Plans (126) AtIST d-bI 6 ®Z-
IC (((O
4111111010
Savings Quality Service
Ariel Truss Com_pany, Inc
616 NW 139th Street, Vancouver, WA 98685
(360) 574-7333 Fax(360) 574-7334 (503) 224-5613
e-mail ARIELTRUSSa)QWESTOFFICE.NET
To whom it may concern:
• Truss El-N is designed for bearing at each end.
o Left end ((H) Mechanical/hanger) 689# - LUS24 carries
775#
o Right end Full bearing ((F) 0-3-8 width)
• Truss El-N Left end hanger is supported by bottom chord of
J1-FC. Bottom chord is reinforced by nailing on a 2x6 (note 1).
J1-FC hangers into bottom of Fl-N, which is sufficient to carry
new load (note AA, 2nd page, last case load). Bottom chord of
Fl-N is reinforced by nailing on a 2x4 (note 3).
• Truss El-N Right end sits on a 4x8 hangered beam into
existing post on wall and into truss Dl-N. Truss Dl-N is
sufficient to carry new load (note N, 2nd page, last case load).
• 4x8 beam hangers into bottom chord of Dl-N. Support truss
El-N off of that beam.
Sincerely,
f
.. s z
Charles Holt
.....
IIII,
Mink''
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: LHL_JOB_295-17
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: K3124387 thru K3124390
My license renewal date for the state of Oregon is December 31,2017.
� ,yyG1NEF9 /02
ke
cc' 89200PE 9r
G cc
OREGON �tii
/4 �Y14 2. A}
� RRIIA-0
0
April 26,2017
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.
Job Truss -- -
TrussType Qty Ply ^-----
LHLJOB 295-17 01-N !MONO CAL HIP 1
Ariel Truss Co.,Inc,Vancouver,WA -- -- ---- Nov 2 Job 10 (optional)
Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 20101 5 MiTek Industries,Inc.Tue Apr 25 09:56:54 2017 Page 1 J
ID:bLoKYGXr6vtWAu.hRONyF42.x3Lc-Odw1 x08erX4111bo1?OEb5BastWHYgJvRKKg8ezNB41
I___ ---_--33-12_... 3-9-7 _7-6-0
3-3-12 _.....---------'-10 5-11 f "------ -._- _.__-I 12-0-0
3-8-9 4-6-0---- --- ----I
Scale=1:20.5
4x12!-
4x12 =
6.00 12 B � 3x4 i I
km
-t------- J - __.--- `�
MUM
4x4 / /...-
v
I r"
/ \```... I Iri %
A
`:,..-:.1 - _
1 I
L
H G M N >_`-
5x8 ,I 8x10 MT2OHS 3x8 II
F
5x8
I 3-3-12 I - - 7.-�_-___ _._ 12-0-0
4 2.4.__ �- -. ..__. ....__..--'--i
3 4 6 0
Plate Offsets(X,Y)- (A:0-3-7.0-1-9j,(A:2-9-7,0.2-0[,fB:0.3-0,0.2-0i,[F:0.3-10 0 3 4L IG:0.5-8,0-1.81,fH:0-3-8,0-5-41
- r
LOADING (psf) SPACING- 2-0.0 CSL j DEFL. in (lac) Udafl Ud PLATES- GRIP
TCLL 25.0 )
LL Plate Grip DOL 1.15 TC 0.36 Vert -0.06 G-H >999 240 MT20 220/195
(Roof Snow=25.0)
Vert(LL)
TCDL 7.0 Lumber DOL. 1.15 BC 0.46 Vert(CT) -0.13 G-H >999 180 MT2OHS 165/146
BCLL 0.0 * Rep Stress InaNO WB 0.67 Horz(CT) 0.03 F n/a n/a
Code IRC2015/TPI2014 (Matrix) Weight:153 lb FT=20%
BCDL 100
i
LUMBER-
BRACING-
TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x8 DF SSG end verticals,and 2-0-0 oc purlins(5-5-1 max.):B-E.
WEBS 2X4 DF Std G`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
E-F:2X6 DF No.2 G
SLIDER Lett 2x4 DF Std-G 3-6-8
REACTIONS. (lb/size) A=4300/0-5-8,F=4639/0-5-8
Max Horz A=89(LC 9)
Max Uplift A-1156(LC 7),F=-1321(LC 7)
Max Gray A=4825(LC 27).F=5293(LC 30)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD A-B=-6904/1700,B-1=-5817/1464,I-J=-5819/1464,D-J=-5825/1464,D-K=-479/139,
E-K=-479/139,E-F=299/112
BOT CHORD A-H=-1495/5831,H-L=-1764/6978,G-L-1764/6978,G-M-1764/6978,M-N=-1764/6978,
F-N=-1764/6978
WEBS B-H=-741/3367,D-H=-1281/332,D-F=-7207/1801,D-G=-648/3114
NOTES-
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,2x6-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-8-0 oc. �.��'D P R OPetr
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 CS Cal NE tSj
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� �N Fi4
3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25fl;B=45ft;L=24ft;eave=4ft;Cat. <tr
II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 4 . 89200PE -Yr--
plate grip DOL=1.60
4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)Provide adequate drainage to prevent water ponding. .Zkikell
7)All plates are MT20 plates unless otherwise indicated. y OREGON tU
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G ,,f,,,,9)'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 '101 �N P�
will fit between the bottom chord and any other members.
10)A plate rating reduction of 20%has been applied for the green lumber members, � /�R'L�.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1156 lb uplift at joint A and 1321 lb uplift
at joint F.
12)This truss Is designed in accordance with the 2015 International Residential Code sections R602.11.1 and R802.10.2 and EXPIRES: 12/31/2017
referenced standard ANSI/TPI 1,
13)Girder carries tie-in span(s):31-0-0 from 0-0-0 to 12-0-0 April 26,2017
can
pa amarara and READ NOTES ON THIS AND INCLUDED AKTEK REFERENCE PAGE ASS!-7473 rev.f0103/2016 BEFORE USE, i
NOVIAltfltietki only with MiTekS connectors.This resign 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 apple/kitty of design parameters and properly incorporate this design into the overall
building design.Bracing indicated'Ito prevent buckling of Irrtavidual truss web andror chord members only.Additional temporary and permanent bracing I fYll Mij� k
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the i�
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPH quality Criteria,D$B40 and SCSI Building Conponant i 250 Klud Cirdt
Safety Information available from TWO Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314.
- _.. - -.. I Corona,CA 926110
Truss
iTruss Type Qty Ply
- —
- -- ---- _--- --
Job LHL_JOB_295-17 ID1-N i MONO CAL HIP 1
1_ 2 •b-=fe: ce(optional)
--
Vancouver,Ariel Truss Co.,Inc. WA _ — Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue '---
ID:bLoKYGXr6vtWAORoNyF4zx3Lc-Odwix08erX4111bo1?OEb56 tWHYgJvRKKg8ezN641
NOTES-
15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
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)154 lb down and 77 lb up at 3-3-12 on top chord,and 517 lb down and
132 lb up at 10-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1,15
Uniform Loads(plf)
Vert:A-B=-64,B-C=-64,B-1=64,E-I=89,A-F-627(F=-599,B=-8)
Concentrated Loads(Ib)
Vert:B-107 N=-476(B)
41.WARNING•Verify design parameters amd READ NOTES ON TINS AND INCLUDED MTV(REFERENCE PAGE 1161.7473 rev.f010312016 BEFORE USE
Design valid for use any with MITek�S 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 appbcabiliy of 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 otdy Additional temporary and permanent bracing N 4T
Is always required for stability and to prevent whose with possible personei usury and properly damage.For general guidance regarding the Mii('3�
fabrication,storage,delivery,erection and tracing of trusses and tures systems,see ANsytpli Quality Criteria,D81349 and 80818ugding Component 250 K Circle
Safety Information available from Truss Plate Instaute,218 N.Lee Street,Scale 312,Alexandria,VA 22314,
, Carona.CA 92880
IJob Truss
Truss Type ,Qty Ply
LHL JOB 295-17 El-N KINGPOST K3124388
--- 1 I 1
Job Reference(optional) _
Ariel Truss Co..Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 2510:48:50 2017 Page 1
ID.bLoKYGXr6vt WAuJjRoNyF4zx3Lc-V5?Ppf?V2CbVexNhcLZafjANMPR?1 ca?YMOjyezNBEB
-2-4-.9.__---- I ----- 5-0-0 10-0-0 I 12-0-0 I
2-0-0 i .--__ ---5-0-0 2-0-0
z-0-o
Scale=1,26.2
4x4=
C
6.00 12 / �dub ��
i
3x6 MT2OHS% ....„.„„..--.
`�\�
-",.. 3x6 MT2OHS�-
iwi /i,
.- ___
d
E`H ' 4x9=- t;
� F._ ..
2.5x4"t( 2. -
5r--fr r
i 5.0-0 —s0-ao
-----
-- s 0-0 - .____ —
LOADING IPSO --
TCLL 25.0 SPACING- 1-6-0 CSI. DEFL. in (lot) I/defl Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 G >999 240 MT20 220/195
TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(CT) 0.04 G-H >999 180 MT2OHS 165/146
BCLL 0.0 ' Rep Stress Incr NO I WB 0.23 Horz(CT) 0.00 F n/a n/a
Code IRC2015/TP12014 (Matrix
BCDL -- 10.0 ) ) — — Weight:53 lb FT=20%
LUMBER-
BRACING-
TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2X4 OF No.2 G end verticals.
WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size) 89/MechanicsiF,89/0-3-8
Max Hor2Fi 71(LC 9)
Max UpliftH=179(LC 10),F=-179(LC 10)
Max Gray H=692(LC 18).F=692(LC 19)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown,
TOP CHORD B-1=-802/164,C-1=-753/177,C-J=754/177,D-J=-802/164,B-H=-623/215,D-F=-622/215
WEBS B-G=130/608,D-G=131/611
NOTES-
1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II:
Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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
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
non-concurrent with other live loads.
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 loads. 1i,,od P R OFC
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 S
fit between the bottom chord and any other members. Co` ,ANG I N SFR u'/a
8)A plate rating reduction of 20%has been applied for the green lumber members. SCD 2
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint H and 179 lb uplift at `C89200P E "57r
joint F.
11)Girder carries hip end with 5-0-0 end setback.
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -.a,:n �' -
St-
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)535 lb down and 216 lb up at 0
5-0-0 on top(*ord. The design/selection of such connection device(s)is the responsibility of others. 7OREGON !C7
14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). G/(} •9 14 223'`t` 4k
LOAD CASE(S) Standard � "�p't--\*' Qt�
1)Dead+Snow(balanced):Lumber Increase=1.15.Plate Increase=1.15
EXPIRES: 12/31/2017
Continued on page 2 April 26,2017
Ne
A WARNING-Vanity design parameters any READ NOTES ON OAS AND INCLUDED MITER REPERENCE PAGE MA.7473 rev.10/03/2095 BEFORE USE E
Design valid for use only with MRelte~connector;,This design is based only upon parameters shown,and is for an Individual building component,nut
e truss system.Before use,the buildiig designer must verify the applicabery of design parameters and property incorporate this design into the overallbudding design,Bredng 5ndiealatl is to pnvenl buddding of ndrrvWuel buss web and/or chord member only Additional temporary end permanent Dndng - AMit
MiTek*
is always required to staidly and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYI
fabrication,storage,delivery, ig or erection and bracbtrusses and truss systems,0-e ANSVTPII Quality Criteria,DSB-85 and BCM Budding Component 260 Klug Cede
LSafety Information evadable tram Truss Pete Institute,218 N,Lee Street,Suitt 312,Alexandria.VA 22314. Corona:CA 92880
_-----
• Job Truss Truss Type Qty Ply
K3124388
LHL JOB_295-17 El-N IKINGPOST I1 I 1
--- —_-_.— Job Reference(optional)
Ariel Truss Co..Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 25 10.48:51 2017 Page 2
ID:bLoKYGXr6vIWAuJjRoNyF4zx3Lc-zIZnO?07pWjMG5ytA24pCxjY6pnEm3g9m0IGU5zNB EA
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:F-H=30(F-15),A-B=-48,B-C=-48,C-D=-48,D-E=-48
Concentrated Loads(Ib)
Vert:C=-413
,,WARNING-VavNy Assign peramefera and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 911.7473 rev 7103/201S BEFORE USE.
Design valid for use only with woke 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 miry the applicability of design parameters and properly incorporate this design into the overall
bugling design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary end permanent bracing j Niel(
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSBJS and BCSI Budding Component 260 K Circle
Safety Information imitable from Truss Plate Instbute,216 N,Lea Street,Suite 312,Alexandria,VA 22314, Corona,A 92680
Job TrussTruss Type Qty Ply
-_------_ � �K3124389
• LHL JOB_295-17 Fl-N CAL HIP 1 2 !
- -- ------ --- Job Reference(optional)
Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 25 10:48:52 2017 Page 1
ID:bLoKYGXr6vtWAuJjRoNyF42x3Lc-RU79EL1 maprDtFX4jmb2k8GIJCOBVSrl?gVe1 XzNBE9
I. 2-0-0 I_. 5.5.12 4-0-7 -- 10-0-0 I 13-11-9 13.511 __-____18-0-0 I 20-60 1
2-0-0 3812 0-5-11 3-11-9 3-11-9 65-11 3.6.12 2-0-0
Scale=1.36.3
4x4
D 3x4=
5.00 112 C
0 4x40
R -_ -T U E (VI V W
i -- -di 'e��.
ml 38 ��/ ,/�7 \ \\`` H 4
,, ,^y 3x4 G /�-. /j \\ 3x4
``, `rte / N ``\
h ` -\ \
pi-
O'I. N P M Z AA ABL O
K J
1.5x4 ! 3x4 4x9 4x9 = 3x4= 1.5x4 I
624 2-0-o5812..-_
L__. I ._ _-145-..4 ._-_-_._- _._....-- t _ 18.0.0 -- 18-9-0 20-0-0
0 20 1-10-0 3812_- .3-10-8 3.612_ 0.5-8 1.68
Plate Offsets(X.Y)- [B:0-2-0.0-1-6j.[H:0-2-0 Q-_1 6j jJ:0.1-14.Q-0-151.[0:0-1-14 0-1-11-
TCLL LOADING(Ps25 0 SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Lid ( PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.12 L-M >999 240 I MT20 220/195
TCDL 7.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.39 L-M >554 180
BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 K n/0- n/0-
BCDL 10.0 Code IRC2015/TPI2014 (Matrix) 1 Weight:242 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2X4 DF No.1&Btr 0 Except* TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except
C-F:2X4 OF No.2 G end verticals,and 2-0-0 oc purlins(6-0-0 max.):C-F.
BOT CHORD 2X4 DF No,1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2X4 DF Std G 6-0-0 oc bracing:K-L.
OTHERS 2X4 OF No.1&Btr G
LBR SCAB K-N 2x4 DF No.1&Btr-0 one side
REACTIONS. (lb/size) 0=1571/0-3-8,K=1935/0-5-8
Max Horz O==84(LC 8)
Max UpliftO=-406(LC 10),K=-517(LC 7)
Max Gray 0=1756(LC 40),K=2160(LC 38)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD A-B=-2021/524,B-C -2910/774,C-R=-2628/731,R-S=-2628/731,S-T=-2628/731,
T-U=-2628/731,E-U=-2628/731,E-V=-2116/612,V-W=-2116/612,W X>2116/612,
X-Y=-2116/612,F-Y=-2116/612,F-H=-2348/635,A-0=1600/416
BOT CHORD N-P=-461/1820,M-P=-461/1820,M-Z=-868/2896,Z-AA=-868/2896,AA-AB=-868/2896,
L-AB=-868/2896
WEBS B-N=-862/230,B-M=-277/1062,C-M=0/438,E-M=-373/234,E-L=-989/389,F-L=0/312,
H-L=-608/2432,H-K=-2225/541,A-N=-448/1754
NOTES- ����3 P °�FS
1)2-ply truss to be connected togetherwith-110d(0.131"x3")nails as follows: ,SCO �c.NGI NF9 v%
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. �� 2
Webs connected as follows:2x4-1 row at 0-9-0 oc. 89200P -7
,,kAll 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
r`: nnections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
a) ad 15-8-8 scab K to N,back face(s)2X4 DF No.1&Btr G with 1 row(s)of 10d(0.131"x3")nails spaced 9"o.c,except:starting at _
-5-0 from end at joint N,nail 1 row(s)at 7"o.c,for 2-5-4;starting at 6-10-4 from end at joint N.nal 1 row(s)at 7"o.c.for 2-0-0;starting
at 10-10-4 from end at joint N,nail 1 row(s)at 7"o.c.for 2-5-4. d
4)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4,2paf;BCDL=6,0psf;h=25ft;B�Sft;L=24ft;eave=4ft;Cat.II; �G G�EGON , ��
Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.60 plate !0 Al 4 2Q41 1
grip DOL=1.60
5)TCLL:ASCE 7-10;Pf=25.0 pat(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 114 -F1
R I' LL. P,
6)Unbalanced snow loads have been considered for this design.
7)Provide adequate drainage to prevent water ponding,
8)This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
EXPIRES: 12/31/2017
Continued on page 2 April 26,2017
0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED atiTEK REFERENCE PAGE 9014473 rev.S01034OI5 BEFORE USE. -
Design valid for use only with MiTekto connectors.This design is based only upon parameters shown,and is for an individual building component.not i
a truss system.Before use,the building designer must verify the appikabay of design parameters and properly incorporate this design into the overall
building design.Bracing indicated Is to prevent budding of Individual truss web andror chord members only.Additional temporary and permanent bracing Irt Te k'
Is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 1 VI„
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-$C and SCSI Building Compeneet 260 Klug Circle
Safety Information available from Trusa Plate Institute,218 N.Lee Street,Sutie 312,Alexandria.VA 22314, Corona.CA 92880
- ------ ---- ------- --
IJTruss Type OtY PI
ob Truss — —-
_ Y
LHL_JOB_295-17 1F1-N CAL HIP 1 -- K3124389
— — 2 Job Reference(optional)
Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 25 10:48:52 2017 Page 2
NOTES-
ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-RU79EL1 maprDtFX4jmb2k8GiJCOBVSrIngVg1X2NBE9
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)A plate rating reduction of 20%has been applied for the green lumber members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 0 and 517 lb uplift at joint K,
12)Girder carries hip end with 6-0-0 end setback.
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)416 lb down and 208 lb up at 14-3-8,and 416 lb down and 208 lb up at
5-8-8 on top chord,and 431 lb down and 110 lb up at 10-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:A-C=-64,C-D=-64,C-F=-121,F-G=-64,F4=-64,J-0=38(F=-18)
• Concentrated Loads(Ib)
Vert:C=-288 F=-288 AA=-397(F)
1
,�,WARNING Welty*sign parameien and READ NOTES ON THIS AND INCLUDED aNTEK REFERENCE PAGE M.717$rev.70v09/2OI$WORE USE111* 1
... r
Design valid for use only with MiTektb connectors.This design a basad only upon parameters shown,are is tot an individual building component nal
a truss system.Before use the building designer must verify the applicability of design parameters and property incorporate the design into the overall
design.Bracing indicated is to prevent buckling of individual truss web andtor chord members only,Adtlikonal temporary and permanent bracing
*rays required far stability and to prevent collapse with possible personal&Miry and property damage.For general guidance regarding the
1 is M a k'
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see
i Safety Information available from True Pone institute,718 N.Lee Street,Suns 312.Alexa 22314,ANSUTPH Criteria.038410 and aCsl Budding Component 250 Klug C 92
€---- -_.. . corona,CA 52850
Job r
Truss ' y y
Truss Type Qt PI -- - -------- .._.
LHL_JOB 295-17 J1-FC JACK K3124390
1 1
- - I -- Job Reference(optiona0 _
Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 25 10:48:52 2017 Page 1
ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-RU79EL1maprDtFX4jmb2k8GfZC0aVZkl?gVg1YaNBE9
1.._ -2-0-0 : ---- ---- 6.0-0 -- + 8-4-13 -I
2-0.0 6-0-0
2-4-13
D Scale:3/8"=1'
6.00 12 /'"�/'
H / L
3x4 I ///ms
3_,,-----
/ s '
/'-/
L„-----
0 I
F E
4x4 I I
I -. 8-Q-0 I
-
6-0-.Q._
- _ ___ - -..........r.,=== --
-
LOADING(psi) -
TCLL 25.0 SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.07 E-F >999 240 MT20 220/195
TCDL 7,0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.16 E-F >429 180
BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.07 D n/a n/a
100 Code IRC2015/TP12014 (Matrix
) Weight:38 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2X4 OF No.2 G end verticals.
WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2X6 DF No.2 G
LBR SCAB E-F 2x6 DF No.2-G one side i MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings Mechanical except Installation guide.
9 p Qt=length)F=0-5-8,E=Mechanical,C=0-3-0.
(Ib)- Max Horz F=210(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)D except F=-146(LC 10),E=-105(LC
10),C-125(LC 10)
Max Gray All reactions 250 lb or less at joint(s)D except F=639(LC 15),E=503(LC
15),C=290(LC 15)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD B-F=-353/145
IVpTES-
,° 1)Attached 6-0-0 scab E to F,back face(s)2X6 DF No.2 G with 1 row(s)of 10d(0.131"x3")nave spaced 9"o.c.except:starting et 0-1-12
L1Fom end at joint F,nail 1 row(s)at 3"o.c.for 2-0-0;starting at 3-0.0 from end at joint F,nail 1 row(s)at 7"o,c,for 2-0-0.
`" )Wind:ASCE 7-10;Vuk=140mph(3-second gust)Vesd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,c� �Ep P R oFFs
4)Unbalanced snow loads have been considered for this design. tS
5)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 {GNG'I N,�FR /r,
non-concurrent with other live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q Z 9200�, `-
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)A plate rating reduction of 20%has been applied for the green lumber members. -iiJP .
9)Refer to girder(s)for truss to truss connections. ce=
10)Refer to girder(s)for truss to truss connections. ea
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D except(jt=Ib) �- 4 OREGON tit Ato
.
F=146,E=105,C=125. ')4,/ ,.
,IP' 14 2-°'
0�P .
12)Beveled plate or shim required to provide full bearing surface with truss chord at joints)C. 4f
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FPR PRO-
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down and 194 lb up at
4-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others,
15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). EXPIRES: 12/31/2017
LOAD CASE(S) Standard April 26,2017
- ,a,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 9ETER REFERENCE PAGE*50.7473 nv.10/024M6 BEFORE USE. lilt
I
Design valid for use only with Mireld9 connectors.This design is based only upon parameters shown_and is for an individual building component not
a buss system,Before use the building designer must verity the applicability of design parameters and properly incorporate this design into the overall I
budding design.Bracing indicated is to prevent buckling of individual truss web andror chord members only.Additional temporary and permanent bracing M 1,,
f is always required for stability and to prevent collapse with possible personal injury and propertydamage,For general guidance regarding the ! IYI T 'Ke 1 `'
labrication,storage delivery,erection and bracing of trusses and truss systems,see ANSVIPN Quality Criteria,13821419 and BCSI Building Component 250
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Cores a CA Clint. I
880
Job Truss fTruss Type IQty PI
y
• LHL JO8_295-17 J1-FC JACK I -1 1 K3124390I
— —' Job deference(optional) _
Ariel Truss Co..Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Tue Apr 25 10:48:52 2017 Page 2
ID bLoKYGXr6vtWAuJjRoNyF4zx3Lc-RU79EL1 maprDtFX4jmb2k8GfZC0aVZkI?gVg1 XzNBE9
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1,15
Uniform Loads(plf)
Vert:A-B=-64,B-D=-64,E-F=-20
Concentrated Loads(Ib)
Vert l=-674(F)
41 WARNING•Verify design perimeters end READ NOTES ON TMS AND INCLUDED TOTTEN REFERENCE PACE Md•7473 rev.10/03/20IS BEFORE USE. "'
Design valid for use only with MiTekic 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 vasty the appear/412y of design parameters end property incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of inrnviduat trues web and/or chord members only.Additional temporary and permanent bracing Mt l;T�
e k^
is Nways required for stability and to prevent collapse with possible personal in}ury and properly damage.For general guidance regarding the f�
fabrication storage,delivery,erection and bracing Mutant and truss systems,see ANSUTPN Quality Criteria,OSB-Se and SCSI Building Component I 250 Klug Cade
Safety Information available from Truss Plate Institute,213 N,Lee Street,Suite 312.Alexandria.VA 22914,
Corona,CA 92650
--
1
y
Numbering yste General Safety Notes
PLATE LOCATION AND ORIENTATION
_1 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-Sixteenths Failure to Follow Could Cause Property
(... offsets are indicated. f I (Drawings not to scale) Damage or Personal Injury
III1111111,464, Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g.
TOP CHORDS diagonal or X-bracing,is always required. See SCSI.
C2-3
0'116 r C1-2 2. Truss bracing must be designed by an engineer.For
4 D wide truss spacing,individual lateral braces themselves
may require bracing,w alternative Tor I
�
bracing should be considered.
z
111111 U 011 = 3. Never exceed the design loading shown and never I
OU stack materials on inadequately braced trusses.
I- a_
7-e C.7 cs s O 4. Provide copies of this truss design to the building
For 4 x 2 orientation,locate
designer,erection supervisor,property owner and
plates 0- tit from outside BOTTOM CHORDS a6 other interested parties.
edge of truss. 8 7
6 5 5. Cut members to bear tightly against each other. i
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates a fuck fof truss at each
joint and embed bytsand wane at joint
required direction of slots in f AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated Knots
by ANSIITPI 1.
connector plates. THE LEFT.
7. Design assumes trusses will be suitably protected from
Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1.
*
software or upon request NUMBERS/LETTERS.
8. Unless otherwise noted,moisture content of lumber
shall not exceed 19%at time of fabrication.
PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for
ICC-ES Reports: use with fire retardant,preservative treated,or green lumber.
The first dimension is the plate
4 width measured perpendicular 10.Camber is a non-structural consideration and is the
XI ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is 1 ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection.
the length parallel to slots.
11.Plate type,size,orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12.Lumber used shall be of the species and size,and
Trusses are designedplanein ail respects,equal to or better than that
i� Indicated by symbol shown and/or for wind loads in the of the specified.
by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at
output. Use T or I bracing spacing indicated on design.
if indicated. Lumber design values are in accordance with ANSI/TPI 1
14.Bottom chords require lateral bracing at 10 ft.spacing,
section 6.3 These truss designs rely on lumber values
BEARING j or less,if no ceiling is installed,unless otherwise noted.
i I established by others.
15.Connections not shown are the responsibility of others.
Indicates location where bearings
*114
(supports)occur. Icons vary but ;
reaction section indicates joint 16.Do not cut or alter truss member or plate without prior
Q 2012 MiTek®All Rights Reserved approval of an engineer.
ill ill Al RI
number where bearings occur. 17.Install and load vertically unless indicated otherwise.
Min size shown is for crushing only. Nil .
18.Use of green or treated lumber may pose unacceptable
environmental,health or performance risks.Consult withIndustry Standards: project engineer before use.
ANSI/TP11: National Design Specification for Metal 19.Review an portions of this design(front,back,words
Plate Connected Wood Truss Construction.
and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing. isnot sufficient.
BCSI: Building Component Safety Information, ,r,le s
Guide to Good Practice for Handling, nn' 20.DesignSassumes 1 Quality man Leri . in accordance with
Installing&Bracing of Metal Plate aNsl/rPl 1 Criteria.
Connected Wood Trusses. _ MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 1