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c'' ennedy Construction Date 4/30/2012
Job Name Job Number
'P.RECISION TRUSS&I,IIBF.R DD-07776 \V. \\ \ \
IA
11550 SE Jennifer St 1 I LH \
j Clackamas, OR 97015 ' Sales Person: Dave DrOZ Pitch 5/12 `
(503) 656-2983 ( > -- ,�
(503) 656-2647 Phone: ! 503-656-2983 Ext 151 Overhang 36" Trim \, i} `�
email: DDrozcQPrecisionRooffrusses.com Loading: 25-7-0-10 II
— J
Job Truss Truss Type Oty Ply Kennedy Construction
R34466957
OD-07776 Al DUTCH HIP 1 1
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc Mon Apr30 14:19:48 2012 Page 1
ID:yffoWKYrAolEOVNvYuOaMHzLWo-u69WSUc7917hSIGA3J3Acca2Z7Pf9kwMrH1 H92zLToB
-3-0-0I 7-5-3 l 14-2-0 20-10-13 28-4-0
3-0-0 7-5-3 6-8-13 I 6-8-13 7-5-3
Scale=1:51.0
CONN.OF GABLE STUDS BY TRUSS MANUFACTURER 4x6=
4
s.00 1z 1.5x3�‘
sz 1.sx3�i
3 51 5
IIIIII
50 ..v. 5349
/di542 6
lir
1111111114
10
1 37 38 39 40 9 41 42 43 44 8 7 45 46 47 48 d
3x7= 3x4= 3x8 M18SHS= 3x7=
3x4=
0-124-0 9-8-2 I 18-7-14 I 28-4-0 1
0-7-0 9-8-2 8-11-12 9-8-2
Plate Offsets(X,V): 12:0-3-4,0-1-81[6:0-3-4,0-1-81
LOADING (psf) SPACING 2-0-0 CSI DEFL In (Too) I/dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.24 6-7 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.83 6-7 >406 180 M18SHS 220/195
BCLL 0.0 • Rep Stress Incr NO WB 0.37 Horz(TL) 0.10 6 nla n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:191 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins.
BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 7-8-4 oc bracing.
WEBS 2 X 6 DF No.2 G'ExcepC MiTek recommends that Stabilizers and required cross bracing
3-9,4-9,4-7,5-7:2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer
OTHERS 2 x 4 OF Std G Installation guide.
REACTIONS (lb/size) 6=1220/Mechanical,2=1476/0-3-8 (min.0-1-9)
Max Horz 2=182(LC 5)
Max Uplift 6=-327(LC 6),2=-592(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-49=-2478/725,49-50=2385/718,3-50=2329/731,3-51=2220/677,4.51=2215/700,
4-52=2190/750,5.52=-2266/723,5-53=-2383/799,53.54=2428/783,6-54=-2505/773
BOT CHORD 2-37=-654/2202,37-38=-654/2202,38.39=-654/2202,39-40=-654/2202,9-40e-654/2202,
9-41=-366/1529,41-42=-366/1529,42-43=-366/1529,43-44=-366/1529,8.44=366/1529,
7-8=-366/1529,7-45=-637/2260,45-46=-637/2260,46-47=-637/2260,47-48=-637/2260,
6-48=-637/2260
WEBS 3-9=388/283,4-9=-192/774,4-7=-247/835,5-7=422/312
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;
cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �c O PR OFF
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry •r -',, 9 el
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. `L3 N
4)All plates are MT20 plates unless otherwise indicated. C� 2�
5)Gable studs spaced at 1-4-0 oc. -6: a„E r
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /-
will fit between the bottom chord and any other members.
8)A plate rating reduction of 20%has been applied for the green lumber members.
9)Refer to girder(s)for truss to truss connections. / �t, OR Cb
(•O ,b
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 6 and 592 lb uplift 'O Tit` /
at joint 2. ':E- (C/
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 9C4FF? s -C"14
referenced standard ANSI/7P!1.
Digital Signature
f EXPIRATION DATE:06/30/12
April 30,2012
l,VrrlAIWA V d G
RI } Verify design parameters and READ WES ON THIS AND INCLUDED MfTENHEMBREE PAGE DEI-7473 BEFORE USE.
Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
•
Appiicouiiity of riesigi,parameteia and pope.'incorparation of component u responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the Wel('
erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding '8
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109
Safely Information available from Taus Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610
It Southern Pine(SP or SPp)lumber is specified,the design values ere those effective 06`0112012 by ALSO or proposed by SPIB,
Job Truss Truss Type Qty Ply Kennedy Construction
R34468957
100.07776 Al DUTCH HIP 1 1
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MTek Industries,Inc.Mon Apr 3014:19:48 2012 Page 2
ID:yffoVVKYrAcdEQVNvYuOaMHzLWo-u69WSUC7917hSIGA3J3Acca2Z7Pf9kwMrH1 H92zLToB
NOTES
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 70 lb up at 3-11-4,20 lb down and 30 lb up at 6-0-0,
20 lb down and 30 lb up at 8-0-0,20 lb down and 30 lb up at 20-0-0,20 lb down and 30 lb up at 22-0-0,and 20 lb down and 30 lb up at 24-0-0,and 20 lb down and 30
lb up at 28-3-4 on top chord,and 36 lb down at 2-0-0,35 lb down at 4-0-0,35 lb down at 6-0-0,35 lb down at 8-0-0,32 lb down and 27 lb up at 10-0-0,32 lb down and
27 lb up at 12-0-0,32 lb down and 27 lb up at 14-0-0,32 lb down and 27 lb up at 16-0-0,32 lb down and 27 lb up at 18-0-0,35 lb down at 20-0.0,35 lb down at 22-0-0
,35 lb down at 24-0-0,and 35 lb down at 26-0-0,and 35 lb down at 28-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of
others.
13)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)Regular:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:2-6=20,1-4=-64,4-6=-64
Concentrated Loads(Ib)
Vert:8=32(B)6=12(B)37=-18(B)38=-17(B)39=-17(B)40=-17(B)41=-32(13)42=-32(B)43=-32(B)44=32(3)45=-17(B)46=17(B)47=-17(9)48=-17(B)49=5(B)
50=30(B)51=30(B)52=30(B)53=30(B)54=30(B)
a WARNING-Verify design parameters and READ NOES ON MIS AND INCLUDED MIRK REFERENCE RAGE MU-7473 BEFORE USE. en.
Design valid for use ony with MRek connectors.This design Is bated only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuiblty of the MTek'
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/OPl1 Qualify Cauda,009.69 and SCSI Building Component 7777 Greenback Lane,Suite 109
Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cana Heights,CA,95810
If Southern Pine(SP or$Pp)lumber is specified,the design values are those effective 06/0112012 by ALSO or proposed by SPIE.
Job Truss Truss Type Qty Ply Kennedy Construction
R34466958
00-07776 A2 STANDARD 6 1
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 112011 MiTek Industries,Inc. Mon Apr30 14:19:48 2012 Page 1
ID:yffoWKYc4cdEQVNvYu0aMHzLWo-gVHGs9dFhvNPh3QYBk6eh1 gOEw8OdeOfJbWNDxzLTo9
-3-0-0 I 7-5-3 I 14-2-0 I 20-10-13 I 28-4-0
3-0-0 7-5-3 6-8-13 6-8-13 753
Scale=1:51.1
4x5 I I
4
ii
5.00 12
1.54 "iiell: 1.5x3 //
3 5
M�} Z 6
1 3x5_ 9 10 11 6 7 d
3x4 = 3x8 M18SHS= 3x5 =
3x4=
0.2TO 9-8-2 I 18-7-14 I 28.4-0
0-210 9-6-2 8-11-12 9-8-2
Plate Offsets(X,Y): [2:0-0-15,0-0-0],[4:0-2-12,0-2-0],[6:0-0.15,0-0-0]
LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.29 7-9 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.60 6-7 >565 180 M18SHS 220/195
BCLL 0.0 * Rep Stress Ina* YES WB 0.37 Horz(TL) 0.10 6 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:114 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-45 oc purlins.
BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 6=1230/Mechanical,2=1454/0-3-8 (min.0-1-9)
Max Horz 2=148(LC 5)
Max Uplift 6=-161(LC 6),2=-323(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=2490/262,3-4=-2207/234,4-5=-2268/300,5-6=-2564/337
SOT CHORD 2-9=245/2208,9-10=-98/1520,1411=-98/1520,8-11=98/1520,7-8=98/1520,
6-7=-246/2290
WEBS 47=-103/838,5-7=-482/236,4-9=-41/755,3-9=434/201
NOTES
1)Unbalanced roof live loads have been considered for this design,
2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MVVFRS(low-rise);cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fd between the bottom chord and any other members,with BCDL=10.Opsf. (�'O rRQfi6
6)A plate rating reduction of 20%has been applied for the green lumber members. �G S
7)Refer to girder(s)for truss to truss connections. c. ' fGN�[N�L�,r�s�I
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 6 and 323 lb uplift at tCr
Joint 2. Q 1 •• - • It
9)This truss Is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and �`/
referenced standard ANSI/TPI 1.
1
1
LOAD CASE(S) Standard '1011/ f1
q aREG•
S.IN
Digital Signature
1 EXPIRATION DATE:06/30/12
April 30,2012
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE)117-7473 BEFORE USS,
.
Design valid for use only with A4Tek connectors.This design Is based only upon parameters shown,and Is for an IndMdual building component.
Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown
Id
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek*
erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cr1etta,059.89 and KM Building Component 7777 Greenback Lane.Suite 109
Solely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Carus Heights,
N Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0&:U112012 by ALSC or proposed by SPIB. cit•95610
'Job Truss Truss Type Qty Ply Kennedy Construction
R34466959
D0.07776 A3 STANDARD 8 1
Job Reference(optional)
PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Mon Apr 30 14:19:49 2012 Page 1
ID:yff0WKYcAcdEQVNVYu08MHzLWo-Ihre4VetSDWGJC?IIRdtEECc KV7M5BpYFG1dNzLTo8
-3-0-0 7.5-3 I 14-2-0 20-10-13 l 28-4-0 I 31-4-0
3-0-0 7-5-3 6-8-13 6-8-13 7-5-3 3-0-0
Scale=1:55.1
4x5 II
4
ll
s.ao FF
1.5x3 \114erlilillill41\4000,,
1.5x3//
3 5
\ /
0 2 6
os
1 3x5= 10 11 12 8 8 d'i 7 d
3x4 = 3x8 M18SHS= 3x5
3x4 =
0--0 9-8-2 t-7-4 : r 28,, s
0-.-0 9-6-2 8-11-12 9-6-2 0--0
Plate Offsets(X,Y): L2:0-1-3,0-0-01,[4:0-2-12,0-2-01,(6:0-1-3,0-0-0)
LOADING (psi) SPACING . 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.30 8-10 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.53 6-8 >637 180 M18SHS 220/195
BCLL 0.0 • Rep Stress Inc: YES WB 0.33 Horz(TL) 0.10 6 n/a n/a
BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:118 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins.
BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=143910-3-8 (min.0-1-9),6=1439/0-3-8 (min.0-1-9)
Max Horz 2=-129(LC 6)
Max Uplift 2=-321(LC 5),6=321(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2454/258,3-4=-2172/230,4-5=-2172/230,5-6=-2454/258
BOT CHORD 2-10=-222/2174,10.11=75/1484,11-12=-75/1484,9.12=-75/1484,8-9=75/1484,
6-8=118/2174
WEBS 4-8=42/757,5-8=-434/201,4-10=42/757,3-10=434/201
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opaf. �Ep PRope
6)A plate rating reduction of 20%has been applied for the green lumber members. �G S
7)joint Provide
e mechanical connection(by others)of truss to bearing plate capable of withstanding 321 lb uplift at joint 2 and 321 lb uplift at �- ' -' N EFS s1a
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ,�4 j 687.-E �c
referenced standard ANSI/TPI 1,
LOAD CASE(S) Standard ',�i
OR 0 �g
A 1 j ,
Digital Signature
f EXPIRATION DATE:06/30/12 3
April 30,2012
A WARNING--Verify design parameters and READ AWES ON 77118 AND INCLUDED MT1EKREPERENCE PAGE M11-7473 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. la
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the ■e'Te�.
erector.Additional permanent bracing of the overall structure is the responsibity M
of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/i911 QuaWy Criteria,D55.89 and SCSI Building Component 7777 Greenback Lane,Suite 109
Safety Information available from Truss Plate Institute,781 N.lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,96810
If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0610172012 by ALSC or proposed by SP18.
Job Truss Truss Type Qty Ply Kennedy Construction
DD-07776 M STANDARD 4 1 R34466960
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 3 May 11 2011 MiTek Industries,Inn Man Apr 30 14:19:53 2012 Paget
ID:yffoWKYc4cdEQVNvYuoaMHzLWo-BS49wthOVSOioglW Hhp04NHzxrZlve0StE8u8zLTo4
3-0-0I 7-5-3 14-2-0 i 20-10-13 28-4-0
3-0-0 7-5-3 6-8-13 6-8-13 I 7-5-3
Scale=1:51.1
4x5 II
4
%i1
5.00 12
1.5x3 \\ 1.5x3 //
3 5
m 2 6
hI _ m
r.T.
O1 s 10 11 8 7 d
l 3x5 =
334= 3x8 M18SHS= 3x5=
3x4=
0-210 9-8-2 i 18-7-14 I 28-4-0
0--0 9.8-2 8-11-12 9-8-2
Plate Offsets(X,Y): [2:0-0-15,0-0-01,(4:0-2-12,0-2-01.16:0-0.15,0-0-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 1/deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.29 7-9 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.60 6-7 >565 180 M18SHS 220/195
BCLL 0.0 ` Rep Stress Ina YES WB 0.37 Horz(TL) 0.10 6 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 114 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins.
BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 6=1230/Mechanical,2=1454/0-3-8 (min.0-1-9)
Max Horz 2=148(LC 5)
Max Uplift 6=161(LC 6),2=323(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2490/262,3-4=-2207/234,4-5=2268/300,5-6=-2564/337
BOT CHORD 2.9=245/2208,9-10=98/1520,10-11=-98/1520,8-11e_98/1520,7-8=-98/1520,
6-7=246/2290
WEBS 4-7=103/838,5-7=482/236,4-9=-41/755,3-9=-434/201
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL a 10.Opsf. �cp PROPe S
6)A plate rating reduction of 20%has been applied for the green lumber members. ti S
7)Refer to girder(s)for truss to truss connections. 'f y E$-,,,, /( ,
Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 6 and 323 lb uplift at 2. �4L �e,- -��
%8. E1
9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSIiTPI 1.
LOAD CASE(S) Standard e
11.4111:411
k
4' ,J EV ��'
41 R s-•1.‘‘A
Digital Signature
EXPIRATION DATE:06/30/12
April 30,2012
I
A WARNING-Verify design parameters and READ MOTES ON THIS AND INCLUDED MI7EKREFERENCE PAGE MN-7473 BEFORE USSE.
Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown
Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the l lek,
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYl"
fabrication,quality control storage,delivery,erection and bracing,consult ANSI/9111 Qualify Criteria,005.89 and SCSI Balding Component 7777 Greenback Lane,Suite 109
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. citrus Heights,CA,85610
If Southern Pine(SP or SPp)lumber is specified,the design valuesare those effective 6&01.2012 by ALSC or proposed by SPIB.
Job Truss Truss Type YP Qty Ply Kennedy Construction
R34466961
DD-07776 A5 STANDARD 5 1
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CIACKAMAS,OR.97015 7.250 3 May 11 2011 Mick Industries,Inc Mon Apr30 14:19:54 2012 Page 1
ID:yHoWKycAcdEQVNvYuOaMHzLWafteX7Di0G18ZQ UX7D2xhvSgLBv1MtYhXziRbzLTo3
I 7-5-3t 14-2-0 I 20-10-13 28-4-0
7-5.3 6-8-13 6-8-13 I 7-5-3 I
Scale=1:46.9
4x5 II
3
ik
5.00 12
.5x3 \\ 1.5x3//
2 4
0 1 5
rh�
355= 8 9 10 7 6
3x4= 358 M1BSHS= 355—
3x4=
I 9-8-2 18-7-14 28-4-0
9-8-2 8-11-12 I 9-8-2
Plate Offsets(X,Y): (1:0-1-7,0.0-01,13:0-2-12,0-2-0115:0-1-7,0-0-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.27 6-8 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.60 1-8 >561 180 M18SHS 220/195
BCLL 0.0 ` Rep Stress Incl YES WB 0.37 Horz(TL) 0.10 5 n/a n/a
BCDL 10.0 Code IRC2009!TPI2007 (Matrix) Weight:110 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins.
BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=1245/Mechanical,5=1245/Mechanical
Max Horz 1=78(LC 5)
Max Uplift 1=-162(LC 5),5=-162(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-2601/342,2-3=2304/305,3-4=2304/305,4-5=-2601/342
BOT CHORD 1-8=-328/2325,8-9=123/1556,9-10=123/1556,7-10=-123/1556,6-7=-123/1556,
5-6=-251/2325
WEBS 2-8=-483/236,3-8=-103/836,3-6=-103/836,4-6=-483/236
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf. ¢,D PROPe rS
6)A plate rating reduction of 20%has been applied for the green lumber members. �G s
7)Refer to girder(s)for truss to truss connections. ��� (-s NF y' ,Q2
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 1 and 162 lb uplift at w
Joint 5. Cr 168%R
9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1. r
LOAD CASE(S) Standard Ilk
��� � �Pr
9( %BE' GF//
li''° R S.1 .
Digital Signature
EXPIRATION DATE:06/30/12 ,
April 30,2012
1 A WARNING-Verify design parameters and READ NOM ON 77X5 AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE .
Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not thus designer.Bracing shown 1111
Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the Ml eek`
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Qualify Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109
Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314.
Citrus Heights,CA,95610
1 If Southern Pine I SP or SPp)lumber is specified,the design values are those effective 06i0112012 by ALSC or proposed by S918.
Job Truss Truss Type Qty Ply Kennedy Construction
R34466962
DD-07776 A6 DUTCH HIP 1 1
Job Reference(optional)
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc. Man Apr 30 14:19:55 2012 Page 1
I D:yffo WKYcAcdEQVNvYuOaMHzLWo-7rCirKZe13G017Sv5ikHU VSaelUmmpzhwBj Fz 1 zLTo2
7-5-3 { 14-2-0 I 20-10-13 I 28-4-0
7-5.3 6-8-13 6-8-13 7-5-3
Scale=1:46.9
4x6 =
CONN.OF GABLE STUDS BY TRUSS MANUFACTURER
3
114
500 12
1.5x3 0
51 1.5x3 4,50 4
48 4'',IiHllyllrIHIIIIII
I,'_ 53
52
1 5 n
_ — e l ,� 155
3x7= 36 37 38 39 8 40 41 42 43 7 6 44 45 46 47
3x4= 358 M18SHS= 3x7=
354 =
I 9-8-2 1 18-7-14 I 28-4-0 I
9-8-2 8-11-12 9-8-2
Plate Offsets(X,Y): (1:0-3-4,0-1-81,(5:0-3-4,0-1-81
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.25 1-8 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.84 5-6 >404 180 M18SHS 220/195
BCLL 0.0 * Rep Stress Incr NO WH 0.38 Horz(TL) 0.10 5 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 187 lb FT=0%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins.
BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing.
WEBS 2 X 6 DF No.2 G*Except* MITek recommends that Stabilizers and required cross bracing
2-8,3-8,3-6,4-6:2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer
OTHERS 2 x 4 DF Std G
Installation guide.
REACTIONS (lb/size) 1=1267/Mechanical,5=1236/Mechanical
Max Horz 1e92(LC 5)
Max Uplift 1-380(LC 5),5=-333(LC 6)
FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown.
TOP CHORD 1-48=-2576/820,48-49=-2499/817,2-49-2445/835,2-50=-2322/751,3-50=-2317/780,
351=2226/763,451=-2304/736,452=2422/813,52-53-2467/796,5-53=-2544/786
BOT CHORD 1-36-769/2324,36-37=769/2324,37-38=-769/2324,38-39=-769/2324,8-39-769/2324,
8-40-401/1567,40-41e-401/1567,41-42=401/1567,42-43=401/1567,743=401/1567,
6-7=401/1567,644=650/2296,4445-650/2296,45-46=-650/2296,46-47=-650/2296,
5-47-650/2296
WEBS 2-8=-440/333,38=-276/859,3-6=-246/834,4-6=423/314
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wnd:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;
cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33Q PR
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 'S9N �F�ss
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,e2 ,,NC7 E ,S, /0
4)All plates are MT20 plates unless otherwise indicated. -4,.,./C..) 2
5)Gable studs spaced at 1-4-0 oc. 4� E.E f
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i !
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. '�
8)A plate rating reduction of 20%has been applied for the green lumber members. p♦`
9)Refer to girder(s)for truss to truss connections. 1�. •' Q
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 380 lb uplift at joint 1 and 333 lb uplift * / . -S-.at joint 5. 9�t� J Err,,,IC,
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and �f jt S '[\N
referenced standard ANSI/TPI 1.
Digital Signature
EXPIRATION DATE:06/30/12
April 30,2012
VVrllli N VIr G )
,WAR1ar-L Ver(fg design parameters and REED 1YE)7ES ON 9TfMS AM)INCLUDED 3iriERREFERENCE PAGE ffi1-7473 BEFORE USE
Design valid for use only with AMek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek'
erector.Additional permanent bracing of the overall structure is the responsibiity of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPl1 Qualify Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109
Safely Information available from Truss Plate Institute,781 N.Lee Street-Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610
If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06101/2012 by ALSC or proposed by SPI&
e ,
Job Truss Truss Type Qty Ply Kennedy Construction
R34466962
DD-07776 A6 DUTCH HIP 1 1
Job Reference(ootionall
PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s May 11 2011 MiTek Industries,Inc.Mon Apr 30 14:19:55 2012 Page 2
ID:yfroWKYcAcdEQVNvYuQaMHzLWo-7rCvlc2 e13GQ17Sv5ikHWSaelUmmpzhwBjFz1zLTo2
NOTES
12)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 70 lb up at 3-11-4,20 lb down and 30 lb up at 6-0-0,
20 lb down and 30 lb up at 8-0-0,20 lb down and 30 lb up at 20-0-0,20 lb down and 30 lb up at 22-0-0,and 20 lb down and 30 lb up at 24-0-0,and 20 lb down and 30
lb up at 28-3-4 on top chord,and 36 lb down at 2-0-0,35 lb down at 4-0-0,35 lb down at 6-0-0,35 lb down at 8-0-0,32 lb down and 27 lb up at 10-0-0,32 lb down and
27 lb up at 12-0-0,32 lb down and 27 lb up at 14-0-0,32 lb down and 27 lb up at 16-0.0,32 lb down and 27 lb up at 18-0-0,35 lb down at 20-0-0,35 lb down at 22-0-0
,35 lb down at 24-0-0,and 35 lb down at 26-0-0,and 35 lb down at 28-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of
others.
13) 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)Regular:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=20,1-3=64,3-5=-64
Concentrated Loads(lb)
Vert:7=-32(B)5=12(B)36=-18(B)37=-17(B)38=-17(B)39=-17(B)40=-32(B)41=-32(B)42=-32(B)43=-32(B)44=-17(B)45=17(B)46=-17(B)47=-17(B)48=5(B)
49=30(B)50=30(8)51=30(5)52=30(B)53=30(B)
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfINKREPEREI4CCE PAGE 11I1-7473 BEFORE USE �'�
Design valid for use only with MiTek connectors.This design Is based onlyupon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111
is for lateral support of indNidual web members only.Additional temporary bracing to insure stability during construction Is the responsibiEty of the MiTek'
erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/R11 Quality Criteria,DS11-89 and SCSI Building Component
Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 108
if Southern Pine ISP or SPp)lumber is speed-led,the design values are those effective O&'0f.+2012 by ALSC or proposed by SPl9. Citrus Heights,CA,95610