Plans (58) m 57 Aei6_ ov ys o 54 6cef-
hone: 360.574.7333 '®
® 616 NW 139TH STREET
ax; 360.574.7334 VANCOUVER WA 98685
ARIEL TRUSS
SAVINGS QUALITY SERVICE
JULY 5, 2017
To whom it may concern,
Regarding Heritage Crossing Lot 14 for DR Horton(our Job#081-17)and the concerns with cutting an
FAU truss, there should be no problem removing the indicated web.
If the roofing material can be braced against the upper level wall, the on center spacing of the next truss
in line should be adequate to support the lower roof even is the FAU truss against the wall is removed.
Therefore, it is our view that the truss may be treated as non-structural.
In the event that the wall may not be used for bracing, the design has been successfully reanalyzed to
test that the truss away from the wall can support the additional material without the truss against the wall.
Again, the truss against the wall may be treated as non-structural. See truss engineering for Al FAUE.
If, in the view of the inspector, the truss against the wall must be treated as structural, the truss against
the wail has been successfully reanalyzed with a diminished load showing that it may be used without the
diagonal web with an on center spacing up to 1-05-04. See truss engineering for Al FAUW.
Regards,
Keith J.Schnelle
Ariel Truss Co., Inc.
MiTek°
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.
G'�� NG NE �si0
`t" 89200PE
4. OREGON I,‘
�
<0 q 1' 14
MERRILY- 6
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 TPI-1, Chapter 2.
b ;Truss 1Truss T ,..
type IQIy PIY f._._.__ -
, !DR_-IORTON_PLAN 3709 ttA1FAUE ;ATTIC i1 1 1 K3396196
Mei Truss Co.,Inc, Vancouver.WA .._._......._ _._ _ ,lobRefcyence 1PRtlalla8 i
7.640 s Sep 29 2015 MITek Industries,Inc. Wed Jut 05 12:37:16 2017 Page 1
•
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14-7-12
,1-0t".+ J-7:11 _...__ 171.1{_..__.7-44 7.1D4_96:8 1ff.0.. 12.610..__141.12 , _t 17-4..6
3-7.11 1-0-0 2.8-9 .....18,5. 3-x41_ ....__.21.00
P8-0 i-7.2 1 d.10 1.6.10 1-7-2 0.1«0 2-8-9 �1-0.0 X7.11 1-h0
4X6 :.
Scale'.114'tiY
:;Tl.5x4
48,
J j
ai i 1.5x4 i
u1,� C/ j I l
i
i i . H
4 B/// I i T
a i, a-
A met a_�_.... i �iq
J
444 : N M P ....
4x9 4x9 ._ 4x4 :=
3x12 MT2OHS:,.- 4x9
44-
37711. 7.4,4- .7494. .._... ....14:1-12 18-4.5
34-11_ 3�,9. .041-0 8.3.41 .. -- 1
.PJateOffssts( ), .jt D-1 11_iEdgeilal 1 11EdON Il0-J 12.0 DLIN,D112,0.2•Dj 429 3-711
LOADING(psf} ... _. _:.. ..__.__ __ _.. -.,..--
SPACING- 2-0-0
TCLL 25.0 +
Plate Grip DOL 1.15 TCI 0.96 i Ve t(LL) -0.19 (IJ-L >999 240 PLATES GRIP
(Roof Srtow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT} -0.39 J-t. >858 180
MT20 220/195
7CDL 7.0 + MT2OHS 165/146
BCLL 0,0 • Rep Stress I0cr NO WB 0.83 Horz(CT) 0.06 J n/a n/a
BCDL____....._ JD.Q.+.. Code IRC2015/fP12010 (Matrix) Attic 0.12 L-N 682 360 Weight:107 ib FT=20°h
•
LUMBER- BRACING-
TOP CHORD 2X4 DF No,1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins.
BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2X4 OF Std G
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection.in accordance with Stabilizer
In ..a guIde.
REACTIONS. (lb/size) B=1222/0.5-8,J=1167/0-5-8
. ..._-
Max Hoa B=-84(LC 12)
Max UpllftB=•42(LC 14),J=-42(LC 14)
Max Grey B=1224(LC 23),J=1224(LC 24)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-Q=-2152/83,C-Q=-2068/97,C-R=-1893,72,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-5=-1893/72,1-1=-2066/97,J-T=-2152/83
BOT CHORD 8-N=24/1930,M-N=0/1808,M-P=0/1808,L-P=0/1608,J-L=-34/1878
WEBS E-0=-2101/80,G-0-2101/60,D-N=W710,H-L=0,710,C-N=-443/98,I-L=443,96
NOTES-
1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24tt;eave=41t;Cat.II;
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 end 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 �(1�ED PR"r
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 25.0txpsf on overhangs � 04 I N�F,9 �'��
non-concurrent with other live loads. 2
5)All plates are M120 plates unless otherwise Indicated. :9200 P E. 9f"
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.Opsf 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)Bottom chord live load(40.0 pat)and additional bottom chord dead load(10.0 psf)applied only to room.L-N • et-
9)A plate rating reduction of 20%has been spplled for the green lumber members. • /, 4
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J. 3'G ,�OREG ON bc
11)A+following a basic load indicates that the load has been modified in one or more load cases. �O '9)- 14 2.v
'ei P.r
12)Load case(s)1,2,3,4,5,8,9,12,13,18,17,18,19,20,21,22,23,24,25.26 has/have been modified.Building designer must review
loads to verify that they are correct for the intended use of this truss. SFR A I LL
13)"Semi-rigid pitchbreeka 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 devioe(s)is the responsibility of others.
Clo/tti acct SPACE HOWN IS DESIGNED AS UNINHABITABLE. 5,2
EXPIRES: 1/9017
n page July 5,2017
; A WARA6NG•Verify design pereinefers and READ NOTES ON ries AND INCLUDED SVEN REFERENCE PAGE beb7e73 rev-maims iseeoRE use
Design valid for use orgy with MiTek 9 connectors.This deal is bated onlyi
a huts system.Batons use,the buildingd upoesign parameters
*hewn,and K for In orpo ate t is building Ionto the overall
designer muni verify the applicability of design and properly Incorporate this design Into overall
building design. ereong indicated eta prevent budding of individual truss web and/or chord members ony.Additional temporary and permanent bracing i
Is always required for stability and to prevent collapse with possible personal Injury and property damage,Far general guidance regarding the i MiTek'
fabrication,
rica ion,storage delivery,erection and bracing of trusses and truss systems,sea ANSI/W11 Quality Crit ria,085-89 and SCSI Building Compone t ! 250 ,
My Information available Nom Truss Plate Institute,218 N Lae Street,Sudo 312 Alexandria,VA 22314, io+, C 92 1
..._........ Corona,CA 92880
;Job iTruss TnlsaTypeiaN PlY __._....._....._..__.,,. ,__..__..,._ _.....
DR NORTON PUW_3709_4A1FAUE }ATTIC1 I K33961 .
�1
Mel Truss Co.,Inc, Vancouver,WAcelpptionag
7.640 e Sap 29 2015 MiTek Industries,Inc. Wed Jul 0512:37.16 2017 Page b 2
IDIYNHaZv8vCXIRc9iEQe_IzzukOG-NRkIHoXePbOAGOKTAPd0 hngrf8c 878?PJxHg2775oX
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(pif)
Vert:8-N=-23,L-N=-43,J-L=-23,A-F=-75,
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(pif)
Vert:B-N=-23,L-N=-103,J-L=-23,A-F=-54,F-K=54
Concentrated Loads(Ib)
Vert:P=-98(F)
3)Dead+0.75 Snow(Unbal.Left)+0.75 Attic Floor:Lumber Increase=1.15,Prate Increase=1.15
Uniform Loads(pit)
Vert:B-N=-23,L-N=-103,J-L=-23,A-R=-54,F-R=-73,F-Kw-28
Concentrated Loads(lb)
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(pit)
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=-18,F-K=-16
Concentrated Loads(ib)
Vert:PF-40(F)
8)Dead+0.8 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pi!)
Veil:B-N.-23,L-N=43,J-L=23,A-B=-8,B-F=-29,F-J=29,J-K=-24
Hoa:A-B=-8,B-F=13,F-J=-13,J-K=8
Concentrated Loads(lb)
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(pit)
Vert:B-N=23,L-N=-43,J-L=-23,A-8=-24,B-F=29,F-J=-29,
Hoa:A-B=8,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(pif)
Veit B-N=-23,L-N=-43,J-L=-23,A-B.-18,B-F=-22,F-J.-8,J-K=-4
Hort: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:8-N=23,L-N=-43,J-L=-23,A-B=-4,B-Fe-B,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)let Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(Alf)
Vert:B-N=23,L-N=-43,J-L=-23,A-B=-13,B-F=-17,F-J=17,
Hoa:A-B.-4,B-Fel,F-J.-1,J-K=4
Concentrated Loads(Ib)
Vert P-29(F)
17)Dead+0.8 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1,60
Uniform Loads(pit)
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-Fol,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(pit)
Vert:B-N=23,L-N=-43,J-L=-23,A-B=-86,B-F=-16,F-J=18,J-K=-66
Concentrated Loads(Ib)
Vert P=25(F)
19)Dead+Attic Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pH)
Vert:B-N=-23,L-N=-123,J-L=-23,A-F=-16,F-K.-16
Concentrated Loads(Ib)
Veit P=-85(F)
Continued on page 3
' WARNIt4G-Verify design paramersn and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 101/.7473 rev.Iar07/2015 BEFORE USE J l
Design valid for use only with MiTek8 connectors.This design is based only upon parameters shown,and is br an Individual building component,not
a thus system.Before use,the budding designer must verify tie applicability of design parameters and propsry incorporate this design into the overall
building design.Bracing indicated is b prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing i 11 I ST®
Is always squired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,*maim and bracing of trusses and truss syslsm..see AN$YTPI1 Quality Criteria,Dea-e9 and BCsi Building Component 250 Slug Circle
Safely Information available from Truss Plate Institut*,218 N.Lea Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
rtl
Job Truss Truss Type ....__._. - ....... ........ IOty Py
K3396196.
:DR HORTON_PLAN 3709_BAIFAUE 1ATTIC 1 1
Job_Referenpe optano
Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MITek Industries,Inc. Wed Jul 05 12:37:18 2017 Page 3
IDZVNHaZvBvCXIRc91EQe_IzzukDG-NRkIHoXePbOAGDKTAPdO hngrf8s_67H?PJzHgz?5oX
LOAD CASE(S)
20)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.I 5
Uniform Loads(pH)
Vert:B-N=23,L-N=43,J-L=-23,A-R=-86,F-R=-92,F-K=-31
Concentrated Loads(Ib)
Vert:P=-63(F)
21)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pit)
Vert:B-N=-23,L-N=-43,J-L=-23,A-F=-31,FS=92,K-S=-66
Concentrated Loads(Ib)
Vert:P=-63(F)
22)Dead:Lumbar Increase=1.00,Plate increase=1.00
Uniform Loads(pit)
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(0.8 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pit)
Ver:B-N=-23,L-N=-103,J-L=-23,A-B=-55,B-F=-58,F-J=-48,J-K=-44
Hors:A-B=1,13-F=4,F-J=6,J-K=10
Concentrated Loads(Ib)
Vert:P=-101(F)
24)Deed+0.75 Snow(bat.)+0.75 Attic Floor+0.75(0.8 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
Hors:A-8=10,8-F=-6,F-J=-4,J-K=-1
Concentrated Loads(lb)
Vert:P=-1D1(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(pH)
Ver: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)
28)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.80,Plate Increase=1.60
Uniform Loads(pit)
Vert 8-N=23,L-N=-103,J-L=-23,A-B=-51,B-F=-54,F-J=54,J-K=-51
Hors:A-B=-3,B-F=1,FJ=-1,J-K=3
Concentrated Loads(lb)
Vert:P=-100(F)
44,WARNING-V.my Seslpn peramysra any READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE MII-74T rev.I0102/2015 BEFORE USE.•
Design valid for use only nth MITek®connecters.This design Is based only upon parameters shown,and is lot an individual building component,not
■truss system.Before use,the:out:g designer nwst verify da appbcabiky of design parameters and properlyincorporate tete design into ale overall
building design. eraclng IndIcated is a prevent buoktmg of syividuel trues web aM/w chord members ony Addklonal temporary and permanent bracing M✓s' ®tom'
i is always required tor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1YI R
/abrkation,storage delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,058-59 and BSI Building Component 250 Circle
8afity
Information available from Truss Plate Institute,215 N.Lee Street.Sista 312,Alexandria,VA 22314. ' Corona,CA 92050
4
Job ,Truss Truss Type QN. ...
.DR HORTON_PLAN_3709 BA1FAUW K3396187!
!ATTIC I1 1
_..._ JPb Reference Lopponall 1
Adel Truss Co.,Inc. Vancouver,WA
7.840 s Sep 20 2015 MRek Industries,Inc. Wed Jul 0512:37:16 2017 Page 1
IGIYNHalvevCXtRc9iEQe_IzzukOG-NRkIHoXePbOAGDKTAPdO hngUf9U 7eH7PJxFtgz75oX
14-7-12
'-'1......„,.....„,„..........„.„,....„...9--.9,,,..... _....-7-11... ..._,4.711.: .......7:44......_1-,10-4.. .._9:59.. .1.il•it-0_..12-9-10_..:..141.12 I ...17-4.5_ ,111-4-5_...
1.0-0 3.7.11 ...22-0-03.7-1 .__..._.. ?10.0.,
1-0-0 2-&9 d-6-a• 1.7.2 1-fi-10 1•b10 � 1.7.2 tl�-d 2-9-9 1-0.0 Y7-71 1.0.0 '
4x6 :' Scale:1/4=1'
4xfl F 4x9
6x6 i
E G 6x6
6.00`,12 yr__......_.
D 1.._....._.. H R
-- -,D1 1.5x4 I
1.5x4 Q
H
P1•• � . I S
B i
A "1_ ..__. _... . 1 •. i t9
I
d
3x4". L O K ._
44) . 4x9 4,4 ''
3x12 MT20HS 4x9
49
.........17.11____„ .a . 7 4-.4_ 7 10.;4 ... .14,1-12 .. 16,4-5 _.22-0A .l
d$•0
?late oftseta lx Yj lLR D E. eJ lM o 2 0 Ol...
LOADING(psf) i SPACING- 1-5-4
TCLL 25.0 CSI. DEFL in (bc) Melt L/d i PLATES GRIP
(Roof Snow=25.0) Plate Grip 1X71 1.15 IC 1.00 Vert(LL) -0.27 !-K >961 240 MT20 220/195
•
TCDL 7,0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.54 I-K >482 180 I MT2OHS 165/146
BCLL 0.0 ' i Rep Stress Inca NO ` WB 0.52 Horz(CT) 0.04 I n/a Na
Code IRC2015/TP12014 1 (Matrix) Attic -0.16 K-M 491 360 j Weight:102 lb FT=20%
LUMBER. BRACING-
TOP CHORD 2X4 OF No-1&Btr G TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2X4 OF No.1&B8 G BOT CHORD Rigid calling 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 8=-61(LC 12)
Max Gray B=900(LC 23),I=900(LC 24)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-P=-1636/0,C-P=-1569/0,C-O=-1466/0,D-Q=1418/0,D-E=-1174/17,E-F=0/526,
F-G=0/522,G-H--1192119,H-R=-1364/0,R-S=1407/0,I-S=•1483/0
BOT CHORD B-M=0/1454,L-M=0/1256,L•O=0/1258,K-0=0/1256,I-K=0/1256
WEBS E-N=-1843/13,G-N=-1843/13,D-M=01512,1-1-K=0/387.C-M=-294/58
NOTES-
1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=g5mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Bx45ft;L=24ft;eave=4ft;Cat It;
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,Exterlor(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 considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs ����p P apF`SS
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated. Gj NGI N,E•F9 /0.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 1,7)•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 Q 89200P E 9r
nit 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; Wait dead load(5.0psf)on member(s).D-M,H-K
...—41111P•—°e 9)Bottom chord live load(40.0 pit)and additional bottom chord dead load(10.0 pat)applied only to room.K-M �
10)A plate rating reduction of 20%has been applied for the green lumber members. r
11)"Semi-rigid pitchbreaks including heels-Member end fixity model was used in the analysis and design of this Was. �Q
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 '9 OREGON
11-0-0 on bottom chord The design/selection of such connection device(s)Is the responsibility of others G/O��Q Y 14 2° 4
13)Attic room checked for L/360 deflection. �1,7
14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MSR R t t..\-
LOAD CASE(S) Standard
EXPIRES: 12/31/2017
Continued on page 2 July 5,2017
Al WRNING.Verify design parameters and READ NOTES ON THIS AND INCLUDEDN C -
j MITEK REFERENCE PAGE Nlf-7473 rev.1rse170r5 BEFORE USE ; •
Designvalid for use only with MITek®connectors.This design is based only upon parameters shovel,end is for an individual building component,not
a truss system.Before use,the building designer must wrl f the applicabikty 51 design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent tracing Wel('
is always ri
ay required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
Iabruation,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB4119 and 8051 Building Component I 250 pip Circle
Safety Information available from Truss Plate Institute 218 N.Lae Street,Suite 312 Alexandria VA 22314. Corona CA 021380
it"
;Job ;Truss Truss Type 0y Ply i
'OR_HORTON_PLAN 3709 BA1FAUW ;ATTIC K3398197
1 1
•
Ariel Truss Co..Int, Vancouver,WA
.Job.Reference(optionaI) .
7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Jul 05 12:37:18 2017 Page 2
ID:ZYNHaZV8VCXIRc9iEQe IzzukDG-NRkIHoXePtrOAGDKTAPdO__hngUf9U_7eH?PJxl•Igz?5oX
LOAD CASE(S) Standard
1)Dead•Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pif)
Vert:8-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,E4=7
Drag:D-M.-7,H-K=-7
Concentrated Loads(lb)
Vert 0=-63(F)
WARNING-veinydaNgn parsmetars and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 101.7473 lay.10/03/2015 BEFORE USE � '
, Design valid for use ony v.ith*ATM connector*.This design Is based only upon parameters shown,and Is for an individual building component,not
1 •trues system.Before use,the building designer must verify she applicability of design parameters end propertyincaponte this design into the overall '
building design. Bracing indicated is to prevent buckling of individual truss web andtor chord members enly.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the !
fabrication,stooge,delivery,erection and bracing of trusses and truss systems,see ANBUTPI1 Quality Criteria,DSB-4*and SCSI Building Component Y50
i Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22310. kap Clyd2 j
_.._..---.... - Corona,CA 82880 ,