876
WEBS E-0=-2101/60,G-0=-2101/60,D-N=0/710,H-L=0/710,C-N=-443/96,I-L=-443/96
NOTES-
1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.il;
Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-0-0,Exterior(2)11-0.0 to 14-3-8 zone;
cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,\��Ep P R OFFS
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��' v..- [N��9(-On
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated. :9200PE 9r
fi)This truss has been designed for 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) ip
Bottom chord live load(40.0 pat)and additional bottom chord dead load(10.0 psf)applied only to room.L-N «^ -
9)A plate rating reduction of 20%has been applied for the green lumber members. •
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J. �G OREGON D< .,
11)A+following a basic load indicates that the load has been modified in one or more load cases. i0v...11_,r1 2) ��
12)Load case(s)1,2,3,4,5,8,9,12,13,16,17,18,19,20,21,22,23,24,25,26 has/have been modified.Building designer must review Q�
loads to verify that they are correct for the intended use of this truss. MFR R ILL Q>
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)101 lb down and 12 lb up at
11-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
15)QTTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. EXPIRES:
Contion page Z
July 5,2017
f man
a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE*517473 rev.10103/2015 BEFORE USE.
IU
Design valid for use only with MiTel�connectors.This design is based only upon parameters shorn,and+for an individual building component,not
s truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated 4 to prevent budding of individual truss web and/or chord members ony.Additional temporary end permanent bracing p,@;�Q�(�
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarceng the ryNg i
fabrication,storage,delivery,erection end bracing of trusses and truss systems,see ANSITP11 QualityCriteda,DSB-88 and SCSI Building Component
' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 250 Klug Circle
.._.. ....._..... ._....- Carona,CA 02880
Job Truss Truss Type ICKY
K339616.
0R HORTON_PLAN_3709_BA1FAUE ATTIC 1 1
._._._ .._...__ __ ..
-Job Reference{optional)
Ariel Truss Co.,Inc, Vancouver,WA 7.840 a Sap 29 2015 Mi7ek Industries,Inc. Wed Jul 0512:37:18 2017 Page 2
ID.ZYNHaZvBvCXIRc9iEQe izzukDG-NRkIHoXePbOAGOKTAPdO_hngABs_6?H?PJxHgz?SoX
NOTES-
16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard Except
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pit)
Vert:B-N=-23,L-N=-43,J-L=-23,A-F=-75,F-K=-66
Concentrated Loads(Ib)
Vert:P=-63(F)
2)Dead+0.75 Snow(balanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:B-N=-23,L-N=-103,J-L=-23,A-F=-54,F-K=-54
Concentrated Loads(Ib)
Vert:Pe-98(F)
3)Dead+0.75 Snow(Unbal.Left)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pit)
Vert:B-N=-23,L-N=103,J-L=-23,A-R=-54,F-R=-73,F-K=28
Concentrated Loads(Ib)
Vert:P=98(F)
4)Dead+0.75 Snow(Unbal.Right)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:B-N=-23,L-N=-103,J-L=-23,A-F=-28,F-S=-73,K-S=-54
Concentrated Loads(Ib)
Vert:P=-98(F)
5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:B-J=-43,A-F=-16,F-K=-16
Concentrated Loads(Ib)
Vert:P=-40(F)
8)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber increase=1.60,Plate Increase=1,60
Uniform Loads(plf)
Vert:B-N=-23,L-N=-43,J-L=-23,A-B=-8,B-F=-29,F-J--29,J-K=-24
Horz:A-B=-8,B-F=13,F-J=-13,J-K=8
Concentrated Loads(Ib)
Vert:P=-35(F)
9)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:B-N=-23,L-N=-43,J-L=-23,A-B=-24,B-F.-29,F-J=-29,J-K=-8
Horz:A-B=6,B-F=13,F-J=-13,J-K=8
Concentrated Loads(Ib)
Vert:P=-35(F)
12)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:B-N=-23,L-N=-43,J-L=-23,A-B=-18,B-F=-22,F-J=8,J-K.-4
Horz:A-B=1,B-F=6,F-J=8,J-K=13
Concentrated Loads(Ib)
Vert:P=-30(F)
13)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pit)
Vert:B-N-23,L-N=-43,J-L=-23,A-B=-4,B-F=-8,F-J=-22,J-K=-18
Horz:A-B=-13,B-F=-8,F-J=-6,J-K=-1
Concentrated Loads(Ib)
Vert:P=-30(F)
16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pit)
Vert:B-N=-23,L-N=-43,J-L -23,A-8=-13,B-F=-17,F-J=-17,J-K=-13
Horz:A-B=-4,B-F=1,F-J=1,J-K=4
Concentrated Loads(lb)
Vert P=-29(F)
17)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert B-N=-23,L-N=-43,J-L=-23,A-B=-13,B-F=-17,F-J=-17,J-K=13
Horz:A-B=4,B-F=1,F-J=-1,J-K=4
Concentrated Loads(Ib)
Vert:P=-29(F)
18)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Ven:B-N=23,L-N=-43,J-L=-23,A-B=-66,B-F=-16,F-J=-16,J-K=66
Concentrated Loads(lb)
Vert:P=-25(F)
19)Dead+Attic Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:B-N=-23,L-N=-123,J-Le-23,A-F=-16,F-K=-16
Concentrated Loads(Ib)
Vert P=-65(F)
Continued on page 3
a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 991.7473 raw.1W03r2015 BEFORE USE.
•
Design valid for use only with MiTekb connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overst ��®
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury end progeny damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSt Building Component 250 Krug Circle
I
Safety Information sealable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
1111/1111.
Job Truss Truss Type Qty 'Ply
DR HORTON_PLAN_3709_BAIFAUE ATTIC i1 1i K3398196
..__......... .._..___ ..........._ ....1._.... .-_._._.. ____ -_....I .'_. .Job Reference(optlonel).. _.._._.. ..... .. ':
Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Jul 05 12:37:16 2017 Page 3
IO:YNHaZv8vCXIRc9iE0e_IzzukDGNRkIHoXePbOAGDKTAPd0 hngrf8s_6?H?PJxHgz?5oX
LOAD CASE(S)
20)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.1 S
Uniform Loads(plt)
Vert:B-N=23,L-N=43,J-L=-23,A-R=-66,F-R=-92,F-K=-31
Concentrated Loads(lb)
Vert:P=-63(F)
21)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(Of)
Vert:B-N=-23,L-N=-43,J-L=-23,A-F=-31,F-S=-92,K-S=-66
Concentrated Loads(Ib)
Vert:P=63(F)
22)Dead:Lumber Increase=1.00,Plate Increase»1.00
Uniform Loads(off)
Vert:B-N=-23,L-N=-123,J-L=-23,A-F=-16,F-K=-16
Concentrated Loads(Ib)
Vert:P=-85(F)
23)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:B-N=-23,L-N=-103,J-L=23,A-B=-55,B-F=-58,F-J=-48,J-K=-44
Horz:A-B=1,B-F=4,F-J=6,J-K=10
Concentrated Loads(Ib)
Vert:P=101(F)
24)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pit)
Vert:B-N=23,L-N=-103,J-L=-23,A-B=-44,B-F=-48,F-J=-58,J-K=-55
Horz:A-8=10,B-F=-6,F-J=-4,J-K=-1
Concentrated Loads(lb)
Vert:P=-101(F)
25)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(Of)
Vert:B-N=-23,L-N=-103,J-L=-23,A-B=-51,B-F=-54,F-J=-54,J-K=-51
Horz:A-B=-3,B-F=1,F-J=-1,J-K=3
Concentrated Loads(Ib)
Vert:P=100(F)
26)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:B-N=23,L-N=-103,J-L=-23,A-B=-51,B-F=-54,F-J=-54,J-K=-51
Horz:A-B=-3,B-F=1,F-J=-1,J-K=3
Concentrated Loads(Ib)
Vert P=-100(F)
A WARNING-Verify design perimeters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII-7473 rev.10/034015 BEFORE USE.
Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
•
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addxlonal temporary and permanent bracing M8 ak
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V 1 R
•
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,056.89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 82060
Job ;Truss I Truss Type 'qty Ply
•
K3396197:
.DR_HORTON PLAN_3709_BA1FAUW !ATTIC 11 1
JQb Reference(optionall.. ......_.._
Ariel Truss Co..Inc. Vancouver,WA 7.640 s Sep 29 2015 Mi rek Industries,Inc. Wed Jul 05 12:37:16 2017 Page 1
ID:ZYNHaZve,vCX18c91E0e_IzzukCIG-NRkIHoXepbOAGDKTAPd0 hngUf9U_7eH7PJxHgz75oX
14-7-12
_1-0- _-_...._._.3-7-11 ;70.101:_._ 24-4.. ...- ,10.4...9-6-4. .-11.0.0 ,.12.6-_10 , 14-1.12 I ......_._17.45 ._.,16-4-5- .._....... 22.0.023-O-Q.,
1-7-2 1.6-10 - 1-6-10 1-7.2 0.8-0 2-8-9 -1-0-0 3-7-11 1.0.0
4x6 '' Scale:V4-=1'
4x9% F 4x9
6x6 % �!'-.'
E ...,! 0 6x6
6.00 02 _.._.. -P-
_...._
Q D / 1.5x4 ! R
of 1.5x4 • I
d C I
P S
C:'
M L O K
n
3x4 -' 4x4 -.
4x9°- 3x12 MT2OHS.=. 4x9 -` 4x9-,
479--.
_3:7-11 7-4.4 . 7.10+1._..._ .14-1-12___.__ .. 18.4-5 •.___.__ _ _....22-DA..._.,- ...,
_3-7,11. ._.. .3469 9,64 .._- 6,3 B __ 4-2.9_ .__ 3-7-11
Plate_Offsets IX,V) jL q-0rO Edgej,_(M 0-2 4,D-2-41
LOADING(psf) SPACING- 1-5-4 CSI. DEFL. in (lx:) I/defl Lid PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.27 I-K >961 240 ' MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 VertCT -0.54 I-K >482 180 MT2OHS 165/146
TCLL 7.0 Rep Stress Ina NO WB 0.52 Horz(CT) 0.04 I n/a n/a
BCLL 0.0
BCDL__ 10,0 ! Code IRC2015/TPI2014 (Matrix) Attic -0.16 K-M 491 360 1 Weight:102 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2X4 DE No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X4 DF Std G
REACTIONS. (lb/size) B=837/0.5-8,1=837/0-5-8
Max Horz B=-61(LC 12)
Max Gray 8=900(LC 23),1=900(LC 24)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD B-P=-1636/0,C-P=-1569/0,C-Q=-1468/0,D-Q=-1418/0,D-E=-1174/17,E-F=01526,
F-G=0/522,G-H=-1192/19,H-R=-1384/0,R-S=-1407/0,I-S=-1483/0
BOT CHORD B-M=0/1454,L-M=0/1256,L-0=0/1256,K-0=0/1256,I-K=0/1256
WEBS E-N=-1843113,G-N=-1843/13,D-M=0/512,H-K=0/387,C-M=-294158
NOTES-
1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=458;L=24ft;eave=4ft;Cat II;
Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-01011-0-0,Exterior(2)11-0-0 to 14-3-8 zone;
cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.80 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been consideredfmifor this design � � P R Fc
4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs D 0
non-concurrent with other live loads. C ANGl N1k.S'S/�
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. L ,9 2'Y
7)`This truss has been designed for a live load of 2O.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will 89200P E 1--
fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).D-E,G-H,E-N,G-N; Wall dead load(5.Opsf)on member(s).D-M,H-K
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.K-M �//
10)A plate rating reduction of 20%has been applied for the green lumber members. �% -
icr
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)101 lb down and 12 lb up at '94. 4 OREGON bs A.iv
11-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. i0 -44/ i 4 2()� -}
13)Attic room checked for L/360 deflection. ,t Q�
14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "r'7E-6'R I`` t
LOAD CASE(S) Standard
EXPIRES: 12/31/2017
Continued on page 2 July 52017
,A WARNING-Verify design penmen's and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev.101W13015 BEFORE USE !
Design valid for use only with MTek®connectors.This design is based only upon parameters shovel,and is for an individual building component,not !
a truss system-Before use,the building designer must verify the apptcability of design parameters and properly incorporate this design into the overall I pp
building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M i IT
e k-
is always required for stability and to prevent collapse with possible personal injury and property damage. Fix general guidance regarding the
: fabrication storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCai Building Component ! 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. 1 Corona,CA 92980
1/111
Job Truss Truss Type Qty Ply
j K3396197
•
DR NORTON PLAN_3709 BAIFAUW ,'ATTIC 1 1
T_. i.--._. i. __._ Job Reference(optional)_
Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Jul 05 12:37:18 2017 Page 2
ID:ZYNHaZv8vCXIRc9iEQe IuukDG-NRKIHoXePbOAGDKTAPdO hngUf9UJeH?PJxHgz?5oX
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(p)f)
Vert:B-M=-14,K-M=-29,I-K=-14,A-D=-46,D.E.-53,E-F=-46,F-G=-46,G-H=-53,H-J=-46,E-G=-7
Drag:D-M=-7,H-K=-7
Concentrated Loads(Ib)
Vert:0=-63(F)
A WARNING-Verify design parameters sad READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev.fMe3/2015 BEFORE USE
f
Design valid for use only with MITektb connectors.This design is based only upon parameters shown,and is for an individual building component,not -
a Wss system.Before use,Me budding designer must verily the applicabitiy of design parameters and property incorporate this design into the overall
building design.grating indinated Is to prevent buckling of individual truss web amt/ar chord members only.Adtlitional temporary and permanent broeing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCs1 Building Component i 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Corona,CA 92880
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