Plans (9) ./1447-2.C16- 62(-t it/2
1111111.1 FEB 18 2016
MiTek. a
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 916/676-1900
Re: PL1 4-41 1_UPPER Fax 916/676-1909
POLYGON
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Pacific Lumber&Truss Co..
Pages or sheets covered by this seal: R45816692 thru R45816722
My license renewal date for the state of Oregon is June 30,2017.
Lumber design values are in accordance with ANSUTPI 1 section 6.3
These truss designs rely on lumber values established by others.
PR°Fesco NAGINE-E- s
zw 87022PE 9r
yN �
Aj, OREGON el, 41./
-Y0 c(‘MgER 1\
OS A. HECA.4P
E .4. : 1./ i c
AP
November 4,2015
Hernandez,Marcos
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
Job Truss Truss Type Qty Ply POLYGON
R45816692
PL14411_UPPER F01 Floor Girder 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:22 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdil-y3Zo?deKLNSOoszKHQVFcQ?9Le9zW?kLNl5sexyMbjx
1-0.0
1.x3 II
1 3x4= 5 2 Scale=1:13.2
_-.
�„
111
t
IT
•-_r
4 '/ 3
1.5x3 II 3x4=
I 1-3-0
1-3-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:11 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13?X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord.
The design/selection of such connection device(s)is the responsibility of others.
4)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1,00
Uniform Loads(plf)
Vert:3-4=-10,1-2=100
Concentrated Loads(Ib)
Vert:5=-277(F)
��REp PR OFFS
'�\� �NC'iNEF9 s/��v
870 2PE
'02,, OREGO rt,c
'ACO FMg ER '\
A. HE?,
EXPIRES:06/30/2017
November 4,2015
4 __ 1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �Y
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not
a 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 is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mieek`
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPtI Quality Criteria,DSB-89 and BCSI Bonding Component 7777 109
Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314.
Citrus Heights,CA 95610
Job Truss Truss TypeQty Ply POLYGON
PL14-411_UPPER- F02 FLOOR GIRDER 1 1 R45816693
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:25 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnaycdll McExdfgDelgbfKhvyZ2yE3dh1s5QjHin3jJXFGyMbju
1 1-0-0 1H:_14-(ii1 1-2-0 I I1-&71I 1-2-0 11311-13i
Scale=1:39.9
6,6 I I3x8 I I
3x6 FP=
5x8 II 5x8 II 3x6 FP=
5x6 II 5x8 II
1 2 3 4 5 6 7 8 41 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
MIA
O
40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25
6x6= 8x8= 3x6 FP= 6x8 II 5x6 II 5x6 II 5x6 II 6x6 II
8x8= 6x6=
1.5x3 SP= 3x6 FP=
6x8 II
I 23-1-4
23-1-4I
Plate Offsets(X,Y)- 132:0-3-0,0-0-01,!34:0-3-0,0-0-01
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360
BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(rL) 0.06 25 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:204 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2126/0,3-4=-2126/0,4-5=-3962/0,5-6=-3962/0,6-7=-396210,7-8=-5590/0,
8-41=-5590/0,9-41=-5590/0,9-10=-5969/0,10-11=-5974/0,11-12=-5974/0,
12-13=-5823/0,13-14=-5823/0,14-15=-5433/0,15-16=-5433/0,16-17=-4691/0,
17-18=-4691/0,18-19=-3503/0,19-20=-3503/0,20-21=-3503/0,21-22=-1960/0,
22-23=-1960/0
BOT CHORD 39-40=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969,
33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153,
28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061
WEBS 240=-2082/0,2-39=0/1926,4-39=-1828/0,23-25=-1962/0,23-26=0/1733,
21-26=-1581/0,21-27=0/1391,18-27=-1238/0,4-38=0/1710,7-38=-1598/0,7-36=0/1558,
8-36=-777/0,9-36=-765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-437/0,
14-31=0/315,12-31=-281/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x6 MT20 unless otherwise indicated. �S�F�E� P R OFFS
3)Refer to girder(s)for truss to truss connections.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �\CO �NGINS
- 6>
be attached to walls at their outer ends or restrained by other means.
5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb �� 9�
down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 87�22PE
6)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 tl)
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) y SAT OREGON ti� <U�
Vert:25-40=-8,1-16=-80,16-24=-130(F=-50) (� Q
Concentrated Loads(Ib) MBER
Vert:16=-177(B)41=-965(B) DS A. HE.?"
EXPIRES:06/30/2017
November 4,2015
Ia
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7173 rev.10W3/2015 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,not .
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall Wei
T
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing e
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the n
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qua*Criteria,DSB-89 and BCSI Bending Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss - Truss Type Qty Ply POLYGON
R45816694
PL14-411_UPPER F03 Floor Girder 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:26 2015 Page 1
ID:c53KNt9S8dZANgLPVMEnZkyCdl1-ggoJr?hrPcyRGUG5WGZBmGAukFVFSg8WIN34niyMblt
1 1-7-0 11 1-9-0 1
Scale=1:17.8
6x6= 3x6 II 3x6 II 3x6 I I 3x6 II 3x6 II
1 11 2 3 4 12 5 13 6
d o d
N y
/ e
. _ ..._
1
10 9 8
--'3 .
6x6= 5x6 II
6x6=
3x6 II
s-0-0 1
1 94-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a Weight:78 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/rP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0
BOT CHORD 8-9=0/1102,7-8=0/781
WEBS 5-7=-1068/0,5-8=0/476,4-8=311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down
at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The
design/selection of such connection device(s)is the responsibility of others.
4)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:7-10=-10,1-6=-100 <<"'WC' RP Ores
Concentrated Loads(Ib) r_N G iNE 6>Vert:4=-132(F)3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) ,...I�:44 �N FR O"9
2 87022P:
7 cl"A), OR GON eP
9�, FMBER11 O
�S A. H -
EXPIRES:06/30/2017
November 4,2015
4 —
®WARNING-Verify design parametere and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 51157473 rev.10/03/2015 BEFORE USE. Y
Design valid for use only with Mirek®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.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and inns systems,see ANSI/TPI1 Quailly Criteria,DSB-89 and BCSI Building Component 7Suite777 109
Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816695
PL14-411 UPPER F04 FLOOR GIRDER 2 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Nov 04 07:49:27 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-10Mh2LiTAv4luer14_5QJUi4urj96CL4X1 odJ8yMbjs
1 1-10-4 II 19-0 1 0-I1f8
Scale=1:41.8
1.5x3=
3x6 FP= 3x6 FP=
4x6 II 4x6 II 4x6 II 1.5x3=
1 2 28 3 4 5 6 7 8 9' 10 '11 12 13 14� 15 16
L�I L- e m L1 L J . 27
A2
N
Fi -a\ / \ / \ / \ / \ / \a i2
o e 26
25 24 23 22 21 20 19 18 17
1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4=
1.5x3 SP=
I 23-11-12
23-11-12
Plate Offsets(X,Y)— 127:0-1-8,0-0-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.17 20-21 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.27 20-21 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 17 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-25=-1056/0,1-2=-1081/0,2-28=-1081/0,3-28=-1081/0,3-4=-2501/0,4-5=-2501/0,
5-6=-3277/0,6-7=-3277/0,7-8=-3277/0,8-9=-3417/0,9-10=-3417/0,10-11=-2919/0,
11-12=-2919/0,12-13=-2919/0,13-14=-1786/0,1415=-1786/0
BOT CHORD 23-24=0/1860,22-23=0/2950,21-22=0/2950,20-21=0/3406,19-20=0/3228,18-19=0/2417,
17-18=0/971
WEBS 15-17=-1373/0,15-18=0/1152,13-18=-892/0,13-19=0/711,10-19=-436/0,10-20=0/268,
5-21=0/462,5-23=-635/0,3-23=0/906,3-24=-1102/0,1-24=0/1466
NOTES-
1)All plates are 3x6 MT20 unless otherwise indicated.
2)Refer to girder(s)for truss to truss connections.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord.
The design/selection of such connection device(s)is the responsibility of others.
6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'r\�Q`E� P R�F�SS
5
1461 N EF WO
LOAD CASE(S) Standard 'Q 2
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 9
Uniform Loads(plf) 4:c 870 2PE
Vert:17-25=-8,1-16=-80
Concentrated Loads(Ib)
Vert 28=-20(B) U) CV
yCCN '' /\/
*-0�,, OREG N (P. <t//
'AC 41. ''.4
�1 �O
On..., A- HE?''0,
EXPIRES:06/30/2017
November 4,2015
t I
mime
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 51157473 rev.10/03/2015 BEFORE USE. �f
Design valid for use only with MTek®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 properly incorporate this design into the overall
building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
ek'
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 ANSI/TPIT Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights.CA 95610
Job Truss - Truss Type Qty Ply POLYGON
R45816696
PL14-411_UPPER F05 - - FLOOR GIRDER 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:27 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-IOMh2LiTAv4luerl4_5QJUi4jfs7BFz4X1 odJ8yMbjs
I 1-2-12
1.5x3 II
1 3x4= 2 Scale=1:13.2
Z'
i
i •
4 3
1.5x3 II 3x4=
I 1-5-12 I
1-5-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 """" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except
BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
2
_1/4, 8 • 2PE /9c'
y SAT OREGO (y5 Q1�
90 AMBER \1
OS A. He?,
EXPIRES:06/30/2017
November 4,2015
4 i
til.r
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJ(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Mfleke 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 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 bracing Miiele
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cnferfa,DSB-89 and BCSI Building Component Suite 109
Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816697
PL14-411_UPPER F07 GABLE 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:4928 2015 Page 1
ID:c53f Nt9S8dZANgLpvMEnZkyCdll-nDw3Ghj5wDD9WnQUdhufrIIFEW3CNwijDmhYBsbyMbjr
0-k8
Scale=1:39.4
3x6 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20
c a c 0 a a a a a 0 a c —72 a = a a ti
o a 42
2 o
4 d
N
a
i 0 a P o P 0 r ° 3 5 a y 7 C i
41
40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21
3x6 FP=
1-4-0 -:0 4-0-$ - r 6-8-s 8-0 a • , r 1f:0 -0-0 1 - r 14-�f 6r r -4-0 8-8-. 20-0-0 2-4-$ -:0 _. 11-1
1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 1-4-0 1-4-0 1-4-0 1-3-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
(Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26,
25,24,23,22
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
���c.O PROPk'n
c1.c. NGINEFR ,
870 2PE
5.7 fi-0j, OREGO %d OI•li
'AO AMBER 1N C'
EXPIRES:06/30/2017
November 4,2015
f
I
milm
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with M7ek®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 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 bracing MiMek'
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 ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Buflding Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights.CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816698
PL14-411_UPPER FO8 GABLE 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:29 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-FPURT1jjhXL07x?gBP7uOvoQJCfXbf9yM_LHkO1 yMbjq
Scale=1:38.0
3x6 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20
e o 0 0
0 s ❑ _
0
d dN
XXXXXXX4XXXXXXXXXXX XXXX�XXXXXXXXXXXYXXXXXX XXhXXXXXXXXXXX XXXX�
40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21
3x6 FP=
r I .�s� •�.r -4-. rfir 0-0-0 -4-0 _ ��
1 -4-0 •r �r "4•- 1 r r 1�0 1 r • 1 r-0• 1,
1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 r
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a Weight:108 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
REACTIONS. All bearings 23-1-4.
(Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26,
25,24,23,22
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
PRoFE
<<- NG N4-
9 s"
cc 8 • 2PE
N i
(c.-‘0 44\1- OREGO ti�I
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EXPIRES:06/30/2017
November 4,2015
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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.not
a 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 is to prevent buckling of individual truss web and/or chord members only.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 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component
Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Suras H9ights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
--- R45816699
PL14-411_UPPER F09 Floor Ginter 1 1
Job Reference(optional)
Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:30 2015 Pager
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-jb2ghNkLSgTtl5atI6e7x6KWmtsDOaxWD?1 IwTyMbjp
2-6-0 I I 1-8-12 I 1-8-12 I 0AT
Scale=1:17.6
3x4 II 3x4= 1.5x3 II 3x6= 3x4=
1 2 3 4 5
•
• I
_ / 11
• 1.5x3=
d
N O
N
• 1.5x3=
I . I / r 10
,
9 8 7 6
1.5x3 II
3x6 = 3x5= 3x6=
I 7-2-129-4-0
7-2-12 I 2-1-4
Plate Offsets(X,Y)-- I1:Edge,0-1-81,I5:0-1-8,Edgel
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4
Max Uplift9=-34(LC 4),8=-74(LC 4)
Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500
BOT CHORD 7-8=-500/0
WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=-699/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Non Standard bearing condition. Review required.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord.
The design/selection of such connection device(s)is the responsibility of others.
6)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 <C,kiso P R 0FFss
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \CJ NGI NEF /p
S
Uniform Loads(pIf) R
Vert:6-9=-8,1-4=-80,4-5=-180(F=-100)
4c:4„,
� 87022P 297
Concentrated Loads(Ib)
Vert:5=-336(F)
7 N rN
fiAJ, OREG N ti� <U�
�
S A- HEY`
�P
EXPIRES:06/30/2017
November 4,2015
m
e
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.10/0312015 BEFORE USE.
Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not
a truss system.Before use,the building designer must verity the applicability 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 only.Additional temporary and permanent bracing Miele
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 ANSI/TPI1 Qua*Criteria,951.89 and BCSI Building Component 7777 Greenback Lane
Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type City Ply POLYGON
R45816700
PL14-411_UPPER F10 GABLE 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:31 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl l-BobCuil_D8bkNF93Jp9MTKtm0GD473RfSenrSwyMbjo
004
1 2 3 4 5 6 Scale=1:12.8
— — — — — — 14
•
0
0
N
— — — — — — 13
12 11 10 9 8 7
1 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 I
1-4-0 1-4-0 1-4-0 1-4-0 0-10-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a
BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:33 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
REACTIONS. All bearings 6-2-12.
(Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
44
-37
870 2PE /9r
r'
N N
5. `t\A�, OREGON q�
Ni
v 040
9C '44
On�S A. HECk
EXPIRES:06/30/2017
November 4,2015
4 4
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.Tha 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 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 bracing MiTek"
is always required for stabili}y and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
7777 Greenback Lane
fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteda,DSB-89 and BCSI Building Component 7777 109
SafetyInlormailon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply. POLYGON
PL14-411_UPPER F11 Floor 845816701
12 1
Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference/optional)
7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:32 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-f 9a52mc_Sjb_PkFsXgbOXQu?gTlsOopglWO?MyMbjn
0-1-8
H I 1-8-12 I I 2-2-0 1 2-6-0
Scale=1:39.0
3x4=
1.5x3 =
1.5x3 II
1.5x3 = 3x4 I I 355= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.553 I I
1 2 3 4 5 6 7 8 9 10 11
m e
20 3t 7 N., .7 N.,-
II -7. NN
E
19 ° NI...
'
18 17 16 15 14 13 12
1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 356 = 354=-
2-2-12 2-2-12
1-N-12 2-�1 22-4-12
1-11-12 o-l-B 20-2-0
0-1-8
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:15-17.
REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8
Max Gray 12=878(LC 4),17=1434(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=-2365/0,7-8=-1815/0,8-9=-1815/0,
9-10=-1815/0
BOT CHORD 16-17=-122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066
WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord.
The design/selection of such connection device(s)is the responsibility of others.
6)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ���rGD PROF
Uniform Loads(plf)
Vert:12-18=-8,1-11=-80 ��`� tGNC'INEF,q S,
Concentrated Loads(Ib)
a2
Vert:1=-336(F)
Q 870 2PE �r'
�
y fi'oj, OREG N (� �N
� AMBER �1 O
OS A. HE��yP
EXPIRES:06/30/2017
November 4,2015
..... e
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mx
a truss system.Before use,the building designer must verity the applicability 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 only.Additional temporary and permanent bracing MiTek`
B 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 ANSI/T911 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816702
PL14-411_UPPER F13 Floor 5 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:32 2015 Page 1
I D:c53KNt9S8dZANgLpvM EnZkyCd I1-f_9a52mc_Srj�b�_�BPkFsXgbOXQvSgXEsV2pg1 WO?MyMbjn
0-6-4 4x4 1-2-0 I I 018-7 cml 1-2-0 I I 0-61 —f
1 2
3 4 5 4x4 = 6 Scale=1:12.9
/ •
— I 13
0
0
e e I e e
4x4 = 8
12 11 10 9
41*
4x4=
4x4=
2-10-11 I 3-5-11 I 4-0-11 I 4-11-4 I
2-10-11 0-7-0 0-7-0 0-10-9
Plate Offsets(X,Y)– f2:0-1-8,Edae1.f4:0-1-8,Edoe1,05:0-1-8,Edgel.f7:Edge,0-1-81.(10:0-1-8,Edae1,f12:Edoe,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a Weight:37 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2-12=-314/0,5-7=-306/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
(ti5\°) PRoFe8,
GiNEFR /O�-9
87022Pr
• i T
GAJ, OR GON �
Q
C�� MBER
SA. HE:R�
EXPIRES:06/30/2017
November 4,2015
4
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Mgek®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 properly incorporate this design into the overall MiTek*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 and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/FPO Quality Cdterta,DSB-89 and ICS!Building Component
Suite 109
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816703
PL14-411_UPPER F15 FLOOR - 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:33 2015 Page 1
I D:c53KNt9S8dZANgLpvM EnZkyCdl1-7AjyJ Om EIIrScZJ RQEBgYIy2L4rj bwwyvyGyXoyMbj m
I 0-64 I I 1-2-0 I I 0.E-7 1 1 1-2-0 I I 1-5-1 2-6-0
Scale=1:16.4
1.5x3 I I 4x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II
1 2 3 4x4= 4 5 6 7
J ° e
r;
e a e e
13 12 11 10 9 3x4=
8
1.5x3 II 1.5x3 II 4x4=
4x4= 3x4=
I 2-10-11 1 3-5-11 1 4-0-11 1 8-2-12 I
2-10-11 0-7-0 0-7-0 4-2-1
Plate Offsets(X,Y)— 12:0-1-8,Edgel,F3:0-1-8,Edgel,f9:0-1-8,Edael,f10:0-1-8,Edgel,113:Edge,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 13=356/Mechanical,8=356/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0
BOT CHORD 9-10=0/380,8-9=0/353
WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
<cp'Ep PRQp
0.0
��co �NGINEFo
,1
9
,..4-4., 870 2PE
7 '$, OREGO ti O</
0 F'U/8ER \'`
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HE#P
EXPIRES:06/30/2017
November 4,2015
I
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 ref.10/03/2015 BEFORE USE. Mil".
Design valid for use only with M7ek0 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.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,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPu Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816704
PL14-411_UPPER F16 FLOOR 12 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:33 2015 Page 1
I D:c53KNt9S8dZANgLpvMEnZkyCd 11-7AjyJ Om EIIrScZJ RQEBgYly3d4olbnHyvyGyXoyMbjm
1 2-44 I 1 2-6-0
Scale=1:40.3
1.5x3 II
4x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x6 FP= 3x6= 1.5x3 I I
1 2 3 4 5 6 7 6 9 10 11
NI
°z•Nis i...... e7 .,44,,,N...
.4444N
0
N.
d
N
18 17 16 15 14 13 12 .
1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5 = 3x8= 3x4=
23-1-4 I
I 23-1-4
Plate Offsets(XX)— [1:Edpe,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >848 360
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 12 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=1010/Mechanical,12=1010/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-1005/0,1-2=-1224/0,2-3=-1224/0,3-4=-2770/0,4-5=-2770/0,5-6=-3086/0,6-7=-3086/0,7-8=2175/0,
8-9=-2175/0,9-10=-2175/0
BOT CHORD 16-17=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246
WEBS 10-12=-1544/0,10-13=0/1151,7-13=-740/0,7-14=0/388,5-15=-370/0,3-15=0/789,3-17=-1127/0,1-17=0/1535
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
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OlaA. H -
EXPIRES:06/30/2017
November 4,2015
4I
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. will'
Design valid for use only with MiTek®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 properly incorporate this design info the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.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 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7911 Quality Cdleda,DSB-89 and SCSI Building Component Suite 109
Safety Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiehts,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816705
PL14-411_UPPER F17 Floor 16 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:34 2015 Page 1
I D:c53KNt9S8dZANgLpvMEnZkyCd I1-bN H KWknsW3zJE iueyj35yVE4U7RKFs68c7V3 EyMbj I
7-41 280 1 0418
Scale=1:40.7
4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5=
1 2 3 4 5 6 7 8 9 10 11 12
is '- 9 = - _AL_ e
N : 21
''11'
7N 2
0 L. NN aNNSir 7 , 20
19 18 17 16 15 14 13
4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4=
0-4-8r8
5-8 23-11-12
1 23-10-4 I
Plate Offsets(X,Y)— f19:Edoe,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.22 15-16 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360
BCLL 0.0 Rep Stress lncr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 13=1043/0-5-4,19=1043/Mechanical
FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0,
10-11=-2265/0
BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291
WEBS 11-13=-1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492,
2-19=-1125/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Refer to girder(s)for truss to truss connections.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
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EXPIRES:06/30/2017
November 4,2015
4
I
mil.
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1OPo3/2015 BEFORE USE.
Design valid for use only with M7ek®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 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 bracing MiTek'
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 ANSI/Till Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights.CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816706
PL14-411_UPPER F18 FLOOR GIRDER 2 1
Job Reference(notional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:34 2015 Page 1
1D:c53KNt9S8dZANgLpvMEn7JcyCdl1bNHKWknsW3zJEiueyj35yVBbUFiKQi68c?V3EyMbjI
0-1-8
1-5-12
31 4= 21 3x4 I I Scale=1:13.2
B
1.5x3=
"Up
0
0
1.5x3= NE
ii
rsi
i�
11111-1
3
V1 lag
1.5x3 II 3x6=
I 1-11-12 I
1-11-12
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 """" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:17 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins,
BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=240/0-5-4,3=240/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:3-4=-8,1-2=-280(F=-200)
4 8 • 2P if"9r."
7 SAT OREGO e,� <v
Q
90 ��SER \1 r
On A- Heck
EXPIRES:06/30/2017
November 4,2015
4 .r 1
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®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 properly incorporate the design into the overall N1iTek�
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 and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109
Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610
Job Truss Truss Type Qty Ply POLYGON
PL14-411 UPPER F79 R45816707
Floor 8 1
Job Reference(optional)
Pacific Lumber 8 miss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:35 2015 Page 1
I D:c53KNt9S8dZANgLpvMEnZkyCdl1-3Zrjk4oU HN5ArsSgYfEleA2R3uax3tyFNGl3bhyMbjk
0-1-8
1.5x3 II
H I 1-7-4 I
1 3k4= 2 Scale=1:13.2
MEI
MI\ II
III
,,
II
36 \0
IIJ
5 ■ �1
11111 .
W. 3
1.5x3 II 3x4=
I 1-11-12
1-11-12
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 ""` 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360
BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins,
BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=76/0-5-4,3=76/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
�/ -
870 2PE 9r
d111
yN rN
�Aj, OREG N q� �H
'pC 'M-ER AN �O
OS A.
HE‘" P
EXPIRES:06/30/2017
November 4,2015
4 4
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not
a truss system.Before use,the building designer must verify the opplicabilily 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 only.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,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heiuhts,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816708
PL14-411_UPPER F20 Floor Supported Gable 1 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:35 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCd 11-374k4oUHN5ArsSgYfEleA2S0ua03tRFNGI3bhyMbjk
Scale=1:18.7
1 2 3 4 5 6 7 8 9 10
♦ 0 0 0 0 0. 0 0 0 0
o d
0
N
a V Q - - a. a. e- O
20 19 18 17 16 15 14 13 12 11
I 11-4-8 I
11-4-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a Weight:55 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
REACTIONS. All bearings 11-4-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
(Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
fie\. <c., F9 /029
8 ! 2PE
(
y(el' i � N
'O. OREGO cy"-I'O�
90 cyf3ER \1
ps A- HECk
EXPIRES:06/30/2017
November 4,2015
4m 1
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 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,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M-Tek}
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 and properly damage.For general guidance regarding the Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,DSI-89 and BCSI Building Component 7777Suite 09
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1
Citrus Heinhts.CA 95610
Job Truss Truss Type Qty Ply POLYGON
PL14-411_UPPER F21 Floor • 3 1
R45816709
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:36 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-YIP5xQp62gD1 T0105NIXANabrHwUoKWObwUc87yMbjj
1.5xi II 0-7-12 I 2-6-0
1-15x3 II
1 2 4x4= 3 Scale=1:13.0
J L
0
csi
5 4
4x4= 3x4=
0(11--: 3-4-12 I
0. 3-3-4
Plate Offsets(X,Y)-- f5:Edge,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) l/defl Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360
BCLL0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc puffins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
t���� PRoFF•6,
•
,N �NGINE•F9 >
Q' 87022PE 9r
N
ySAT OREG�N ryo 4H
'�0 FMB ER 11 . .
OS A. H ;e4
EF
EXPIRES:06130;2017
November 4,2015
1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/032E.
n 015 BEFORE USE
Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for aindividual building coponent,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.Additional temporary and permanent bracing MiTek
a 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 ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heiohts,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816710
PL14411_UPPER F22 Floor 2 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jolt'2014 MiTek Industries,Inc.Wed Nov 04 07:49:36 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-YIP5xQp62gD1T0105NIXANabmHtbolmObwUc87yMbjj
1-3-12 2-6-0
Scale=1:24.9
1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II
1 2 3 4 5 6 7
H
d �
_ O' 9
L.
1&• 10 9
3x4= 3x5 = 3x5= 3x4 =
I'� 143-12 I
0-018
9--88 142-4
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360
BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(TL) 0.02 8 n/a n/a Weight:72 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0
BOT CHORD 10-11=0/426,9-10=0/1189,8-9=0/719
WEBS 6-8=-891/0,6-9=0/498,4-10=-263/0,2-10=0/682,2-11=-721/0
NOTES-
1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
<<-Q,ED PROFS.
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N R+
-7 x'02, OR EG N QittN
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EXPIRES:06/30/2017
November 4,2015
4
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.101032015 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,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate thu design into the overall MiTek
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 and property damage.For general guidance regarding the
7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtieda,DSB-89 and BCSI Building Component 7777
Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. 109
Citrus Heights.CA 95610
Job TrussTruss Type Qty Ply POLYGON
PL14-411_UPPER F23 Floor 7 845816711
1
Pacific Lumber&Truss Co., Beaverton,Oregon TeJob Reference(notional)
7.530 s Jul 11 2014 Mk Industries,Inc.Wed Nov 04 07:49:37 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCd11-0xzT9mgkp Lu5AcDf4Gmjb719hArXfAYgaE9gZyMtlji
�i Hs
Scale=1:36.6
4x4 = 3x4= 354= 3x4= 3x6 FP= 3x5=
1 2
°_ 3 4 5 6 7 8 9 10 11
$ 20 d
N
e a a a
19
18 17 16 15 14 13 12
455= 3x6 FP=3x6= 3x5= 3x8=
3x4=
I 21-6-12
21-6-12 I
Plate Offsets(X,Y)— 11:Edge,0-1-81
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 020 Vert(LL) -0.15 14 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360
BCLL 0.0 Rep Stress Incr YES WE 0.53 Horz(TL) 0.06 12 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E
LUMBER-
BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0,
8-9=-1975/0,9-10=-1975/0
BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146
WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
�5 �NGINEFR w0
4 87022PE of
�y< EGO "o wti
'9....-, ER \`
PCO
SA- HE-0
EXPIRES:06/30/2017
ri
November 4,2015
i
t
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIB-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®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 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 bracing MiTek*
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 tenses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
IIl
Job Truss Truss Type Qty Ply POLYGON
R45816712
PL14d11_UPPER F24 Floor Girder 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:35 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-U8WrM6gNaniKBPDon?Fofug5b1 GCxh3EzjCOyMbjh
0-1-8
H I 1-8-12 I I 2-0-8 2-6-0 1 Scale=1:38.6
3x4=
1.553 I I
1.5x3 =
1.5x3 = 354 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 3x6 FP= 3x4= 3x4 II
11
1 2 3 4 5 6 7 8m 9 10 ae
o_
zo
O
Z.4NN,
N
19 ° V< xxxxxx2xxxx xxxxxxxxxxxx xxJtJ xxxJtXxxx nyxxxxxxxxxx
18 17
16 15 14 13 12
1.553 II 3x6=
3x6 FP= 3x5= 355= 3x5= 3x6=
22-4-12
2-1-4 I 20-3-8
LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft UdPLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a Weight:117 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 20-5-0.
(Ib)- Max Uplift All uplift 100 lb or less at joint(s)15
Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC
1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/496,2-3=0/497
BOT CHORD 16-17=-301/21,15-16=-301/21
WEBS 2-17=-303/0,1-17=-694/0,3-15=-111/271,3-17=-364/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Non Standard bearing condition. Review required.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord.
The design/selection of such connection device(s)is the responsibility of others.
6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��G� R QFes
LOAD CASE(S) Standard 5� �GNGiNEF'9 cS/029
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \
Uniform Loads(pif)
87
Vert:
Vert:12-18=-8,1-2=-180(F=-100),2-11=-80
Concentrated Loads(Ib)
Vert:1=-336(F)
y <C‘ATOREG•NoN
0 ER \\
O
OSA
EXPIRES:06/30/2017
November 4,2015
4
.444
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an idividuall building
component,ino the overall
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporatedesign balding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Te °
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,055-89 and SCSI Building Component
Safety Information available from Truss Plate Institute,218 N.Lee Sheet109
Suite 312,Alexandria.VA 22314. Suite uite 1-l9iOhts,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816713
PL14-411_UPPER F25 GABLE 1 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:38 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl l-U8WrM6gNaITliKBPDon?FofyS5cfGEAh3EzjC0yMbjh
0-11.18
Scale=1:35.4
3x6 FP---,-
1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
a 38
2, d
N
N
a
e - - e - - 7\7, 7\;,, ,,,\7\7\A.--:- 37
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
3x6 FP=
1 1-4-0 1 2-8-0 1 4-0-0 1 5-40 1 6-8-0 1 8-0-0 I 9-40 I 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1
1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
(Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22,
21,20
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
'`<,Eo P R°FFOn
c. . �NGINE�'Q wQ
2
8 • 2PE I,9r
7 �'O), OREGO rrc)Qi•[/
9C ��$ER \1
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EXPIRES:06/30/2017
November 4,2015
1 I
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mil.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not
a 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 is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek`
o 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 AN5I/TPI1 Quark,Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109
Citrus Helot-its.CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816714
PL14-411_UPPER F26 Floor 3 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Wed Nov 04 07:49:39 2015 Page 1
I D:c53KNt9S8dZANgLpvMEnZkyCd I1-yK4DZRr?LbbbKUmbnV IEo0C4eV qJ?WKrHuiGkSyMbjg
1-0-4 1 2-6-0 I 0t8
Scale=1:41.5
4x6= 3x4= 3x4 = 3x4= 3x6 FP= 4x5=
1 2 3 4 5 6 7 8 9 10 11 12
e e = _
i� 3 :-I-
21'NS
0Z
N
N
7
V ` _� c.:1B - ,m. _ 20
19 18 17 16 15 14 13
3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4=
1.5x3 SP=
0- 24-4-12
0�-8 24-3-4
LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0,
10-11=-2315/0
BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316
WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=1045/0,2-18=0/1464,
2-19=-1200/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
��co t\GN F-. s/,2
87022P,441 91'
ySAT OR GON cy�,NI
41/P, FABER 11 'SOS A. HO;
EXPIRES:06/30/2017
November 4,2015
i ImmomitI
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE.
Design valid for use only with M7ekO 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 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 bracing Miiek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Cdleda,DSB-89 and SCSI Building Component
Suite 109
Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610
Job Truss Truss Type City Ply POLYGON
PL14-411_UPPER F27 Floor 845816715
2 1
Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(Optional)
7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:40 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-OWecnnsd6vjSydLoKCgTLDIHHvF6k7D_WYSpHuyMbjf
1-7-4 I 2-3-0
6018
Scale=1:23.3
1.5x3 I I
1.5x3 =
1.5s3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3
1 2 3 4 5 6 7
• — -,./11441x.. _0
13
ThrN o
0- � 12
10
9
3x4=
3x5= 3x5=
3x4=
I 13-5-12
13-5-12
LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 8 n/a n/a
BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0
BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608
WEBS 6-8=-783/0,6-9=0/450,2-10=0/547,2-11=-697/0
NOTES-
1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
3)CAUTION,Do not erect truss backwards.
'\CC��° PR°Fes
NGINE.A. 04,
2
_44 87022PE 9�
-7SAT OREGON cy� �(!�
$OBER \ O
VS A.
EXPIRES:06/30/2017
November 4,2015
__
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10103/2015 BEFORE USE.
Design valid for use only with Muck,connectors.This design is based only upon parameters shown,and is for an individual building component,not �J
a 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 o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSI/TPI1 Qualify Crifeda,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON R45816716
PL14-411_UPPER F28 FLOOR SUPPORTED GABL 23 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:40 2015 Page 1
ID:c53KNt9S6dZANgLpvM EnZkyCd 11-0 Wecnnsd6vj SydLoKCgTLDIJ4vl Ek8B_W YSpHuyMbjf
1-0-8
I 115x3 I I
1 3x4= 2 Scale=1:13.2
N
1.5x3 II 3x4=
1-3-8
0-0-3 1-3-8
LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
2)Gable studs spaced at 1-4-0 oc.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
cc' '�8'�70022PE 9f
N cv
5. �A OREG N ti9 4/
O
��on BER 1\ v."''A- HE CS
EXPIRES:06/30/2017
November 4,2015
_
111
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek
budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required forstablify and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteda,DSB-89 and BCSI Building Component
Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816717
PL14-411_UPPER F29 FLOOR SUPPORTED GABL 2 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:41 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1-uj C7tFsDrJZnw_uwLitRHUx IeUTbR81CCNpKyMbje
1 0-10-12
1.x3 II
1 3x4= 2 Scale=1:13.2
d 4
N N
r
4 �,�%
1.5x3 II 3x4=
p 1-1-12
0.63 1-1-12
LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 **** 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
2)Gable studs spaced at 1-4-0 oc.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
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November 4,2015
4
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I
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 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,not
a 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 is to prevent buckling of individual truss web and/or chord members only.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 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualfly Criteria,DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heiobts,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816718
PL14-411_UPPER F30 FLOOR SUPPORTED GABL 2 1
Job Reference(optional)
Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:41 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCd11 ujC_7tFsDrJZnw_uwLitRHU8leWfbRBICCNPKyMbje
1.5x3 II
i 4x4= 2 Scale=1:13.3
L
N
4 3
1.5x3 II 4x4=
0-9-12 I
0.¢4 0-9-12
Plate Offsets(X,Y)-- f1:Edge,0-1-81,f3:Edge.0-1-81
LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 4=19/0-10-0,3=19/0-10-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Slrongbacks to
be attached to walls at their outer ends or restrained by other means.
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EXPIRES:06/30/2017
November 4,2015
4sm.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. -
Design valid for use only with Welt®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 properly incorporate this design into the overall tenMiTek"
building design.Bracing indicated is fo prevent buckling of individual s web and/or chord members only. m
.Additional temporary and peranent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.1 Qualiy Criteria,DSB-89 and SCSI Building Component Suite 109
Safety lnforma8on available from Truss Plate Institute.218 N.Lee Street.Suite 312 Alexandria,VA 22314. Citrus Heicihts,CA 95610
Job Truss Truss TypeQty Ply POLYGON
PL14-411_UPPER F31 FLOOR SUPPORTED GABL 1 1 R45816719
Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional)
7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:41 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCd11-uj C7tFsDrJZnw_uwLitRHUoleTTbR81CCNpKyMbje
I 1-0-8 I
1.5x3 II
1 3x4= 2 Scale=1:13.2 1
7::,
I
♦•♦. •♦♦• ,•♦
1.5x3 II 3x4=
p 1-3-8
40-3 1-3-8
LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
2)Gable studs spaced at 1-4-0 oc.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
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EXPI RES:06/30/2017
November 4,2015
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with',Celt®connectors.This design is based only upon parameters shown,and is for an individual building component,not N
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.Additional temporary and permanent bracing MiTek•
B always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heinhts.CA 95610
Job Truss Truss Type Qty Ply POLYGON 845816720
PL14-411_UPPER F32 Floor Supported Gable 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:42 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCd11-MvmMCTttdWzABxVASdsxQegfDizfC19H_sxwLnyMt>jd
1 2 3 4 Scale=1:13.0
0
0
•
8 7 6 5
I 3-7-0 I
3-7-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a Weight:19 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr(flat) end verticals.
WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std(flat)
TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY
REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB).
(lb)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
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EXPIRES:06/30/2017
November 4,2015
i M 1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi
'F
Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,andis��n individual buildingm
coponent.not
a truss system.Before use,the building designer must verify the applicability of design parameters and incorporate the design into the overall MiTek�
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
6 always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qua81y Criteria,DSB-89 and BCSI Building Component Suite 109
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Hekihfs CA 95610
Job Truss Truss Type Qty Ply POLYGON
PLI431I_UPPER F40 Floor Supported Gable 3 1 R45816721
Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional)
7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:42 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdll MVmMCTttdWzABxVASdsxQegfcizjC1hH_sxwLnyMbjd
1 0-9-12 I
1.5x3 II
1 3x4= 2 Scale=1:13.2
c1o�
N N
.+w.s.�,.
4 � 4 s
•• •s .•�
1.5x3 II 3x4=
I 1-0-12 I
1-0-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code 1BC2012TrP12007 (Matrix) Weight:10 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except
BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
2)Gable studs spaced at 1-4-0 oc.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
��F,ED PROF
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EXPIRES:06/30/2017
a
November 4,2015
....... e
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®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.Additional temporary and permanent bracing Meek"
a 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 ANSI/T9I1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Suite 109
Cams Heights,CA 95610
Job Truss Truss Type Qty Ply POLYGON
R45816722
PL14 411_UPPER F41 Floor Supported Gable 1 1
Job Reference(optional)
Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Nov 04 07:49:42 2015 Page 1
ID:c53KNt9S8dZANgLpvMEnZkyCdl1 MvmMCTttdWzABxVASdsxQege_izeC1hH_sxwLnyMbjd
I 1-3-8
1.5x3 II
1 3x4= 2
Scale=1:13.2
_ o
N
♦♦.•♦♦.♦.•.•♦•♦♦♦♦♦'4•♦
1.5x3 II 3x4=
1 1-6-8 I
1-6-8
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 **'"` 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360
BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:12 lb FT=0%F,0%E
BCDL 5.0 Code IBC2012/TP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except
BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals.
WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
2)Gable studs spaced at 1-4-0 oc.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
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, .� $7022PE v�
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EXPIRES:06/30/2017
November 4,2015
t 1
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473 rev-10/03/2015 BEFORE USE. 1-
Design valid for use only with MiTek®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 properly incorporate this design into the overall MiTek".
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 and property damage.For general guidance regarding the 7777 Greenback Lane
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 7Suite777109
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
1 3j4 Center plate on joint unless x,yI 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property
offsets are indicated. (Drawings not to scale) Damage or Personal Injury
MEIDimensions are in ft-in-sixteenths.
inkApply 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 orX-bracing,is always required. See BCSI.
MMElilQ-T/76' 2. Truss engineer.For
wide bracing truss spacingmust,be individualdesigned lateralbyan braces themselves
4 p bramacing cg should be uire oor altrredp
1�� C(:: tive Tor I
ce
3. Never exceed the design loading shown and never
O �� stack materials on inadequately braced trusses.
12 O 4. Provide copies of this truss design to the building
For 4 x 2 orientation,locate c» c6-7 cse designer,erection supervisor,property owner and
plates 0-1i ' from outside BOTTOM CHORDS all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates. THE LEFT.
7. Design assumes trusses will be suitably protected from
* CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
Plate location details available In Mick 20/20 NUMBERS/LETTERS.
software or upon request. - 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 10.Camber is a non-structural consideration and is the
4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to
to slots.Second dimension is 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
in all respects,equal to or better than that
�j40000Indicated by symbol shown and/or Trusses are designed for wind loads in the plane 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 or less,If no ceiling is installed,unless otherwise noted.
established by others.
15.Connections not shown are the responsibility of others.
1 Indicates location where bearings
(supports) occur. Icons vary but O c 16.Do not cut or alter truss member or plate without prior
2012 MiTek®All Rights Reserved approval of an engineer.
illail■ reaction section indicates joint
number where bearings occur. 17.Install and load vertically unless indicated otherwise.
Min size shown is for crushing only. In 18.Use ofreen or treated lumber ma
11.- le
1 environmental,health or performanceorrisks.Consuse lt withit
Industry Standards:
ANSI/TPI(: National Design Specification for Metal project engineer before use.
19.Review all 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. IIII snot sufficient.
mileeke
BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with
Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria.
Installing&Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MlI-7473 rev.10/03/2015
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ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 11/25/14 T CALAL�rTIOac
PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL
DRAWINGS5019-A POLYGONINFORMATION.DESIGNER/ENGINEER OF RECORD
>FOR ALL F-LIRTHER pagifi. i.'::,. umber
PLAN. DRAWN BY: REVISION-2: FOR ALL NON-TRUSS
.
501 / A TO TRUSS CONNECTIONS.BUILDING
CHECKED BY: OF RECORD TO
DELIVERY LACATION: DESIGNS PPoOR 7 TO NTR�i1CtON. 9 TRUSS. . :' C(�'IylF. NY
SCALE: REVISION-3:
0.115"—1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.
Il CONFORMS TO DESIGN CONCQ*f
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❑REVISIONS NOTED
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ISSUE OA 7E: MOVE PLAN PROVIDED FOR TRUSS
BUILDER: ISSUE ONIY.P TO
POLYGON NW 11/25/14 TRUSS
STRRUC REAL
PROJE07 77TLE: REVISION-r: INFO GS FOR ALL FtHt1'NEFc ... .
5019-A POLYGON RESPONSRRP FOR ALL NON-TRUSS
BUILDING
DESIONER/ENGNEER OF RECORD
PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING
N� F ORDTao a Ri�� C�OMPAN Y
5019 / A I CHECKED BY: DESIGNS MOAPPCONSTRucrtON. R. T R U S
DELIVERY LOCATION: I SCALE: REVISIONS: -
0.115"-1'
AH designs are property of-Pacific Lumber and Truss. AU designs are null and void if not fabricated by-Pacific Lumber and Truss.
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111111This design prepared from computer input'by
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-I.00
TC: 2x4 HOOF 814815 LOAD DURATION INCREASE - 1.15 1-2-( 0) 50 2-5-(-37) 41 3-5-(-120) 127
BC: 2x4 KDDF 8148TR SPACED 24.0" O.C. 2-3-1-85) 59
WEBS: 2x4 KDDF STAND 3-4-1-10) 5
LOADING
TC LATERAL SUPPORT <- 12"0C. SON. IL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
8C LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX 80RZ ERG REQUIRED BRG AREA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12,0" 0.0" 0'- 0.0" -69/ 325V -29/ 788 5.50" 0.52 KOH' ( 625)
LL - 25 PSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 ROOF ( 615)
LIMITED STORAGE DOSS NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for ne0-5 psf) uplift at 24 "or spacilj
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 8 -1'- 0.0" Allowed - 0.160"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133"
MAX IC PANEL LL DEFL - 0.018" 4 2'- 1.8" Allowed - 0.273"
3-08-04 0-03-12 MAX IC PANEL TI. DEFL - 0.018" 4 2'- 1.8" Allowed - 0.315"
4 i' 4
12 MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2"
6.001 ' MAX H0RI2. TL DEFL - 0.000" @ 3'- 8,2"
1 .
Design conforms to main windforce-resisting
system and components and cladding Criteria.
M-1.5x3 4
.00 -,y Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,'
(All Heights), Enclosed, Cat,2, Exp.B, MNFRS(Di:),
load duration factor-1.6,
Truss designed for wind Loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - Al1
Scale: 0.5769 •
WARNINGS: GENERAL NOTES,unless othendse noted: • PR �
1.Builder and erection contractor should be 1.10.0d of all General Notes I.7111s design Is based only upon 81e parameters shown end II for an Individual J' ;!_�0'N 01,,,
Truss: A 1 and Wmninge before eonabucNon commences. building component AppllcabSty of Meilen parameters and proper 'i-i
2.2x4 compression web bracing must ba Installed where shown•. Incorperadon of components lbs rasponsIbihty of the building designer.
3.Adddanal temporary bracing to 3....stow,daring consbaetion 2.Design assumes the top end bottom chords to a laterally braced at J t .I s�. -s
DES. BY: LA Is the responsibilityof the motor.Additional permanent braeln of 2'o.u.end at 10'0.0.respectively unless braced throughout tisk length by
o continuous sheathing such es plywood oMeihmg(TC)and/or drywal(BC). r'
DATE: 11/25/2014 the overall structure Is the roapsootbllity of the bultding designer. 3.2xhoped bddging or lateral bracing required where shown♦0 ! ) '
4.No bed should be applIed to any component until after all bracing and 4.Inatalleden of Buse h dila responsibility of the respective conbaelar, + l/ .-, (_ t;.
•
SEQ. : 6125129 fasteners are complete and et no time should any loads greater than 5.Design assumes butaee are to ba used In a non-corrosive environment t l /
TRANS ID: 413157 design Isaac be applied to any component end are for"dry eondbon"Of use.
• 5.CompuTnls has no control over end assumes no reopoosibiBty for lite O.Decalw,for"d s rad beading at all supports*howl.Shim or wedge If n rlS)
fabrication,handling,sidpmanl and instagallon o1 components. 7.Deelgn assumes odeyuate drainage la Crovitlad. �.�� Q 'N���
j H.This design is furnished subject to the Ilmttations set forth by S.Plates shall be heated on both faces of truss,and placed so their oenter R r,' ' Y
j1�(lj III1I I1 �'��j l 11 I i�Il1 III(�11 TPWVPCA tel 8051,eagles of which vat be furnished upon request. Dies einndcat withzJoint center in lines. ,�": r', 1 i': u>J`
iI IINN{ I ( ( 8.foes indicate size caplets in Inches. L�
MITek USA,Inc./C xnpuTrus Software 7.0.6(1 L)E 10.For baste connector OM design values sea ESP-1311,FSR-19(113(MITek) �t G A N r4
EXPIRES:12M1/2014
in 1011This design prepared from computer inputiby
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1,00
TC: 2x4 KDDF F16BTR LOAD DURATION INCREASE - 1.15 1-2-(-84) 61 1-4-(-37) 39 2-4-(-120) 126
.BC: 2x4 KDDF F15BTR SPACED 24.0" 0.C. 2-3-(-10) 5
WEBS; 2x4 HOOF STAND
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LI( 25.0)+01( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG A(tEA
BC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD - 42.0 PSF 0'- 0.0" -20/ 168V -27/ 690 5.50" 0,27 ROOF ( 645)
3'- 10.5" -26/ 158V 0/ 0H 5.50" 0.25 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg)
ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spaci;,_g_J
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 i
MAX TC PANEL LL DEFL - 0.018" 8 2'- 1.0" Allowed - 0.223"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX IC PANEL TI DEFL - 0.016" 8 2'- 1.0" Allowed . 0.334"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HOAR. LL DEFL - 0.000" 0 3'- 6.8"
3-06-12 0-03-12 MAX NORTE. TL DEFL - 0.000" O. 3'- 6.8"
4 f 1
12 Design conforms to main windforce-resisting 1
•
6.00 1.7. system and components and cladding criteria.
Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,:
(All heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
load duration factor-1,6,
,
Truss designed for wind loads
r M-1.5x3 3 y in the plane of the truss only. i
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JOB NAME : 5019-A POLYGON - A2 ,
Scale: 0.5471
WARNINGS: OENBRAI.NOTES,unless otherwise noted:
.. .....
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far an individual .�".',,`.( iNsr fir
Truss: A2 end Warnings before construction commences. building component,Applicability of design parameters and proper
Y,
2.2nd cocompression web bracing must beMeteifed where ehovm+. tosorporaton ofcomponentla the res rip
mpr gpond,thy of the building designer.
3.Addlionol temporary bracing to Insure stability doting Combustion
2.Design assumes th¢top and bottom sherds to be laterally braced at /
DES. BY: LA Is the responsibility of the erector.Additional permanent braving of 2'o.s.and el 10'a c.nspeoWely mine brece4 throughout their length by /.^� .I s
continuous sheathing such a plywood aheethmD(TC)and/or drywat(BC). .r
DATE: 11/25/2014 the owns'structure N Vie responeibdity of the building designer. 3.2xImpact bridging or lateral bracing required where shorn++
SEQ. : 6125130
4.No bad should be opplled to any component unW after at bracing and 4.Instsilston of truss is the reaponalb9ity of the respective contractor, / r ��
fasteners are complete end en*time should any loads greaterthan 5.Design names busses aro to be used in*non-corrosive environment, - j {., •.. r L �'f"
TRAN$ I D 41315 7 design loads be applied to any component and are for'dry condloon^stone.
5.CongnTrus het no oonbol over sod assumes no responsbaddy for the 6•Design assumes fug bearing at ell supports shown.Shim or wedge H •
fabrication.Mndtog,shipment end Installation of components. necessary, a y 9 OREGON
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1 I n1p 6,Thfe Gatgn Is furnished subject to the IbNletone set forth by H.Plates shaesign l be locatedpuon bots feces of buss,and prated so their center �fL n �}
I��IIl111111111 Ii� 1) II'II 11 1111 I11 MTITF1fWMA In SCSI,copies of which willbe furnished upon GR USA,IOCJCompuTrus Softwarefi(4L) request. 10,For basic Inns eonneoto plate desige vdth joint neuter n valuta see ESR-1311,E88-1930(MReb) -- • 11'1 `1)i'
9 Digits Indica%size eF late to Inches.
fiGA.N.G �'.
EXPIRES:12f31/2014
MEW
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This design prepared from computer input!by
PACIFIC LUMBER-BC 1
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" ICOND. 2: Design checked for net(-5 pal) uplift at 24 "oc spacipg.f
TC: 2x4 KDDF 9148TR LOAD DURATION INCREASE = 1,15 Design conforms to main vindforce-resisting i
BC: 2x4 KIM' RIOBTA SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <- 12"0C. UON. LOADING • Wind: 140 mph, h-24.1ft, TCDL-4.2,11CDL=6.0, ASCE 7-10,:
BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 12,0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
DL OR BOTTOM CHORD = 10.0 PSF load duration factor=1.6,
Unbalanced live loads have been - TOTAL LOAD = 42.0 PSF Truss designed for wind loads 1
considered for this design. in the plane of the truss only.
LL - 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall UO,tr
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY t
7-07-14 _ 7-07-14
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JOB NAME : 5019—A. POLYGON -- A GABLE 0.2769
PR .
WARNetOS, GENERAL NOTES,unless otherotee noted: `'
1.Balder and erecaon contactor should be advised elan General Notes 1.This design Is based only upon Ni.perimeters shown and Is for an)ndheduel .�. NGt N Ei , .N
Truss: A GABLE and Warning.before wnabuceon commences, building component.Applicability of dellen parameters end proper f �i ; EJ
2.2x4 compression web bracing must be Installed where shown a. Incorporation of component Is Ola responsibility piths building designer. ��g�pt�, t] r
3.Additional temporary bracing to Nate Nab during oonslvotbn 2.Design assume the top end bottom ante tole Merely braced at ,w'a y f A
DES. BY: LA le the roepw sbegy of the ttecler,Addlaanel petmenent 6radng of 7 o.c.and a110'ex.reseed vely unless bread throu¢rout their length by ®::
continuous sheathing such es plywood sheatNng(TC)endlor dryvm9(19C).
DATE: 11/25/2014 the marsh studure to the respsnalbltty of the building designer, 3.Dr impact bridging or lateral bracing required where shown•+ l / 1
4.Na load should be seeded to any compenentvmd after all bracing and 4,Iestelladon of Wee k the»s ndbmry of Om respective conteNor, t I 2 -., ! (; '"
SEQ. : 612 5131 fasteners are complete and at no time should any loads greater then 5.Design assumes tosses ere to be used in a non.casroalne environment l t I
TRANS I D: 41315 7design loads be applied to orry component and are for'dry condition'of use.
5.CompuTme Ms no control over and assumes no responslbmty for the 8.OaHg^awumee NII beedng etre"PM"'shown,*rim"."411°Ii A /'
fabrication,handling,shipment and installation of components, Design
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6.This design Is hmdetwd wt4ad Io the limitations set forth by e.Plates shelf be roosted on both lases oPtnw,and placed so their center •�CW .j�:.2�
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1I)I III i 1 f1I �I��I I1l1I Ill)1I11 Inn TPVWTCA M ECM,poples of which van be hesitated upon request ines.
9.IOlplts hidi ate alas with Joint
f tptteh in Inch... • •
f11!11)t{ iINg1 I I` ( `I�I MITek USA,lnc./CompuTlw Software 7.6.6(hL)�E 10.For bask connecter prate design values see E5R-121I,EBR-1 tine(MlTch) . e+ANG. •
�,
EXPUBES:12/81/2014
JIIHHI ILII This design prepared from computer input,•by
PACIFIC LUMBER-BC )
LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 41111/DDF/Cq-1.00
TC: 2x6 KDDF 818820 20-05-04 GIRDER SUPPORTING 50-03-90 FROM 12-00-00 TO 20-00-00- 2=(-13024) 2952 8- 9=( -420) 1010 B- 1"(-8040) 1828 11- 5=1-47601 1/32
BC: 2x8 ROOF S5 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-0-11526) 2630 9-10-1-3122) 13964 1- 9-1-3258) 14498 5-12-0-1558) 6)56
WEBS: 204 KDDF 816820) 3- 4-4 -7682) 1874 10-11-(-I650) 7356 9- 2-1-5728) 1316 12- 6.1-7870) 1;22
2x6 KDDF 816810 A LOADING 4- 5a( -7682) 1874 11-12-(-1614) 7446 2-10=(-7342) 1708 6-13.1-5600) 1300
LL = 25 PSF Ground Snow (Pg) 5- 6-1-11672) 2674 12-13-(-3252) 14524 10- 3=0-14761 6596 13- 7-(-3406) 15(46
TC LATERAL SUPPORT <= 12"0C. 00N. TC UNIF LI) 50.0)+01,( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 560"71.1(-13606) 3084 13-14=1 -238) 1054 3-11={-4584) 1178 7-14-(-8394) 1908
BC LATERAL SUPPORT <- 12"0C. HON. BC UNIF LL( 525.0)+b1,( 377.0)= 902.0 PLF 0'- 0,0° TO 11'- 0.0" V 11- 4-1-2754) 11284
--'',- BC UNIF' LL( 0.0)+DL( 20.0)- 20.0 PLF 11'- 0.0" TO 20'- 5.2" V
{ 2 ) Complete trusses required. BC UNIT LL( 603.1)+DL( 410.1)= 1013.2 PLF 12'- 0.0" TO 20'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS)
nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279N 5.50" 15.53 ROOF ( 685)
9° oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625)
4' oc in 2 row(s) throughout 2x8 bottom chords,
9' oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,
VERTICAL DEFLECTION LIMITS: IL=L/240, TL-L/180
3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL - -0.160" @ 13'- 9.2" Allowed - 0.956"
1. 1 11 Max TL CREEP DEFL - -0.324" @ I3'- 9.2" Allowed= 1.3)1'
3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01
1 1 1 1 1 1 1 MAX 00RI2. LL DEFL = 0,028' @ 20'- 2.5"
12 M-4x12 12 MAX HORIZ. TL DEFL .‘ 0.046" @ 20'- 2.5" '
•
14.00 p14.00 Design conforms to main windforce-resisting
4.0"
4 system and components and cladding criteria.
Wind: 140 mph, ha24,1ft, TCOL-4.2,BCDL-6.0, ASCE 7-10,(All Height ), Enclosed, Cat.2, Exp,B, MNFRS(Dir)r
load duration factor=1.6,Trus designed for wind loadsin the plane of the truss only.
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JOB NAME : 5019-A POLYGON - A GIRDER
Scale: 0.2130 �}t,
WARNINOS: GENERAL NOTES,unless oaereise noted: ,. • PR^"r'F
1.Builder and erection contractor should be eddied nag General Notes 1.Tide design Is bend only upon the perimeters sham and It for en individual _ .E IN
Truss: A GIRDER and Warnings before eonsbucmon oommenon. building component.Applicabilityof design parameters and proper �' `V 4 sr.
2.2s4 oompreselon wets bonne must be installed when shoed'.. incelpereBorr of component is the responsibility of the building designer. i
DES. BY: LA 3.Additional temporary bracing to insure ehbEty during oonetrucUnn 2,Design ecaumee the top and bottom chords 10 be(Mosey bawd of t
is the reaporuxdBN oldie erector.Andiron permanent bredng of 2'o.e.end et 10'o.c.respectively mites braced throughout Ink length by ki
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DATE: 11/25/2014 the averse structure Is the responsibtiiry of the buildingdesigner. oontimrouI sheathing sued as Anon sheeaongtTC)andier drywell(BC). +����
0 3.2x Impact bridging or{eters)bracing required where,haemo+
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SEQ. : 6125132 4.No load should be epplied to any component ane)seer all bracing and 4.lnstee,Bon of truss is the respontibllity of the respective contractor.
fasteners are complete and at no time should any loads greater than 5.Design assumes tunes are to be used Inc nen-conodve environment, ( !,f/2-- =y, (47"
TRANS I D: 41315 7design roads be applied to any oomponers and are for"dry condition"of Ind
5.Ce retulrus hem no control over and ammo no responsibility for Ota 6,Design assumes hull bating el tie suppeM shown,Shim or wades ii -A' n •
fabrication,handling,shipment and installation of components• necessary, y.OR EQ
7.Design assumes cate on
drainage i,provided. `f .Ob
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PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5" COND. : Des gra c ec e. or net(- ps ) up t at ' 'oc spat ,g.1
TC: 2x4 KDDF 91HBTR LOAD DURATION INCREASE • 1.15 Design conforms to main windforce-resisting
BC: 2x4 KDDF H1SBTR SPACED 24.0" O.C. system and components and cladding criteria.
IC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=24.2ft, TCUL=4.2,BCDL=6.0, ASCE 7-10,:
BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(DiO),
DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6,
Unbalanced live loads have been TOTAL LOAD = 42.0 PSFRruss designed for wind loads
considered for this design. in the plane of the truss only. f
LL • 25 POP Ground SnOW (Pq)
Gable end truss on continuous bearing veil UON,
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrue gable end detail for .
complete specifications. •
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP —
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY .•
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WARNINGS: GENERAL NOTES,unlessotherr)se noted: \ r-`Q`N;•,
.
1,&sirdar and erection contractor should be advised of ell General Notes 1.This design In baud only upon the parameters shod and Is t«an IndHdual A5. ,•
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Truss: B 1 end Wanting*berate eansbudlon commences. building component Applicability of design parameters and proper
2.294 compression web bracing meat be lnetaaad where shovel+. ince:paragon of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure eebilly Wring construction 2.Design assumes the top and bottom shards to be IaatWy braced at �.•_ •p 'r; .
DES. BY' LA k the responsibility ty of the creator.Addmonel permanent hradn of 2'o w end at 1C o.a.respealtuaN unless brined t roughout bnirlengptBh1 by {,. s
pgcontinuous sheathing such me plywood sheathing(TC)and/or drywall C).
DATE: 11/25/2014 the evened structure Is the responsibility of the building designer. 3.2+Impost bddghg or Isterol bracing required ethers shown++ t/
4.No load should be applied to any component until ager ail bracing and 4.Inslsgetien of Wes Is the rosponsbgtty of the respective annular. • k t I z.-. • /( C-( '
SEQ. : 6125133 Isstenees ere eonlpiete end sine tams should any leads greater then S.Design assumes busses are to be used Ina oee'cenosMe environment,
design loads be applied to any component. and are for"dry full Waring
of use.
TRANS 1 413 57 S.Camparroc ha en oantrd aver and eeeorses no roapene b11M/for the 6.necessassumes ail baa Mg al as supports sham.Shim or wedge If
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EXPIRES:1.2(51/2014
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LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00
IC: 2x4 KDDF 91413TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-1-48261 1132 6- 7-1-286) 320 6- 1-(-5704) 1304 8- 4-1-11221 102
BC; 218 KDDF /148TR 2- 3a.(-3956) 1050 7- 8•(-782) 3052 1- 7=( -758) 3414 4- 9=( -368) 1448
WEBS: 2x6 KDDF 921 LOADING 3- 4•(-3956) 1050 8- 9-1-692) 3052 7- 2=1 -366) 1448 9- 5-) -758) 3114
2x4 ODE STUD A LL a 25 POE Ground Snow (P9) 4- 5.1-4826) 1132 9-10-1 -82) 304 2- 8-1-1122) 402 5-10=1-5704) 1104
TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLP 0'- 0.0" TO 13'- 11.5" V 8- 3-1-1522) 5686
IC LATERAL SUPPORT C- 12"0C. (ION. BC UNIF LL( 578.1)+DL( 413.1)- 991.2 PLF 0'- 0.0" TO 13'- 11.5" V
BC LATERAL SUPPORT <= 12"OC. UMBEARING MAX VERT MAX 0091 BRG REQVIRED BRG MBA
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIZS)
-',-- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 28911 5.50" 11,78 KDDF ( 625)
Join together 2 ply with 7"x,131 DIA GUN 13'- 11.5" -1668/ 7365Y 0/ OH 5.50" 11.78 KOBE ( 625)
nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ay
5" oc in 2 xow(s) throughout 288 bottom chords, (COND. 2: Design checked for nett 5 psi) uplift at 24 "oc apacii
9" oc in 2 raids) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LI=L/240, 11.1/180
9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEPL - -0.032" 8 6'- 11.7" Allowed= 0.6s2"
6-11-12
6-11-12 MAX TL CREEP DEFL - -0.065" B 6'- 11.7" Allowed = 0.8(59"
•
f f f MAX HORIE. LL DEFL • 0.004" 0 13'- 8.8" •
3-09-06 3-02-06 3-02-06 3-09-06 MAX NORIE. TL DEFL - 0.007" 0 13'- 8.8"
f f f f i
12 12 Design conforms to main wlndforce-resisting
M-4x6 system and components and cladding criteria.
14.00 V N 14.00 ,
3 4'0'r Wind: 140 mph, h•24.2ft, TCDL-9.2,BCDL•6.0, ASCE 7-10,
ii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii'),
load duration factor•1.6,
Truss designed for wind loads
i• n the plane of the truss only.
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JOB NAME : 5019-A POLYGON - B2
Scale: 0.2333 rray p
WARNINGS, GENERAL NOTES,anted otherwise noted: "G0 rRbpen
1.Odder and erection eonbador should be advised al se General Noise 1.Ns design Is based only upon the parameter'Mown and Is for en individual ,�� 0.1
Truss: B2 and donde.before conduction commences. building component,AppBceblOty of design perimeters and proper
2.2x4 cow-nylon web bracing must be!eddied where shown a. incorporatlon of component Is the reeponelbmry of the building designer.
DES. BY: LA
3.moons,temporary ent.tno to inter.siabgay during wosbudlon 2.Design assumes the top end bottom chorda Lobe latently braced at
le the responsibility of the erector.Additlonel permanent bredng of 2'o,o.and et 1g'o,o.ra cti etively unless braced g oughe l melt n pth by ® . hip A,
contlnuaus sheathing such ore plywood she ):._ . •.(-
DATE: 11/25/2014 the everen sauoture is the reepeestigfy of Me building designer. 3.24 impact bridging o eadng(T cheer odry ag(SC1•
4,Ne land should be appliedP ging or lateral braving resfdred ddre shown o a
SEQ. : 6125134 to airy component until ager d4 bredng end 4.metegegon of trues la the reapobe'4Ny of the respective contractor. �' y j
fasteners we complete and it no time should any loads greater-then 5.Deaton assumes busses ere to be used in a newtottosNa environment, / 2*.-.., C-4'
TRANS 1 B: 413157deeign loads be applied to any component and ere for*dry condition'Ouse.
B.compel,.Be.no control over and assumes no recp.nsmlXty for the 6.Design assumes fug bearblg at egauppert%shown.Shim or wedge If
rabdcesnn.hending,.hipment end lnstaaagon of components, neceuary. prodded.
gyp- �E � 4M
6.This design la Nrniehed subject to the Ilrnitdgens eel form by E.Platees sIgn assumes
all be Incl adequate
on bough facees of us,eplayed to their center /,er Imes.
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EXPIRES:1:2/31/2014
1111111111 This design prepared from computer input-by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" KC„OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacL j
TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting •
BC: 2x4 CODE 114BTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <. 12"OC. OON. LOADING Wind: 140 mph, h.25.7ft, TCD1-4.2,BCDLa6.0, ASCE 7-10,:
BC LATERAL SUPPORT <= 12"OC. DON. LI( 25.0)401) 7.0) ON TOP CHORD- 32.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.R, MWFRS(DiT),
DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.6,
Unbalanced live loads have been TOTAL LOAD - 42.0 PSFEnd vertical(s) are exposed to wind,
considered for this design. Truss designed for wind loads
LL +25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN Assumes SHEATHING
21-10-08 17-10-07 TO ONE FACE ONLY .
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JOB NAME : 5019—A POLYGON — C1Scale: 0.2018
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WARNINGS: GENERAL NOTES,unless otherwise noted: r`'. G1 N .:fir'396-
Truss:
1.Wader mid erection contractor should be advised yid General Moles 1.This design Is based only upon the panmeten shown and Is for en Individual J e— .
Truss: C 1 and Warnings before conbuWon commences. building component,Pop:kabala of deafen parameter*end proper
2.Zee compression web bracing must ba Installed when shown 4. bicorporenon of o0 onent b the respond:ray oft*buildingdesigner.
3.Additional temporary bracing b Insure stebllity during construction Z.Dadgn oases,;the top end bottom chords to be laterally bred a1 s f.® �,.,% (� .
DES. BY: LA is ttw m ora atlha eroaor.Addtonai permanent bradn0 0l 2'o.c.and at 1g•o.c.snob es
lyly unless braced throughout their lengqt1hh by f:°°s.r
p bitty continuous sheathing such n plywood sheaggng(TC)ender drywaA(8C).
DATE: 11/25/2014 the overall structure Is the responsibility atilt,*building deslgneu 3.2x Impact bridging or lateral bracing required where shown♦a !X� ( � (
4No load should he applied to any component until after ell bracing and 4.Matalleton of hoes is the responsibility of the respective cantnetar, j .t/ 2-•,.-.. /l `"I.`
.SEQ. : 6125135 fasteners are complete and et no One should enyloade greeter then S.Deslen assume;Susses an to be used Ina noneorro:ve environment, 1
design lairds be applied to any component cod are for"dry MI be n•Num
TRANS I D 41315 7 S.CornpuTNn hoe no control over and assumes no reeponeromty for the 6.Design assumes on basdog at al support*shown.BNm or wedge If A- c w�
• fabrication,handling,shipment end butane on of components. neaaaary. 7' c'p' 1''! Q�
T.Pelpiles hal b assumes cate us face h Imes,a '9
S.Thb design b furnished wgaotlo the Ilmllatans set forth by H.Plata steal be looted on both faces dimes,and placed no their center �(�: �.'
i IIIIII iIIII IIIA iiIII Ile IIIIN IIII ill lIII TPINNrCAM 9C81,copies of which v4nb.Nmiahetlupon request. OI l tndicaevdth le ofs eleln nhe. �- H ��
g.tune oincidte Gln of Stein Inose. •
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EXPIRES:12/21/2014
•
10111This design prepared from computer input;by
PACIFIC LUMBER-BC
•
LBMBEE h8800tF8pAEJONB See approved plans TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 i
TC: 2x4 HOOF 8168TR LOAD DURATION INCREASE = 1.15 1- 2"(. -491 78 10-11-(-379) 1555 1-10-1 -88) 62 6-14-( -177) 161
BC: 2x4 ROOF 0188TR SPACED 24.0" 0.C. 2- 3-(-1884) 434 11-12-(-394) 1939 10- 2-1-2077) 431 14- 7-( 0) 176
WEBS: 2x4 RDDF STAND 3- 4=(-19831 508 12-13-1-316) 1768 2-11=1 0) 574 7-15-1-1893) )73
LOADING 4- 5-(-1513) 496 13-14-(-254) 1460 11- 3-) -357) 131 15- 8-( -271) 178
TC LATERAL SUPPORT <- 12"0C. 1109. LL( 25.01+011 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1519) 481 14-15.1-258) 1173 3-12-( -162) 146
BC LATERAL SUPPORT <- 12"0C. 11011. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-1654) 429 12- 4=( -26) 469
TOTAL LOAD = 42.0 PSF 7- 8-) -104) 135 4-13-1 -750) 260
OVERHANGS: 0.0" 12.0" 8- 9-1 0) 50 13- 5-( -270) 1022 'i
LL - 2,5 PSF Ground Snow (Pg) 13- 6"( -372) 180
•
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECPS)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 0'- 9.0" -262/ 170W -319/ 354H 5.50" 2.73 RODE ( 625)
39'- 9.0" -302/ 180W .0/ OH 5.50" 2.89 KIM ( 625)
ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci)jj
VERTICAL DEFLECTION LIMITS: 11-1./240, TL-L/180
MAX LL DEFL - -0.096" @ 13'- 10.0" Allowed - 1.912"
MAX TL CREEP DEFL - -0.182" @ 13'- 10.0" Allowed - 2.589"
MAX LL DEFL - 0.002" 6 40'- 9.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" 0 40'-' 9.0" Allowed - 0.133"
MAX HORIZ. LL DEFL - 0.050" 0 39'- 5.5" _
21-10-08 17-10-08 MAX BORIS. TL DEFL - 0.078" @ 39'- 5.5"
T
3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 1 Design conforms to main windforce-resisting
f T 1 9' 1' '1 { •' system and components and cladding criteria.
12
6.00 p 14-4x6 '‘zZi 6.00 Wind: 140 mph, h-25.7ft, TCOL-4.2,BCDL-6.0, ASCE 7-10,'
4 D,r (All Heights), Enclosed, Cat.2, Exp.B, ISWFRS(Dic),
5 load duration factor=1.6, t,
;` Trues designed for wind loads %,
in the plane of the truss only. I
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39-09 0-11-15 i"
JOB NAME : 5019-A POLYGON - C3
Scale: 0.1386 '
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WARNINGS: GENERAL NOTES,unless othervdse noted: ,< �ty.
1.Bulkier and erection contractor should be advised of at General Notes 1.This design Is Hued only upon the promoters shomi and la for en Individual k'i
� ;Truss: C3 and Warnings before construction commences. bulhitnp component,AppOabIBy ofpdesign parametes and p er
2.2x4 compression web bredo5 n^rst be hrslddedWrote shown.. Incorporation of component ts the respondblltry olthe butding deeigDES. BY: LA 3.A ddmonal temporary bracing to Isure stabmly during construction 2.Design assumes the lop end botom chorda to W lateraly braced etle the rospandllry oftha eroclor.Addifaml pannenern brodng of 2'oo,end et tOoe.rospectiwly unlees braced ihrouhout Ihelr IeNby p ie ��
DATE: 11/25/2014 the ore ell structure is the roe onaPoll of building designer. centimetre abeetdng such is plywood iniad ng(TO)ander drywah(80). r, i
p nY p 3.2x fol'pint bridging or lateral bracing required where shown r
(-/-
SEQ. : 6125136 4.No load should he applied to any component until after all bracing and 4.Installation of frau h the reperoibNyof the respeoeve a ersstdor.
fasteners are complete end at no lime should any loads greater than 8.oeslgn assumes trueses are b be used in a noneonosivo environment,
C ��r.Z--:: /{'
TRANS ID: 413157design lasde be implied to any component end ars for"dry condition'of use.
5,CompuThva has no control over and assume*no roepaneiblliry for the
O.Design arawnee Ng bearing at all supports show.Shim or wedge If •
1�rr�
fabrication,hendibhg,shipment end insfagetion orcompanente. necessary. ep provided. may_, �nGGa� d
n
H.This design is furnished subject to the limitations set forth by e,Platees sn hall be Iocated adequate
faces of trus,ad placed so Reg anter ""77"j7�LS L Q
II�111 III liii IO III I��II 1111 ill TPWax USA,InGA in C/CnmpuTNs t copies of Software 7.8.8(1 L)-E h will be furnished upon nest lines coincide wit joint canter tine.
f 0.Farr Anile connectorplate
dosiguu inches. see ESR•1311,ESR-1866 OOP) . '"V,7�"7 2.�J.
EXPIRES:12/S1/2014
II(IIIIIIII1 This design prepared from computer input:by
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00
TC: 2x4 KEW 416BTR LOAD DURATION INCREASE - 1.15 1- 2=1 -491 78 11-12•(-538) 1786 1-11-1 -89) 98 15- 7-1 -409) )3.94
BC: 2x4 KDOF )1&BTR SPACED 24.0" 0.C. 2- 3-(-2198) 990 12-13.1-665) 2294 11- 2=(-2417) 1021 7-16-1 -55) 1998
WEBS: 2x4 HOOF STAND 3- 4=(-2410) 1129 13-14=1-575) 2171 2-12=1 -79) 711 16- 8•1 0)
12
LOADING 4- 5-1-2005) 1073 14-15-(-591) 2156 12- 3-1 -495) 185 8-17-1-3026) 1.30
TC LATERAL SUPPORT <= 12"OC. UON. Li( 25.0)4DL( 7,01 ON TOP CHORD = 32.0 PSF 5- 6-1-2002) 1070 15-16-1-770) 2418 3-13-1 -101) 203 17- 9.1 -263) 281
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-2607) 1185 16-17=1-079) 2426 13--14.1 --77991 4) 02
TOTAL LOAD - 42.0 PSF 7- 8.1-2903) 1227
OVERHANGS: 0.0" 12.0" 8- 9-1 -62) 151 14- 5=1 -669) 1460
LL - 25 PSF Ground Snow (Pg) 9-10=1 0) 50 14- 6.1 -921) 516
M-1.5x4 or equal at non-structural 6-15.1 -163) 675
vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ASEA
"• For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/ 299)) 5.50" 3,14 KDDF ( 625)
46'- 0.0" -344/ 2048V 0/ 011 5.50" 3,28 KDDF ( 625)
!COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.]
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.174" 8 29'- 11.0" Allowed - 2.234"
MAX TL CREEP DEFL - -0.329" 8 29'- 11.0" Allowed - 3.006"
MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL - -0.002" @ 47'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL - 0.079" 8 45'- 8.5" i
MAX HORIZ. TL DEFL - 0.127" 8 45'- 8.5"
21-10-08 24-01-08 Design conforms to mals windforce-resisting
{ system and components and cladding criteria.
f3-09-06 6-00-06 6-00-06 6-00-06 ' 6-00-06 6-00-06 6-01-15 5-10-13
4 f f T f f f f f Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10„
12 12 (All Heightsl, Enclosed, Cat.2, Exp.B, MNFRS(Di#),
6.00 p M-4x6 ' 6.00 load duration factor-1.6, 4
4, 0" Truss designed for wind loads
5 �r in the plant of the truss only.
'� 1
t
M-3x4 6M-3x4 M-5x6(5) r
M-5x6(5)
0.25" 0.25"
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M-1.5x3
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1
o
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1�M-9x6 M-�x4 1 '
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5-09-08 y 8-00-08 Y 8-00-08 y 8-00-08 8-00-08 y 8-00-08 l Y
,1
46-00 1-00
JOB NAME : 5019-A POLYGON - C4 Scale: 0.1226 p f1
GENERAL NOTES,unless onrar"dse noted: • % R��i42
WARuilder: r!,f r�
1.Builder and erection contractor shook be advised of ap Gonenl Notes I.This design is leaned only upon the parameters shown and is for an Individual ��J`'/.Ny'�N
Truss: C4 and Warnings baton construction sommences. building companerd.Applicability of design pwameha and proper �'
2.2x4 compression web bracing must be installed where she.•. Incorporation of component is the responsibility with.building dasrinat.
3,Additional temporary bracingto insure atabBAy during construction 2.Design assumes the lap and bottom chords to be Hteatiy bawd al .t1;,,e`s;�
P ry 2'es.and at 10'o.e.respectively unless braced throughout Meir length by 01,
DES. BY:: LA A
is the reaponsbillty of the erector.Additional permanent bracing of continuous sheathing such as plywood sh.addng(TC)sndlordrywall,eC).
DATE: 11/25/2014 Me overall sh,olure Is the responsMBity of Me building deoigner. 3.2x Impact bridging or lateral bracing required where shown e 4
4.No load should be eppned to any component until Oar all bracing and 4.loutspation of truss is Me responsibility of the raspeetive contractor. -�./ --.. C4-:-
TRANS
. 612 5137 fsstenan ere complete and al no time should any loads greater than 6.Design esmtm1$busses ere to be used m a non<otfeerve environment
TRANS I D• 41315 7 design Inds ba applied to any component and are for"dry condition"of use.
• 6.ConpdTrus has no control over and assumes no responslbedy for the 6.Design assumes nigbesrang el eg supporta shown.Smm or wedge It
febdoellen,handling,shipment and ineta11allon of components. Dashmery. �.d` OREQON d�
mP T.Daalgn helb el adequate dnMagetoftrussprovided. 4.? ()
1 1 6.This design Is furnished subject to the MRaaoa•set fort,by 6.Plates shag be located on both local of truss,end placed so Meir center 'T �,1
(I1till1 11111111111111111111 IIII TPUWtCA in BCSi,oapla•ofwhich will he furnished upon respect. tines coincide win.joint center Rum
-+ C`r i 11 �'
I11 O.DIOIS indicate she of plate M Inches.
MITe1c USA,Inc/CompuTrus Software 7.6.6(11)-E In.For basic connector plate design values ewe E8R-1311.ESR-1988(M(TaA)
hA AA,,
EXP IRES:1211/2014
11E 1111111 This design prepared from computer input;by
IN PACIFIC LUMBER-BC
LEMMA h8BEHIFSPATHONS See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KEW LOAD DURATION INCREASE .. 1.15 1- 2-( -49) 78 11-12-1-533) 1786 1-11=4 -89) 98 15- 7-4 -409) ,
DF R94
BC: 2x4 KDDF R1sHTR SPACED 24.0" O.C. 2- 3-(-2198) 990 I2-13=1-665) 2294 11; 2-4-24171 1021 7-16=4 -55) 198
WEBS: 2x4 SOUP STAND 3- 4-(-2410) 1124 13-14-(-575) 2171 2-12-( -79) 711 16- 8-1 0) 202
LOADING 4- 5-(-2005) 1073 14-15-4-5911 2156 12- 3=4 -495) 185 8-17-(-3026) 1130
TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+D4.( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-2002) 1070 15-16-(-770) 2418 3-13-( -101) 203 17- 9-( -263) 281
BC LATERAL SUPPORT <= 12'0C. 003. DL ON BOTTOM CHORD - 10.0 PSF 6- 7.4-2607) 1185 16-17=(-879) 2426 13- 4-( -79) 402 f
TOTAL LOAD - 42.0 PSF 7- 8.1-2903) 1227 • 4-14-4 -699) 431 1
OVERHANGS: 0.0" 12.0" 8- 9-) -62) 151 14- 5-( -669) 1460
LL - 25 PSF Ground Snow (Pg) 9-10-) 0) 50 14- 6=( -921) 516 ,
6-15=1 -163) 675
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE 80.IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/• 2991( 5.50° 3.14 KDDF ( 625)
46'- 0.0" -344/ 2048V 0/ OH 5,50" 3.28 KDDF ( 625)
,
COND. : Design checke• or net(- pa ) up ft at 4 oc spacinq,3
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-1/180
MAX LL DEFL - 0.174. 8 29'- 11.0' Allowed - 2.254"
14AX TI. CREEP DEFL - -0.329" 8 29'- 11.0" Allowed - 3.006"
MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" 8 47'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" •
MAX HORIZ. TL DEFL - 0.127" 8 45'- 8.5"
21-10-08 24-01-08 Design conforms to main windforce-resisting
13-09 06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 1 system and components and cladding criteria.
1 1 1 1 1 1 1' 1' 9' Wind: 140 mph, h-25.7ft, TCDL-4.2,11CDL-6.0, ASCE 7-10,.`
12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
6.00 G' ®6.00 load duration factor-1.6,
4.0" Truss designed for wind loads j
5 in the plane of the truss only.
M-5x6{S) M-3x4 3 1 s-3x4
M-5x6(9) (
l
in
0.25" 0.25"
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l 1 6 Y ,I- y y t
y 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08
46-00 y l
1-00 j
JOB NAME: 5019-A POLYGON -- C5
Scale: 0,1226
,gin Pfis
WARNINGS: GENERAL NOTES,unless omerwlse noted: d
I.Builder and auction confronter should be advised of all General Notes 1.This design Is bused only upon the parameters shorn,and Is far en Individual : iiirw
Truss: C5 end Wemings before construction oommoneas. building component.Applloabiltly of design perimeters and proper
J .. � s'V
2.2x4 compression web bracing must be Installed where oncost v. Incorporation of oomponent is me responsibility of me building designer. r�_�` titf
2.Design assumes the topand bottom chords to a lateral 1
DES. BY: LA 3.Addidonal temporary bracing to Insure debility during construction laterally braced a
Is the respondhigy of me erecter,Additional permanent bracing of 2'o.e,end at 10'GALring erich respectively unless braced mrougbam Blair length_o� by !.-!11 ./ ,�s
DATE: 11/25/2014 me overall structure Is the responsffiII of the bulldogdesigner. 09nsnuous sheathing such n plywood ehtamlrtp(1'C)andlor dryaau(S7. r,
' 3.2x Impact bridging or lateral bracing rewired wAare shown t+ •
S E 61251384.No load should be*poled to ony component ter Mer et bracing and 4,tnslelladdillies is the reepomibllily of the reepeotWe contractor,
Q• fasteners are complete end sloe lime should any loads greeter man 9.Design assumes trusses are to be used In a noneorrosNe environment, t . /12-- /:. l
TRANS ID: 413157design loads be appeed to snycomponent end are for dry condition clues.
S.Compuirus hu no control over and assumes no responsibility forme 6.Design assumes tug bearing at a9 supports shown.Shim or wedge If ;
fabrication,handling,shipment end Installation of component',
necessary. •f OREGON 0
7,Design assumes adequate both
Page is f trussed, v
H.This TCA SiCSI.nfurnished esofsubject to the ll be
set toren by 8.Plates shag be located on bent feces o!truss,and placed so melt anter n Q.
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EXP IRES:1200.1/2014
1111111 This design prepared from computer input#by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 0111/0DB/Cq=1.00
•
TC: 2x4 KDDF NIRBTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 12-13•(-582) 1894 2-12-) -214) 225 8-17-) -54) 196
BC: 2x4 ROOF 8148TR SPACED 24.0" 0.C. 2- 3"( -52) 88 13-14-(-686) 2347 12- 3=(-2486) 954 17- 9-( 0) 104
WEBS: 2x9 ROOF STAND 3- 4-4-2290) 991 14-15=C-S87) 2202 3-13.) -531 658 9-18.4-3044) 1138
LOADING 4- 5•(-2451) 1129 15-16=(-599) 2175 13- 4-( -439) 161 18-1(l"( -263) 281
TC LATERAL SUPPORT <- 12"OC. UON. LL) 25.0)+01.) 7.0) ON TOP CHORD • 32.0 PSF 5- 6-(-2025) 1077 16-17-(-777) 2435 4-14=( -126) 194
BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF. 6- 7-(-2023) 1079 17-18=1-884) 2440 14- 5"( -71) 431
TOTAL LOAD - 42.0 PSF 7- 8.4-2627) 1193 5-15") -723) 440
OVERHANGS: 12.0" 12.0" 8- 9.(-2920) 1214 15- 6=) -675) 1479
LL - 25 PSF Ground snow (Pg) 9-10•( -62) 151 . 15- 1•) -920) 516
10-11-( 0) 50 7-16=( -1631 674
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8.1 -407) 293
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. •
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI_S)
0'- 0.0" -345/ 2056V -335/ 3100 5.50' 3.29 ROOF ( 625)
46'- 3.0" -346/ 2057V 0/ ON 5.50' 3.29 KDOF ( 6251
ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL•L/240, IL=L/180 '•
MAX LL DEFL - 0.002' @ -1'- 0.0" Allowed= 0.100"
MAX TL CREEP DEFL • -0.002" @ -1'- 0.0" Allowed • 0.133"
MAX LL DEFL - 0.177" 8 30'- 2.0" Allowed - 2.257"
MAX TL CREEP DEFL - -0.335" @ 30'- 2.0° Allowed - 3.022"
MAX LL DEFL = 0.002" @ 47'- 3.0' Allowed - 0.1i0"
MAX TL CREEP DEFL - -0.002" 8 47'- 3.0" Allowed - 0.133"
22-01-08 24-01-08MAX HORIZ. LL DEFL = 0.081° 0 45'- 11.5"
{ MAX HORIZ. TL DEFL - 0.130' @ 45'- 11.5"
{4-00-06 6-00-06 6-00-06 6-00-06 { 6-00-Od 6-00-06 6-01-15 5-10-13 Design conforms to main windforce-resisting
.( ( i' �( { { '( { l' system and components and cladding criteria. ,
12 12
6.O0I " M-4x6 36.00 Wind: 140 mph, ti-25.70t, TCDL=4.2,BCDL-6.0, ASCE 7-10,'
4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di;'),
6 ,' load duration factor-1.6,
..„6-00-06
Truss designed for wind loads
t in the plane of the truss only.
M Sx6(S) M-3x4 -3x9 M-5x6(5)
W 0.25""/ 8.25"
t
.i:, M-4x4
M-3X83 ` .
M-1.5x3 t
� \ / \�\ i.5x3 10 •
12 M-4x6 M- x4 d 25" M-3x8 0.2 M-13x4 M-5x6
M-5x6(S) M-5x6(S) •
Y Y 3, Y 3, Y Y '
Y Y 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 1
YY '
1-00 46-03 1-00
JOB NAME : 5019-A POLYGON - C7 Scale: 0.1886
c °IO.PR�)pp
WARNINGS: GENERAL NOTES,unless oterotee noted: hi:.
" " •G(� S
1.Builder and erection contractor ahold be addend of a8 eanerd Notes 1.This design In beset only upon the parameters shown and la for en indivbud N. <
Truss: C7 and Warnings before eenetmotion commences. building component Appilabily or design parameters end proper
2.2.4 compression web Med must be intoned where shmM+. incorporation of component le the re.pponslbl0ttyy of the building designer,
"'p "g 2.Desiign assumes the top and bo tom drordo taleltea lly bnady3.Adoleonai temporaryening to Inure stability dudng eonetruegon 2'o.e.ad e10oc.rte etlwl uniaa breeed Ihrou heal shell lengggg�i b "
DE 8. B'f: LA Is the reopenmblary of the*rector.AddVnesi permanent bracing of continuous sheagdng such a plywood sheagdng(TC)endror Greenlee).
DATE: 11/25/2014 the ovra8 structure Is the responslbmty of the building designer. J.2x impact bridging or(stern Mednm rented whete shown++ I
4.No land should be applied any comment until cog bracing end 4. flab edon ellmes la Me mpenBMiry at the rapecNa contractor. .r. I/7.---_• (,• "
SEQ. : 6125139 fasteners ere complete and at no lime should any loads greeter than E.Design assumes buaees are to be used to a noaoonoslve environment. L
design loads be appnad to any component and aro for'dry condition"of use.
TRANS ID: 413157V.andlenshamesobdben"ofua8wppedaahorm.shlmrweageII ' OREGON 8.CempuTn+s has no eentrol over and mums no responsibility for the •
necessary. (P
tebrleaeon,handling,shipment and lnstalpgon of components. 7.Design assumes adequate drainage is prodded. 7.f� n(�-
IIIDI fe II N 1 Ike{ 8.This design 1►furnished subject to the ilmllseons set foyer by 8.Males shell be locatedonboth fossa of Yues,end placed coo their anter - 'L41 11 . " ,• 6
Ili INI1 IIID 111111
I 1 Ill ill 11Ii SII SII Milch TIVIUSA Ino.(COA in Beth.copies of which Ittil be ompuT 6 Software 7.Behsd`'E request. lines coincide weli Joint centerlines.
10.For boloo conn�ar Pfau design values see EOR-1371,ESR-1 NHb WOO . �Gr 7A A' ,
ii Ilff III 11 flfl ffll N ! I a 'GANG,
EXPIRES:1.2A11/2014
1E111111Thisdesign prepared from computer input1by
f PACIFIC LUMBER-BC
•
•
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DD£/Cq"1.00 •
TC: 2x4 K00F 814818 LOAD DURATION INCREASE • 1.15 1- 2-1 0) 50 14-15•( -925) 2784 2-14-) -2681 286 19-10•1 -229) 191
BC: 2x4 ROOF 81&BTR SPACED 24.0" O.C. 2- 3•) -63) 155 15-16•( -837) 2745 14- 3-1-3162) 1193 19-11•) -219) 1115
WEBS: 2x4 RODE STAND; 3- 4-1-3032) 1298 16-17'.) -679) 2426 3-15.( o) 211 11-20-(-4570) 1774
2x4 RODE STUD A; LOADING 4- 5•(-2740) 1256 17-18•) -577) 2143 15- 4•( -58) 189 20-12•) -276) i74
2x6 RODE 1)2 8 LL( 25.0)+13L( 7.0) ON TOP CHORD • 32.0 PIP 5- 6•(-2160) 1143 18-19-4-1039) 3141 4-16•) -399) 285
DL ON BOTTOM CHORD - 10.0 PSF 6- 7•(-2131) 1161. 19-20•(-1455) 3744 16- 5.1 -160) 653
TC LATERAL SUPPORT <- 12"OC, UON. TOTAL LOAD • 42.0 PSP 7- 8•(-2682) 1362 5-17=( -907) 514
BC LATERAL SUPPORT <- 12"OC. UON. 8- 9•(-2688) 1258 17- 6•( -802) 1638
LL • 25 PSF Ground Snow (Pg) 9-10•(-5235) 2116 17- 7•( -790) 554
OVERHANGS: 12.0" 12.0" 10-11•(-5254) 2022 7-18») -367) 774 •
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12.1 -59) 118 6-18.) -236) 196
LIVE LOAD AT LOCATION(S)'SPECIFIED BY IBC 2012. 12-13•( -5290:00128.
2) 62 i8- 0-(-3:2-1:393285343:46
1344) 594
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
9-19•( -935) 2622
BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS 522E $0.IN. (SPECKS)
0'- 0.0" 359/ 2144V 321/ 323N 5.50" 3.43 KDDF { 525)
48'- 3.0" -361/ 2I49V 0/ OH 5.50" 7.45 KDDF (1435)
COND. : Design c ec e" or net( ps ) up o t at oc spat ii l
•
VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180
MAX LL DEFL • 0.002" 8 -1'- 0.0" Allowed • 0.1-30"
MAX IL CREEP DEFL - -0.002" 0 -1'- 0,0" Allowed • 0.113"
MAX LL PEEL - 0.340" 8 32'- 2.0" Allowed • 2.357"
24-01-08 24-01-08 MAX TL CREEP DEFL - -0.633" 8 32'- 2.0" Allowed • 3.156"
1 1 MAX LL DEFL - -0.002" 8 49'- 3.0" Allowed • 0.100"
6-01 6-00-10 5-11-01 6-00-13 4-00-12 3-11 3-11-083-11-083-11-084-03-09 MAX TL CREEP DEFL = -0.002" 8 49'- 3.0" Allowed • 0.113"
f 1 1 f f f 1 1 1 f 1
12 12 HAX HORIZ. LL DEFL • 0,187" 8 48'- 0.2"
6.0017 M-4X6 6.00 MAX DORIZ. TL DEFL - 0.311" 0 48'- 0.2"
4.0"
G Design conforms to main windforce-resisting
;� system and components and cladding criteria.
7M-3x4
M-5x6(8) M-3x45 M 6X8(S) Wind: 140 mph, h•25.7ft, SCDL•4.2,BCDL•6.0, ASCE 1-10,:
SM-1,5x3 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dif),
rn 0.25" 0.25" Trusaddesignedfforowirtd6loads i
ii 4.. lin the plane of the truss only.
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JOB NAME : 5019-A POLYGON - C8 Scale: 0.101• 8
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WARNINGS: GENERAL NOTES,unless omerv4eenoted: . <• C r`V'
1.Builder and emotion contractor should be advised of a5 General Notes 1.Thai dealgn Is band only upon tiro ammeters shorn and A for an individual hi
QII�{TruSS: C8 and Wemts before conseuclon commences. building component Applicability ofdesign parameters and proper2.2x4 compression web brecnp st be Installed where shorane. IneorperaOen ofeomponentla the responsibmty ofthe building deigner.
3.Additional tempotary bradrg to inWm slebilty dudng oonswuteon 2.Deaipn seams.Ore top and bottom;horde tobe Iaterek breed atDES. BY: LA Is the responsibility ofthe erector.Addgonal pennonantbracing of 2'ee.and al 10c.o.respectively unlss braced throughout their lengkr by ,: 1 e a.
w40nueua sheathing such as plywood sheathing(TC)endfor drynwl C). .r
DATE: 11/25/2014 the overall towhee Is the responsibility of the holding delgaer. 3,tc impact bridging or lateral brachy required where shown**
4.No load shod be applied to city component until atter all bracing and 4.Installation*lbws Is the responsihnly of the respective contreator.
SEQ. : 6125140reeteners are complete end at no time should any loads greeter than 5.Design assumes busses em to housed In a non•cerrosive environment / j �.
design loads be applied to any component. end are for"dry wndleror cruse.
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TRANS 2[]: 41315 7 5,Can pulluc hes no control over and acumen no responsibility for the 5.Design assumes tug boating at all supports chore.Shim or wedge H
fabrication,handing,shipment and InsteNatlon of components. •
necessary. • '✓fes.' GREG CSN
7.Design assumes adequate drainage is provided. .� 0
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EXPIRES.:1.261/2014
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II#I lI PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48`- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 81&BTR 10AD DURATION INCREASE = 1.15 1- 2-) -63) 135 13-14-) -938) 2787 1-13-) -155) 198 8-18-) -935) 2622
BC: 2x4 KDDF 814BTR SPACED 24.0" O.C. 2- 3-(-3035) 1335 14-15.) -8361 2746 13- 2-1-3164) 1257 18- 9-( -229) 191
WEBS; 2x4 KDDF STAND; 3- 4.1-2741) 1267 15-16•) -679) 2427 2-14-) 0) 211 18-10-) -222) 1117
2x4 NNW STUD A; LOADING 4- 5=(-2160) 1150 16-17-) -581) 2143 14- 3-) -88) 189 20-19-(-4570) 1774
2x6 KDDF 92 B IL( 25.0)551( 7.0) ON TOP CHORD = 32.0 PSI 5- 6-1-2132) 1161 17-18-(-1039) 3141 3-15-( -400) 292 19-11-( -276) 274
DL OH BOTTOM CHORD - 10.0 PSF 6- 7-(-2682) 1362 18-19-(-1454) 3744 15- 4•) -167) 653
IC LATERAL SUPPORT (= 12"OC. UON, TOTAL LOAD - 42.0 PSF 7- 8-(-2688) 1258 4-16-( -907) 514
BC LATERAL SUPPORT <- I2"OC. UON. 8- 4=(-5235} 2115 16- 5=( -808) 1639
LL = 25 PSF Ground Snow (Pg) 9-10-(-5254) 2021 16- 6-( -790) 554
OVERHANGS: 0.0" I2.0" 10-11•( -59) 118 6-17-( -367) 774
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12.0 -2) 62 7-17-( -236) 196
." For hanger specs. - See approved plans LIVE LOAD AT LOCATION(s) SPECIFIED BY IBC 2012. 17- 8•(-1344) 593
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM.OF 10 PUP. '
BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AOEA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIIS)
0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( 61:5)
48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (1415)
ICOND. 1: Design checked for net(-5 psf) uplift at 24 "oc spaciag.J
VERTICAL DEFLECTION LIMITS: LL-L/240, TL•1./180
MAX LL DEFL - 0.340" 8 32'- 2.0" Allowed - 2.367"
MAX TL CREEP DEFL - -0.633" A 32'- 2.0" Allowed - 3.116"
MAX LL DEFL = -0.902" A 49'- 3.0" Allowed - 0.1'30"
29^01^08 24-01-08 MAX TL CREEP DEFL • -0.002" A 49'- 3.0" Allowed - 0.143"
6-01 6-00-10 5-11-01 6-00-13 fi4-00-12 3-11 3-11-083-11-083-11-084-03-04� MAX xoRID. LL DEFL - 0.187" 0 48'- 0.2"
1 1 MAX HORIZ. TL DEFL - 0.311" 8 48'- 0.2"
12 12 Design conforms to main windforce-resisting
6.00(7' M-4x6 '7)6,00 system and components and cladding criteria, ,
4.0" Wind: 140 mph, h-2S.7ft, TCOLe4.2,BCOL-6.0, ASCE 7-10
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(AL1 Heights!, Enclosed, Cat.2, Exp.B, MWFRS(D11,
M-3x9 Load duration factor-1.6,
M-5
x6(S) M-3x4 6 M-6x8(S) Truss designed for wind loads
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JOB NAME: 5019-A POLYGON - C9 Scale: 9.1932
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WARNINGS; GENERAL NOTES,unless WMarwUanoted: t µlf V . '1.Budder end erection contractor Mould be advised of ell GeneralNotes 1.Tits design Is based only upen the parameters shown end Is for an Individual Gj.. NTruss: C9 end Warnings before construction commences. budding component.Applicability et design peremel ra and properiii.,,,s
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2.214 compression web Meting must be Installed where shorn". incorporation of component le Me responsibility of the budding designer.
3.Additional temporary bracing to Insure stability dung consbuction 2.Design assumes the top and hetlam chords to a literally braced at s
DES. BY: LA 2'o.o.and Si 10'a.c,reapedfvety unless braced tpoughout their length by /, p♦'e a .'
Is the responsiWily of t he mentor.Mdltonol permanent bradng of eonenuoua ah eating such as plywood stroeWdng(TC)andlor drywall(c),
DATE: 11/25/2014 the overall structure is Me responsibility oldie building designer. 3.2x Impact bddging er lateral bracing required where shown e♦ L .,r
4.No bad sheutd be applied to any component until agar al bradng and 4,Installation of tress Is the respaeelbmty of the respects.contractor, ( // I (4
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SEQ. : 612 51 A 1 fasteners an.complete end etre Sme should any bads greater Men 5.Design assumes tunes are lobe used In a non-oono9va environment. I! -.1' ./ (
design loads be applied to any component. 9nd are for'dry nondmort"of use,
TRANS I D: 41315 7 5-ConpuTers has no control over and names no responsibility for the 6.Design assumes NN bearing at al supports shown.Shin or wedge if
febdcadon,handing,shipment and InslelleIon of components, neeeaeary, p •
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B ]1 I.This design Is finished alibied to the Want set fedi by D.PPtsDetesnshallbealocateduon both Tags of provided.
and placed so their center 4•T . e.,�
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EXPIRES:1.201/2014
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PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci;t-y'j.
TC: 2x4 RDDP 81411TR LOAD DURATION INCREASE - 1.15
BC: 2x4 KDOF 0140TR SPACED 24.0"O.C. Design conforms ntoe main and claddingresisting
system and components criteria.
TC LATERAL SUPPORT c• 12"0C. UON.
BC LATERAL SUPPORT c= 12"0C. UON. LL( 25.0)+0L( 7.01 ONTOPCHORD • 32.0 PSF Wind: 140 mph, h•25.ifING
.2,8CDL•6.0, ASCE 7-10,i
DL ON BOTTOM CHORD • 10.0 PSF (All )weights), Enclosed, Cat.2, Exp.B, MWFRS(Di;),
Unbalanced live loads have been TOTAL LOAD • 42.0 PSF load duration factor•I.6,
considered for this design. End vertical(s) are exposed to wind,
LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U9N.
REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. M-182 or equal typical at stud verticals. ";
BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAb. TOP complete
to CompuTrus gable end detail forplete Specifics titins.
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AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY 4
24-01-08 24-01-08
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JOB NAME : 5019—A POLYGON — C10 -
Scale: 0.1736
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WARNINGS: GENERAL NOTES,mete otherwise noted: ,c
1.Builder and erection contractor ahotdd be advised of el General Notre I.This deeign is based only upon the paramaten shown end la Mr an individual - `. Iw'Cr KpTrusS: CI0 and Wemin0s before construction commences. buliding component Applicability o/design parameters and proper � t N 11Y''' -
2.2z4 compre sion web bradng mutt be insteeed where shown r. Incorporation of component is tie responsibility of Ole bstlding desigpnner. VDES. BY: LA 3.Additional temporary bracing to Insure Nabisty during conobvction 2.Doeine essumea din tipendbnhamsherdsre alaterallyt nsedat /Ie reins roepansfbl ay of Fa erector.Addltlonel permanent breuln of 2'"-°-and at 10'o a+espactivefy unless braced tltroughout tlroh t bya f, ,g continuous sheathin such as e •oa�S
DATE. 11/25/2014 the overall structure le the reeponeibility of the building designer. 3.2z Impact bridging sheathing
lateral bracing rrequired*rrem shown and/or C).
S E 612 5 2 4 2 4.No load should be applied to any component areal ever at bracing end 4.Installation et rues h Ore re enelbitty of the respective contractor. r /
Q• featenen are complete end et no time should any bads greater than 5.Design assumes bosses are to be seed in•non-corrosive ee*enment, 1/ --.. 6' 4--
SEQ.
TRANS I D• sad era for dry condition'of use.
• 5.CarnpuTrue hoc nil antral over and aaeomea tie responsibility for the H.Design assumes trill bearing et e8 supports shown.Shim or wedge if
fabrication,hendeng,shipment end installation of components-
necessary. rt p OREGON
S.Thte design is furnished tubed to the nedse00ns set truth by 8.Plates.Dodge'stymie
bealocatedplon booth drainage
ottruss sand placed so their center Wth joint center fine,.
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EXPIRES.
:1261/2014
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PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.3" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacil
TC: 2x4 KDDF 1168TR LOAD DURATION INCREASE a 1.15Design conforms to main windforce-resisting
BC: 2x4 KDDF 1148TR SPACED 24.0" O.C, system and components and cladding criteria.
TC LATERAL SUPPORT 4. 12"0C, DON. LOADING Wind: 140 mph, ha20ft, TCDL"4,2,BCDL-6.0, ASCE 7-10, •
BC LATERAL SUPPORT <- 12"0C. VON. LL( 25.01+DL( 7.01 ON TOP CHORD . 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.A, MWFRS(Di;),
DL ON BOTTOM CHORD - 10.0 PSF load duration factorm1.6,
TOTAL LOAD a 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL - 25 PSF Ground Snow (Pg) •
Gable end truss on continuous bearing wall DON,
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals, I
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer•to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
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JOB NAME : 5019—A POLYGON — El .
Scale: 0.6951
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WARNINGS: GENERAL NOTES,unless otnere4ss noted: r_N C 1
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1.Golder and erosion contactor should be advised of an General Notes 1.Ibis design is based only upon me perimeters shown and he for en individual •J. f ;.
Truss• El and Wemines before construction commences. bulling component.Appleabilty of design peemetete end proper `'
2.2x4 congression web bracing must be Installed Wm re shown+. Incorporation of component Is the responsibility of the building designer,
2.Dmitri assumes the top and bottom chorda tope laterally braced al el
].Additional temporary bracing t Mauro stability during construction Y o,�o,and 2110'0.0.respectively unteas braced throupth�vhd Bhelr Nnq9h by ,'1 p, e a I _ .
DES. BY: LA is the rupone@Ety of the ereotr.Additional permanent bracing of continuous sheathing such as plywood eheatltin"(TC)and/or drywall(80).
DATE: 11/25/2014 the overall structure he the responsibility of the building designer, 3,2x Impact bddgha or lateral bracing required where shown++
4.No load should be applied to any component unlit after.1 bracing and 4.InslaSetton of ties Is the responsibility of the respective contractor, rI ..
SEQ. : 612 519 3 fasteners are complete and at no Imo should any loads greeter then s.Design assumes tuxes era to be used l e noneonoahe amironment `' I TRANS2
ID: 413157 design bads bo;polled to any component. end ars for"dry condition'of use.
• 9.CompuTms has no control over and assumes no responsibility for the 6• ��assumes full bail"at N support shown.Shim or wedge If
fabrication.handlhrg,shipment and lalapaeen of components. - IP.
0/15(36N ��".
P 7.Pasco b el c ted on drainage t trussed. ''�,f� Q
11111 ��II ''II t1 1111 11II 6.This design t Nmisited eub)eetto the limitations set forOr by s.Plates shell be locatedonboth tacea of tugs,and placed so lhetr canter ' tc t - `
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EXPIRES:1213112014
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1 )) 11 Ile PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1100
TC: 2x4 KDDF 4118TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 36 2-6-(-253) 372 3-6e(-412) 239
BC: 2x4 ROOF 01(BTR SPACED 24.0" O.C. 2-3-(-437) 205 6-4-(-120) 1.97
WEBS: 2x4 KDDF STAND 1-4-( -80) 74
LOADING 4-5-) -7) 3 ;
TC LATERAL SUPPORT <= 12"0C, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PST 1
BC LATERAL SUPPORT <= 12"OC, DON. DL ON BOTTOM CHORD - 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECISS)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 ROOF ( 625)
8'- 10.3" -44/ 37IV 0/ OH 5.50" 0.59 KDDF ( 05)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L1240, TL-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed - 0.1U0°
MAX IL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133°
MAX BC PANEL LL DEFL - -0.146" 8 4'- 5.1" Allowed - 0.358"
MAX BC PANEL IL DEFL - -0,220" 8 4'- 5.1" Allowed - 0.458"
4-10 3-08-08 0-03-12
T f T T MAX HORIZ. LL DELL - -0.003" 6 8'- 4.8"
12 MAX HORIZ. TL DEFL 0.004" 0 8'- 4.8"
4.00 17-
M-1.5x3 Design conforms to main windforce-resisting
N s system and components and cladding criteria.
Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-I0,
i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-i.6,
.iiiiiiillIllIll
Truss designed for wind loads
M-1.5x3 in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - E2 ••
Scale: 0.4946 PR
WARNINGS: e� Ptl rJ r
GENERAL NOTES,unless otherhdae noted; e
1.Holder end erection contractor shield be eddied of all General Nota. 1.Tide design Is hosed only upon the parameters shorn end Is for an Individual V
Truss.: E2 end warnings before construction commences. bolding component.Applicability of derden perameten and proper 1.N�4 -
2.254 compression web braoing must be Inetsled Atom shown s, incorporation of component Is the nspaultHy of the building designer. V
DES. BY: LA 3.Addtlnel temporary bracing to insure atbBey outing cone/suction 2.Deelgn assumes the top end bottom chords t be htraly braced at
Is the responabilty of the erecter.Add ionel permanent tracing of 2 o.c.end et 10'rte.respectively unless bread throughout their length by /•' f,e a. j..
DATE; 11/25/2014 the semeN structure is the responsibility of the budding designer. continuous*headline such ae plywood shesd where
shown ndfor drynel(HG). I',
Pon y / g 3.2x Impact bodging wisteria bracing required where r e
S E 6125144 4.Ne load should be applied Is ant'component un11 altar all bussing end 4.InstDaeon of trues la Co respens1 19 oft he respective contractor. f^
Q• fatenem are complete and et nes Imo should any tads greater Khan E.Design assumes busses are to be used In a non-corrosive environment, ( 7.�G / �. 4,4"
'
TRANS 1 D: 413157 design loads be applied to any component. and era for"dry condition"owes t'
N.CompuTnn bee no control over and ushtmes no responsibility far the S.Design assumes toE bearing at al supports shown,SNm of wedge If - 1
neoethafebrkegon,handling,shipment andlnetaile/n of component*. 7 Design assumes odeetuek draMage 19p 09119 1. �' OREGON
H.This design Is furnished stalest to the limitations set forth by 9.Plates shalt be located Ines coincide vdth on both faces of bun,and placed so their center 1'4) L, ,
IIIIII VIII IIS IIIA III IIID II I ISI�ft MIT USA,Inc,/CompUl'R1s Software 7INVTGA in 13221,copies alvdddi will be r 8.8(1)E Nshed upon request 19.Digits 0.For basenter thee.
kconnector sloe of
nvealues see ESR-1311,ESR-1488(*Meg) . C,7 11''eAN k, 0 v'
EXPIRES:12/21/2014
1 1
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IllhIIIII Illi This design prepared from computer inputLby
PACI FIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1(00
TC: 2x4 KDDF 1148TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 36 2-5-1-43) 57 3-5.)-213) 1,56
BC: 2x4 KDDF 1148TR SPACED 24.0" O.C. 2-3-(-89) 75
WEBS: 2x4 KDDF STAND 3-4=( -7) 3
LOADING ,
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF '
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BRG A^.EA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIS)
OVERHANGS: 12,0" 0.0" 0'- 0.0" -77/ 428V -29/ 88H 5.50" 0.68 ROOF ( 635)
LL = 25 PIF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 RODE ( 625)
M-1.5x4 or equal at non-structural
vertical members (oon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CORD. : ten lin c ec e. or net( psup t at 4 "oc spec Ag.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 •
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 6 -1'- 0.0" Allowed - 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 4 -1'- 0.0" Allowed - 0.133"
MAX TC PANEL LL DEFL - 0.128" 0 3'- 5.7" Allowed = 0.342"
6-06-08 0-03-12 MAX TC PANEL TL DEFL • -0.169" 0 3'- 5,8" Allowed - 0.588"
12
f MAX 110RIE. LL DEFL - 0.000" 0 6'- 6,5"
4.00 v MAX HORI2. TL DEFL = 0.000" fl 6'- 6.5"
Design conforms to main windforce-resisting
M-1.5x3 system and components and cladding criteria.
f- 3 4 Wind: 140 mph, h-20.3ft, TCDL=4.2,BCD6=6.0, ASCE 7-10,,
(All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir),
load duration factor-1.6,
gilt
Truss designed for wind loads •
in the plane of the truss only.
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•
JOB NAME : 5019-A POLYGON - E3
Scale: 0.5549
WARNINGS: GENERAL NOTES,unless otherwise noted: .' A1 CC••
1.Bugdor and erection contractor should be advised of al General Nates 1.TMs design is based only upon the parameters shover end Is for an individual Cj. .r ai IYtp;
i:i2,
Truss: E3 and Warnings borate eonstruoeon commences. bWWhg component ApplleablIty of design parameters and proper
2.2x4 cooprasolen web bracing must be Installed where shown+, incorporation of component h the reeponslapry of the building designer.
3.Additional temporary bracing to Insure stability dudng construction •
2.Design assumes the lap and bottom chords to ba laterally braced at
DES. BY: LA k the responciDltiry of the ereateL Additlenel permanent bradn of 2'o.a.and 4110'co.ropeoWNely unless braced throughout ttebten_gYt by /, ! 'e r• ,
DATE: 11/25/2014imp 2xI°oiImpactsheging orig suerlbnelogoeguired Wien
sheathing(TO) dryvrsti(BC).
the overall structure is the roe nslbNiry Wile build dal r �,2x Impact bdd M m lateral bracing required where shover++
4.No load should be applied to any component until altar el bracing and 4.mete aeon of buss Is the responslbilOy of the rapadke contractor. / {1 /! �. (,. ''
SEQ. : 612 514 5 fasteners em complete and at no line should any bads gmater than S.Design assumes trusses em to be used Ina nonnonoefre emuonment /
deelgn feeds be applied to any component and ars for Cry oMudlDorh•ofowe.
TRANS I p 41315 78.Design assumes fail bearing stall supports shown.Shim or wedge It
• 9.CamlwTNa has no control over and assumes no nepensib5e.for the necessary. • 'RJ' �AEGON9b"�
fabrication,handling,shipment and Installation of tampon ante. 7.Oeeign eswmes adequate drainage h provided
5.This design la Imbibed sub)eet to the limitations eel forth by 8,Plate*shag be located on both faces of buss,and planed so their anter 1r
1���I1I III�I BIII I�I I(�If�l'n� I�11{ TPpVJfCph SCSI,copies of which sari be hrmishad upon reWat flogs coincide with)ofais Notate.
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MItekUSA,InafCompuTrusSoflWere7.6:8(1L)•E to.For baskconnector prate design values see RSR•f311,BSR-18ae(MITeS) �7AN\a
EXPiRES..1.2t 1/21114
....
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���{III0 III This design prepared from computer inputdby
ttt PACIFIC LUMBER-BC .
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil-1;00
TC: 2x4 ROOF E16BTR LOAD DURATION INCREASE • 1.15 1-2-( -2) 43 5-6=(-163) 115 5-2•(-226) 171
BC: 2x4 RODE' 1148TR SPACED 24.0" O.C. 2-3•(-52) 49 2-6=(-134) 119
WEBS: 2x4 KDOF STAND - 3-4=( -7) 3 6-3-) -70) T32
LOADING
TC LATERAL SUPPORT <a 12"0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL. SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA
12 TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS)
OVERHANGS; 12.0" 0.0" 4 00 12• 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 0DDF ( 625)
LL • 25 POE Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 RODE ( 6_5)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 poll uplift at 24 "oc spaci0g.I
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BRING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/100
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 6 -1'- 0.0" Allowed- 0.1'00"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.002" @ -1'- 0.0" Allowed - 0.133"
MAX IC PANEL LL DEFL • 0.001" @ 0'- 9.9" Allowed • 0.077"
MAX TC PANEL TL DEFL - 0.001" @ 0'- 9.9" Allowed - 0.116"
MAX RORIE. LL DEFL - -0.000" 8 1'- 6.5"
M-1.5X3 MAX HORIE. TL DEFL • -0.000" @ 1'- 6.5'
111
Design conforms to main windforce-resisting
system and components and cladding criteria. •All
M-3x4
Wind: 140 mph, 6.1511, TCDL•4.2,BCDL•6.0, ASCE 7-10,
lii
UE (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Di ),
F load duration factor-1.6,
Truss designed for wind loads
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in the plane of the truss only.
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JOB NAME : 5019-A POLYGON- E4
Scale: 0.8360 _"
.EO .PR tJFFcS
WARNINGS: GENERAL NOTES,unless oNeMtee noted: .c _
1.Builder and erection contractor should be advised of all General Notes 1.Tide deal b based on ♦ :
Bra only upon the design par shown and)propose individual .� `A4Q�N Cf;
Truss: E4 and Warnings before conetructlon commences. building eourpanent.Applicability of design parameters end proper V!` 't
2.2x4 compression web bracing must be enabled where shovarv. Incorporation of oompanent Is the responsibility of the building designer, ,
1,Additional to rery bracing to brow.stability during construction 2.Design assumes the top and bottom oherda lobe laterally braced al
DES. BY: LA lathe responsibility of the erector.Mtllonc permanentbradng of 2'o.,.end at 10's.o,reapectivey unless braced throughout their lenggeths by " �'� �'e s
continuous sheathing each as plywoodqufred tic,.s andfo drywsl(BC). ,t,
DATE: 11/25/2014 the overall abucture is the responsibility of the building designer. 3,2x impact bddiOng or lateral brodngQ required where shover++
SEQ. : 612 519 6 4.Na load should be applied to any component until after e0 bracing end 4.lnetalteOon of truss Is the responslbaty of the respective contractor. r L
fasteners ere complete and at no time should any bads greeter than H.Design assumes busses are to be used in a nomaorroshro environment
S ) 3:1 ,J �;
TRANS I D: 41315 7 design loads be applied to any component end are for"dry eondNon'of use,
,CempdTrue has no controlsesam
CP
over end es no responsibilityla the O.Design assume,hull beating at a0 supports shown.Shim or wedge if
fabrkoHon,handling,shipment and huteestion of components, 7 Durginnecesassumes adequate drainage is provided. OREGON *.
8,This death)le furnished subject to the limitations eat forth by N.Plates shag be tooeted on both faces of Ouse,end placed so their center �4' n
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TPINN tCA in SCSI,copies or which will be furnished upon request. lines coincide with joint center liners.EL 01005 G?H r p�
MITeR USA,InciCO ulrus Software 7.6.6(113.1 to.For bask connector size rplate design fplete in inches.
see ESR-1311,ESR-1988(MR"k) I
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EXPIRES:12t,9t2�19
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apt I11111111111111111111This design prepared from computer input1by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8•'- 6.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1100
TC: 2x4 KDDF 11168TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5-(-53) 69 3-5-(-266) 185
BC: 2x4 KDDF 8160TR SPACED 24.0" Q.C. 2-3=(-109) 91
WEBS: 2x4 KDDF STAND 3-4=( -7) 3 ,
LOADING
TC LATERAL SUPPORT <- 12"0C. (JON. IL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF '
BC LATERAL SUPPORT <• 12"0C. DON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 'ORO AREA
TOTAL LOAD = 42.0 PSF • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIOS)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 615)
IL -25 PSP Ground Snow (pg) 8'- 6.0" -41/ 350V 0/ 011 5.50" 0.56 KDOF 16251
M-1.5x4 ox equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Design c ec e• or net pa up t at 'oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100
BOTTOM CHORD CHECKED FOR IOPSP LIVE LOAD. TOP MAX LL DEFL • 0.002" 0 -1'- 0.0" Allowed- 0.1c0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,003" 0 -1'- 0.0" Allowed - 0.133"
MAX TC PANEL LL DEFL - -0.355" 0 4'- 3.7" Allowed = 0.54°8"
MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.702"
8-02-04 0-1 3 2 MAX BO RIZ, LL DEFL - 0.001" 0 8'- 2.2"
12 MAX HORIZ. TL DEFL = 0.001" 0 8'- 2.2" •
4.00 v Design conforms to main windforce-resisting
M-1.583 system and components and cladding criteria.
e- , 4 -e ,
Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dis),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only,
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8-02-04 0-03-12
1 1 1
1-00 - 8-06
•
•
JOB NAME : 5019-A POLYGON - P1 . ,
Scale: D.5136
., PR
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WARNINGS: eSNERAL NOTES,unless otherwise noted:
1.Builder end erection contractor should be advised of ad General Notes I.7hle design is based only upon the parameters shown end is for an InSviduet ':j: , NQ(NA:.
-
Truss: P1 anti Warnings before construction commences. budding component.Applicability o design parameters and proper
• 2.2z4 compression web bracing must be brafaled when therm*. Incorporation of component le bre responoiblitp of the building designer.
3.Addltlorrel temporary brecmp to Insureatabldry during construction2.Design someone the top end bottom chords to be laterally bread et i
DES. BY: LA2'o.o.end et l Go,e.respectively unless braced throughout'trek%n by / p i:s�7
aondnuousohe"ddng such es plywood sheathln and/ord pptltltt
Is the responsibi of the erector.Adddentl Permanent bracing of g(TC) rywagBC).
DATE: 11/25/2014 the overall structure Is the neap:na2mly of Bre budding designer. 3.Zx Inked bedding or Edell bracing required whore shown** ) J_
4.NO load should be applied to any component until after ad bracing and 4.installation of iron Is the resppoonsi> Ity of the respective contractor, /1 Z r) (-
SEQ. : 612 514 7fasteners are complete end at no time should any bads greater than 5,Dealee ammo;noes..meth be aired h a non-corroefve environment ft t `'
design tends be applied to any oomperrent and are foray condition'of use.
TRANS T D 41315 7 5.CompuTrve hes no control over end assumes no raapeeszpfty for the 6.E:11666 aewmae fad 6esrhq stall-"supports shown.Shim or wedge if �f"
• neceseery. !' Q.REGON
fabrfeaion,handing,shipment end Installation of components, 7.Design asevmee odnna.ie drainage N provided. :� QO
9.This design la furnished subject to the dnitadons set forth by a.Plates shall be located on both fetes of Vol.,and placed so their center H .r
1111111111111111111111111111111 TPUIMCA h SC81,coplae of vMidl wdi be furnished upon request. Dies aIndwith joint t in
lines,
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9.tows Indicate don Opiate to lice.. vim+
MiTela USA Inc/COfnpuTnr!Software 7.8,6(IL)E 10.For bask connector plate design valves ase EBR-1311,ESR-it99(MITei) ci.�ANG
• EXPIRES:12/81/2014
IIIIIIIIIIIIII This design prepared from computer input(by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IOC 2012 MAX MEMBER FORCES 4HR/DBP/Cq-1 00
TC: 2x4 KDDF 016810 LOAD DURATION INCREASE - 1.15 1-2.( 0) 36 2-5.(-53) 69 3-5•(-266) 185
BC: .2x4 KDDF R16BTR SPACED 24,0" O.C. 2-3-(-109) 91
WEBS: 2x4 KDDF STAND 3-9•1 -7) 3
LOADING
TC LATERAL SUPPORT c. 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSP BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG A.EA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S0.I6. (SPECIrlS)
OVERHANGS: 12.0" 0,0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 615)
LL - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ 0H 5.50" 0.56 EDN' ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked fox nett-5 psf) uplift at 24 "oc spaci0gj
VERTICAL DEFLECTION LIMITS: L1.•L/240, TL-L/180 ti
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" a -1'- 0.0" Allowed . 0,100"
AND BOTTOM CHORD LIVE LOADS ACT NOR-CONCURRENTLY. MAX IL CREEP DEFL • -0.003" a -1'- 0.0" Allowed • 0.193"
MAX TC PANEL LL DEFL • -0.355" a 4'- 3.7" Allowed • 0.5¢8'
MAX TC PANEL Ti DEFL • -0.475" € 4'- 3.8" Allowed - 0.7t2'
8-02-04 0-03-12 MAX HORIZ. LL DEFL - 0.001^ a 8'- 2.2"
f 1 1 MAX HORIZ. TL DEFL - 0.001" 0 8'- 2.2"
12
4.00 v - Design conforms to main windforce-resisting i
•
M-1.5x3 system and components and cladding criteria,
3 4 Wind: 140 mph, h-15ft, TCOL=4.2,8CDL-6,0, ASCE 7-10, c
_ (All Heights), Enclosed, Cat,2, Exp.B, MMFRS(Di'),
tT load duration factor-1.6,
Truss designed for wind loads
In the plane of the truss only,
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1-00 8-06 •1
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JOB NAME : 5019-A POLYGON - P2
Scale: 0.5049 •
WARNg10Sb GENERAL NOTES,unkesotrerwisenoted: s 0 PR I Pk•
1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the pvremelera shown end is for en individual ki
� ' `QjNTruss: P2 endWa,o ne before construction commences. building component.AppltabEyof design parameters and proper
1.2x4 compression web bradng mustbe installedwhere shwn*. Incorporedon ofcomponent Is the reeponsIblrtof the building deslpn DES. BY; LA 3,Addmonal temporary bracing to Insure stability during construction 2.Deign ugmes the tap.rad botlom chorda t D•ktereBy bated at er,is the rasponsfey of the erector.Additional permanent bradng of 2'o,e,and at 10'oo,reepecdvely unls braced throughout their lentthh byctiuoussheathing suchas plywood sheething(TC)ender drywei(00). •
s .
DATE: 11/25/2014 the overal ahucww to the responsibility of the building designer. 3.25 Impact bridging or Lateral bracing required vAoro shown *
4,No load should ba applied to any component until eller ell bracing and 4.Installation abuse is the responsibility of the respective contractor. /
SEQ. : 612 514 8 fasteners era complete and et no erne should any loads greater than 9,Design sasuniee busses ere to ba used In a non-corrosive environment, I .1/2--?- / l
TRANS I D: 413157 de■Ign toads be applied to any component and are for dry condition of use. ) l'
0.CompuTme bas no control over and assumes no aspeoeiblly for aro 6.Design assumes AN besting stag supports shown.Shim or wedge If
nacessIabricWon,handling,shipment and Installation of components. Design assrY. arteriolep w �y � ��
1111II III1�1 11f tlp1, 1tti111I e,Mk design is furnished subplot to the Irritations set forth by 7.Platteshallbe loces ted on both lfa es of truss,and placed so their center 'IP t� tJ
I IIM IIIlI I RIS Illi)TIMI 11 NII ISI TPINVECA In BCSI,cooks of which Wil be furnished upon request, 9 Inesi dicalo ate faint plate atIn Inches. r� �O
/ G. 11:
NRTek USA.lnc./CompuTruti Software 7.0.6(1 L)-E 10,For bolo connector plate design value.see ESR-131 i,ESR-1980(MITA) +� 0"
CLANG r
EXPIRES:1.2/ 1/21114