Plans (42) ITW Building Components Group, Inc.
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:IUKQ561-Z0926150951
Truss Fabricator: Trus-Way, Inc
Job Identification: 121190-PARR LUMBER VEST LINN I A D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 ,
Model Code: I RC
Truss Criteria: I RC2009/TP I-2007(STD)
Engineering Software: Alpine proprietary truss analysis software. Version 10.03.
Truss Design Loads: Roof - 47 PSF @ 1.15 Duration
Floor - N/A
Wind - 110 MPH (ASCE 7-05-Closed)
Notes:
1. Determination as to the suitability of these truss conponents for the Christian Chappell
structure is the responsibility of the building designer/engineer of
2. asCOs�ioinaon attachedndrraawings; the drawing nunber is preceded by: CAUSR561
Details: -
Submitted by CRC 15:09:31 03-26-2012 Reviewer: TSB
SS
9 Ref Description Drawing@ Date
1 58312--T01 12086038 03/26/12
2 58313--T02 12086039 03/26/12
I 3 58314--T03 12086175 03/26/12
4 58315--T04 12086026 03/26/12
5 58316--T05 12086176 03/26/12
6 58317--T06 12086177 03/26/12
7 58318--T07 12086178 03/26/12
8 58319--T08 12086028 03/26/12
9 58320--T09 12086030 03/26/12
10 58321--T10 12086179 03/26/12
11 58322--T11 12086180 03/26/12
12 58323--T12 12086181 03/26/12
13 58324--T13 12086182 03/26/12
14 58325--J10 12086183 03/26/12
15 58326--J10C 12086034 03/26/12
16 58327--J10D 12086184 03/26/12
17 58328--J12C 12086033 03/26/12
18 58329--J2 12086032 03/26/12
19 58330--J2A 12086036 03/26/12
20 58331--J2D 12086185 03/26/12
21 58332--J4 12086029 03/26/12
22 58333--J4D 12086186 03/26/12
23 58334--J6 12086027 03/26/12
24 58335--J60 12086187 03/26/12
25 58336--J8 12086031 03/26/12
26 58337--J8D 12086188 03/26/12
27 58338--JCB 12086040 03/26/12
28 58339--JCD 12086189 03/26/12
29 58344--SJ2 12086037 03/26/12
130 58345--SJ4 12086035 03/26/12
r ) 1 r
I r
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - SJ4 )
•
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
li4_21-4-4 0-4-9
/-41—AIIIMIIIIIIrirj
R=123 U=60
3-7-12
b0-4-1018-0-0
2X4(A1)
L1-0-0--,.. -_1-11-4-- -J
FE3-10-15 Over 3 Supports
R=260 W=5.5"
RL=115/-55
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP.yyWave FT/RT=8%(0%)/4(1) 10.03.04.0-=-, of OR/-/1/-/-/R/- Scale =.5"/Ft.
• 39011 NE 681h St..VancoInc uver WA 70 'RE EERRRTo St (BBUILDING S IRCOIWOMNTWaveE EXTREME FTE I NFN AORMATION) PUBLTION, ISHES BY TPII (TRUSS LING. SHIPPING. SP ATE NSTALLING TNI UTD BRACING,E, 1g'�� p1►JF F`Y'1'i� TC LL 30.0 PSF REF R561-- 58345
NORTH LEE STREET. SUITE 312,ALEXANDRIA. VA. 22314)AND WTCA(0000 TRUSS COUNCIL OF AMERICA, 6300 �1�' 1� ..-
ENTERPRISE
ENTERPRISE LANE.MADISON,01 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS v 14859 .- r TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE M 6 1
A WMPELLV ATTACHED A1010 CEILIDD.
IRIPORTAIIT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IND BUILDING COMPONENTS ' BC DL 10.0 PSF DRW CAUSR561 12086035
PGROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS :C LL 0.0 PSF CA-ENG TSB/GWH
111 ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING, INSTALLING a BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE -
CONNECTOR PLATES ARE WADE OF 20/18/1600(W,H/SS/K)ASTM A663 GRADE 40/60(W. K/H,SS)GALV.STEEL.APPLY 00 %�AKQQ� TOT.LD. 47.0 PSF SEQN- 1 34226
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16 -Z.
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DESA SIH NN00 SUITABILITY STHECANDFOSEIO THISGCOMPoN NTAFOR ANY1BODLOI
ING ISLTHERESPONSIBILITYAOF THE EXP.12 1-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1SED. 2. SPACING 24.0" JREF- 1 UKQ561_Z09
1 1 H I
e 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - SJ2 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.76 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Connectors ingreen lumberpsf.
(g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
10 All *19-8-4
R=44 U=23
1-11-12
b
I
0-4-10 grA11.111111111 0-3-8
___f__008-0-0 r
1 i� R=33
WWII
2X4(A1)
LE____1-0-0 - 1-10-15 =I
He1-11-4 Over 3 Supports
R=209 U=14 W=5.5"
RL=65/-40
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•' /� OR/-/1/-/-/R/- Scale =1"/Ft.
Trus-Way,Inc 360-750-1470 •MARMIMO" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 44* T Or� TC LL 30.0 PSF
3901 NE 68th St.,Vancouver WA ,REFER TD BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUB ISHED BV TPI (TR SS PLATE INSTITUTE, 210 �� I N REF R561-- 58344
NORTH LEE STREET, SUITE 312.ALEXANDRIA. VA, 22314)AND MICA(MOOD TRUSS COUNCIL OF AMERICA, 6300 O 'P •
ENTERPRISE LANE. MADISON,MI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS lE/ et TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ge . !1.
A PROPERLY ATTACHED RIOIO CEILIMB.
”IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING COMPONENTS I 410111/ BC DL 10.0 PSF DRW CAUSR561 12086037
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:Ally FAILURE TO GUILD THE TRUSS
Emir ALPINE NMIIN CONFORMANCE WITH TPI; OR FABRICATING,HANDLING. SHIPPING, INSTALLING B BRACING OF TRUSSES. %Icierset
BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NO5(NATIONAL DESIGN SPEC, DY AFAPA)AND TPI, ALPINE
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/N)ASTM A653 GRADE 40/60(W, X/H,SS)GALV.STEEL.APPLY -45th,
h, W.Gaal TOT.LD. 47.0 PSF SEQN- 134224
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1OOA-2.
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc, DDERASWI SI CATESTHACCCEEPTA'NB LI TY PROFESSIONALHENGINEERINGTRF UILD
vRIING LELYHE RETHE TIBILI COMPOEENTT
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, EXP 12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
I I I 1 w
I 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - JCD)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.93 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
R=75 U=42 0-4-9
rJ 428-0-4
T
.*26-3-7
1---
/7_1
0
R=231 U=129 W=1.5"
22-11-7
R=363 U=204 W=1.5"
0-8-14
R=117 U=1
g
0-4-10
J-
718-0-0
2X4(B5R)
1-0-0 0-1-81-11-11
-.< 5-11-4 .� 4-0-0 >-- -'
5-11-4 -7
-‹-------11-10-15 Over 5 Supports
R=395 W=5.5"
RL=362/-128
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=1:1%(0%)/4(1) 10.03.04.0.•' . QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft.
Trus-Way Inc 360-750-147(] 'WARRING ' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 041 0t
TC LL 30.0 PSF REF R561-- 58339
3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 ``
NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND RICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 �I a/� —
ENTERPRISE LANE, MADISON, RI 53119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS v� G1 �rg;,
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE -, 485mar_,,?� • ♦ TC DL 7.0 PSF DATE 03/26/1 2
A PIMPRILV ATTACHED aero CEILING.
BC DL 10.0 PSF DRW CAUSR561 12086189
i4 IRpURTARTiY4 FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS -- 4..--
GROUP,
/GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN.ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/CWC
amiw ALPINE Emi IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING B BRACING OF TRUSSES. r „,_..../
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF SNDS/K(NATIONAL DESIGN SPEC, BY AE&PA)AND TPI, ALPINE -'7412,.
OFC 7 1016 et TOT.LD. 47.0 PSF SEQN- 1 34222
CONNECTOR PLATES ARE NIDE OF 20/18/16GA(W,H/SS/K)ASTM A663 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANw.C_p
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS •' i� DUR.FAC, 1.15 FROM KTC
ITW Building Components Group,Inc. DESIGN INDICATES E SUITABILITY A44
NOFESSIOONNAL ENGINEERING
RFOR NS IIRBUILDING LELYHE RETTHENTRUSS 0,OFNENT
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, EXP.12-31-13 SPACING 24.0" JREF- 101(11561_209
1 * I 1 `
t ,
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - JCB )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.06 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
R=55 U=28 0-4-9
i2 _4_24-3-4
10 _412-11-7
R=259 U=131 W=1.5"
6-6-12
0-4-10
�� 11111111111111.....minimm 41_18-0-0
I per.
R=111
I
2X4(A1)
0-91c 5-11-4 0-0-12
7-4-15 Over 4 Supports ={
R=388 W=5.5"
RL=209/-80
PLT TYP. Wave Design Crit: 1RC2009/TPI-2007(STD)
FT/RT=8%(0%)/4(1) 10.03.04,0.,,4rr.,..... OR/-/1/-/-/R/- Scale =.375"/Ft.
T3901s-Way,Inc NE68th St.,Vancouver WA 70 ,*WARMING"TRUSSES REFER T:EBS'ET 0111TE 312RE EXTREME CARE IN FABRICATION,C AINENNNDR A Vp,NFORRW TION) TC BLISHE TRUSS�C(TRUSS OAT gMERING, INSTALLING I AND
22� gBRACING. �� 01 N� s,}�y TC LL 30.0 PSF REF R561-- 58338
ENTERPRISE LANE.MADISON.WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4f 40-148 ' ' _;�TC DL 7.0 PSF DATE 03/26/1 2
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A HERWI SE ATED RIGID ORDLSHA.
BC DL 10.0 PSF DRW CAUSR561 12086040
OH IMPORTANT°°FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. illy BUILDING COMPONENTS
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS RESIGNANY FAILURE TO BUILD THE TRUSS
mow BC LL 0.0 PSF CA-ENG TSB/GWH
ALPINE mom IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING,SHIPPING, INSTALLING A BRACING OF TRUSSES. P r
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 46.0.
Al 7 '_G9 N
CONNECTOR PLATES ARE MADE OF 20/1B/16GA (2,0/55/K)ASTM A653 GRADE 40/60(W, K/H.SS)GALV. STEEL.APPLY Orr 7^ AQ`/ TOT.LD. 47.0 PSF SEQN- 134253
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160°-Z. ����.CA]q,
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS V{i�r DUR.FAC. 1.15 FROM KTC
11W Building Components Group,Inc. DESIGN SIINDICATESTHACCE TANCEIUT PROOFESSIOON TH151GINNEERINNTRFOR ANSV BUILD LYTHEFORRETHE
RETRUSS COMPONENT
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. EXP.12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
, I
F 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J8D)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21,26 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
0-4-9
y I
01 24-8-4
R=75 U=39
10
4_22-11-7
R=281 U=145 W=1.5"
�' 4_20-8-14
R=117
—I6
0-4-10
1
44
4118-0-0
2X4(B5R)
a:0 01< 5-11-4 0-1-Pi-11-111
5-11-4 '1
< 7-10-15 Over 4 Supports
R=395 W=5.5"
RL=240/-100
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP{{../ Wave FT/RT=8%(0%)/4(1) 10.03.04..-. A '-AFF QTY:1 OR/-/1/-/-/R/- Scale =.34"/Ft.
Trus-Wa3901 E Obt}ISt.,Vancouver 360-750-1470
-750- WA ..1111111111M1...EFETO TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ����OI �� TC LL 30.0 PSF REF R561-- 58337
REFER i0 BCSI (BUILDING COMPONENT SAFETY INFORMATION)'Bar(
PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216
NORTH LEE STREET,SUITE 312,ALEXANDRIA, VA, 22314)AND MICA('A000 TRUSS COUNCIL OF AMERICA, 6300 n
ENTERPRISE LANE.MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS = V TC DL 7.0 PSF DATE 03/26/12 2
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Mar 1 1010 26 1
A PSOPRWLY ATTACHES RI010 MUM.
••I PORTAMTi4FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086188
ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS
IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING N BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC
CONNDESIECTOR PLATTEESSITH ARE MADEEIOFBLE 20/1B/16GA W,H/SISIONS OF S/K)S(ASTI A655DESIGN SPEC, BY 3 GRADE 40/60 B,AK/H,55)GAA)AND LV.STEEL.APPLYI. E �n�� Q TOT.LD. 47.0 PSF SEAN- 134218
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS OUR.FAC. 1.15 FROM KTC
ITW Building Components Goup,Inc. DDESWIGN SIE SUITABI
HOWN. THLITY ANOFUSEIOOFF THISS CNOEMPONENTRFOR LD
ANY BUIING ISLTHE RESPONSIBILIT LATHE EXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ56 1_Z09
• A • 1
I
,
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & 0 DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J8 )
•
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.26 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
0-4-9
FJ
4-8-4
-1---
R=75
R=75 U=39
10 — - *22-11-7
R=278 U=143 W=1.5" 6-11-12
0-4-10
V
ma vj 4_18-0-0
1 ml R=111
2X4(A1)
Li=0°It 5-11-4 0-0-12
7-10-15 Over 4 Supports >1
R=388 W=5.5"
RL=224/-84
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP.yWave FT/RT=B%(0%)/4(1) 10.03.04.0•=1.P 7} OR/-/1/-/-/R/- Scale =.34"/Ft.
39Trus-Way,
011 NE ay,Inc 360-750-1470
VancouuverWA
R• TOMSCSI TRUSSES
RUSSE REQUI E EXTREME
XT NT SACFEEiY IFIN AOBRICATION,N). PUANDLING, SHIPPING,
i I P NG, INSTALLINNST TI BRACING.
3080 g'��/'�41 N 4,R, TC LL 30.0 PSF REF R561-- 58336
ENTERPRISE LANE.
MADISON,TOII AL53371H)I FORSAFETYPRACTICES PRIOR TO PERFORMING THtSL ESE FUNCTIONS.EUNLESS 4? 4.0,01N6-4.,
146`559�. O F DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AID BOTTOM CHORD SHALL HAVE a
A PMPERLY ATTACHED RIGID CEILING.
"•IMPORTAMT••FURNtSH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. NTD BUILDING COMPONENTS AllerAP BC DL 10.0 PSF DRW CAusRs61 12086031
GROUP. INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/GWH
MMINI ALPINE 11=MI IN CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. �s J�V
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 0A. AFC] AO�p�/ TOT.LD. 47.0 PSF SEQN- 1 34234
CONNECTOR PLATES ARE MADE OF AND, 16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H.SS)GALV.STEEL.APPLY 11}y�
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. //AAIW*0**
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL RE PER ANNE)(A3 OF TPI1-2002 SEC.3. A SEAL ON THIS •II WG V DUR.FAC. 1.15 FROM KTC
IT'W Building Components Group,Inc. DESIGN SIN ICATESTHE SUIT BILITY ANDFUSEIOF THISNE'ICOMPONENTRFOR MIVBBUILDING ISLTHE RESPONSIWILITYYODFNTHE
EXP. 12-31-13
Sacramento,CA 95828 GUIDING DESIGNER PER ANSI/TPI 1 SEC. 2.
SPACING 24.0" JREF- 1UKQ561_Z09
, • I 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J6D)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.43 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet,(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC 01=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets 1/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
013-0-4
R=203 U=100
10
0-3-15
I'
0 R=116 ^ * 20-8-14
16
1/
0-4-10 WA
418-0-0
2X4(85R)
-------
0-o-o I,
5-10-15 0-1-13
5-11-4
E 5-11-4 Over 3 Supports ---›-
R=392 W=5.5"
RL=184/-85
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.04...•: ,,pf,, QTY:1 OR/-/1/-/-/R/- Scale =.4375"/Ft.
Trus-WRDa�{VV{,,Inc 360-750-1470 "mummy. TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. AS •Cs
3901 NE OOt11 St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORWTIONN), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 `�` I N AAtier TC LL 30.0 PSF REF R561-- 58335
NORTH LEE STREET, SUITE 312.ALEXANDRIA, VA, 22314)AND HITCH(MOOD TRUSS COUNCIL OF AMERICA, 8300 �" vsO LAiiis, —
ENTERPRISE LANE, MADISON,WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ,V 14: TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHER RIQIR REMUS.
.-IMPORT•MT•.n1RNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITA BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086187
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS 111.-
amor ALPINE _ IN CONFORMANCE WITH TEl OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. VDESIGN BC LL 0.0 PSF CA-ENG TSB/CWC
CONNECTOR PLATESMARE APPLICABLE
/8/16GAONS('r,H/55R/N)(NATIOA653 GRADE 40/60(W,AL DESIGN SPEC, BY AX/NASS)GALV.STEEL.APPLY
4.
�/ �V'w.1 1�9 Q�
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. B�jAN CT.-
ANY
TOT.LD. 47.0 PSF SEQN- 134216
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS PI Vii DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DDRRAAWI SI CATESTHE SUIT BILITYF PROFESS IONATHISOCNEERI NTRESPONSI BLI DING LE-011E'S.HEESHPONSR LITOYM OONENT
EXP.
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12-31-13
SPACING 24.0" JREF- 1 UKQ561_Z09
I I 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J6 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.43 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
N . 23-0-4 t
R=201 U=98
10
5-3-12
0-3-8
0-4-10 mm Y
IR=111 x -18-0-0
2X4(A1) =
Lii-0-0 I, 5-10-15 =)
H 5-11-4 Over 3 Supports
R=385 W=5.5"
RL=167/-69
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0-; , • •O`�s OR/-/1/-/-/R/- Scale =.4375"/Ft.
3 T o- Inc
St.,Vancouver-500-170W ••uUiUo• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. t� VI N� n�O TC LL 30.0 PSF REF R561-- 58334 —
REFER TT RCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 ` V
NORTH LEE STREET, SUITE 312.ALEXANDRIA, VA, 22316)AND WTCl1(MWD TRUSS COUNCIL OF AMERICA, 6300 c3' a ��
ENTERPRISE LANE.MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 8!I 41 14859 TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Q+
A PWBPBMLY MAMA 11010 6HILIMO.
BC DL 10.0 PSF DRW CAUSR561 12086027
••IMPORTANT•.KNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN,ANY FAILURE TO BUILD THE TRUSS
mow ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. P -DESIBC LL 0.0 PSF CA-ENG TSB/GWH
. ALPINE
COMIECTORNFORMS PLATESMITH ARE MADEI OFBLE 20/8/16GA(W,H/SSISIONS OF S//SK)(ASTM A6553 DESIGN
RGRADE 0/60(N,C. BY AFAPA)AND K/H,SS)GALV.STEEL.APPLY "411V1.04
��.'"-
9Q TOT.LD. 47.0 PSF SEQN- 134232
PLATES POTION FACE OF TRUSS AND, ON(E)S OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2.
NV INSPECTION OF PLATES FOLLOWEDFBY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 LEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC
ITA BuildingComto ComponentsGroup,,Inc. DEESSWGN SIH CATESTME SUITABILITY ANESS
DFUSEIOF THIS ICOMPONENTRFOR ANYIBNUILDING ISLTHEORESHPONSIBILITV HE EXP,12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ561_Z09
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J4D)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
a21-4-4
R=129 U=62
10
1-11-0
E t .419-8-12
R=75
....----
16
b
0-4-10
1 s� _1008-0-0
2X4(B5R)
L,:1-0-0j
3-10-15 `
F3-10-15 Over 3 Supports
R=295 W=5.5"
RL=125/-65
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•" 11 QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft.
3901T1NE()Ott,St.,Vancouver WA RREFER Ta SCSI T BSILDINGt2s-Way,Inc 360-750-1470 ••111/111111111111.•TRUSSES RE EXTREME CARE IN FABRICATION, HANDLING,"�ALEXANN DR A VA NF003 4A ION)W CA(MOO O TRU551 PING. INSTALLING AND COUNCIL PLAT AINSTITUBRAC1618 ��LQ O°£v TC LL 30.0 PSF
CaIN REF R561-- 58333
ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (V� �� 9w TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 444 'a r 26 F1.
A PROPERLY ATTACHED RIGID CEILING.
• BC DL 10.0 PSF DRW CAUSR561 12086186
GROUP,
PURL.SHALL
FNONISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITE BUILDING COMPONENTS .'�T BC LL 0.0 PSF CA-ENG TSB/CWC
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS
ALPINE IN CONFORMANCE WITH TP 1;OR FABRICATING.HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 4r
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY / TOT.LD. 47.0 PSF SEQN- 134214
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
�,AMQ
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS TT
ITW Building Components Group,Isle. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 DESIGN 590MM. THE SUITABILITY AND USE OF THIS COMPONENT FOR AMV BUILDING IS THE RESPONSIBILITY OF THE EXP.12-31-13
BUILDING DESIGNER PER ANSI/TPI ,SED. 2. SPACING 24.0" JREF- 1UKQ561_Z09
$ ) I I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J4 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet,(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets 1/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
1-4-4 a
R=134 U=60
10
3-7-12
0-3-8
0-4-10 �� •
�1 18-0-0
R=105
2X4(A1)
1E,1-0-o,�< �J
3-10-15
Ec 5-11-4 Over 3 Supports
R=311 W=5.5"
RL=115/-55
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04, -• O`F OR/-/1/-/-/R/- Scale =,5"/Ft,
3
Trus-Way,
rt NE 68thSt.,Vancouver WA ARE•ERMTO RCSI TR(BSUILDING COMPOS REQUIRE NENEME CARE IN T SA TY INFORNATION)FABRICATION,P$ SHED BV SHIPPING,TP (TRUSSINSTALLING
PLATE INSTITu BRACING.1436.Y%131 DINE TC LL 30.0 PSF REF R561-- 58332
ENTER RES SLANE. SUITE MADISON, WI AL 53719)F. VS, ETY1P)CTO ESCP IOWA PERFO INGNTIE OF CTIOIS. LES0 Ca' •146 . '9 �� TC DL 7.0 PSF DATE 03/26/1 2
OTHERWISE LANE. EDTOP WI 53]19) SAFETY RL PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ar 26 c' ,
A PROPERLY ATTACKED MINIM CEILIMS.
""IYORTAMT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BC DL 10.0 PSF DM CAUSR561 12086029
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS leg'id
ALPINE mum IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/GRH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFSPA)AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/18/T6GA(W,H/SS/K)ASTM A653 GRADE 90/60(W, K/H,SS)GALO.STEEL.APPLY % TOT.LD. 47.0 PSF SEQN- 134230
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. MN Q[`
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THISWDUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. p::TGN SHNCATESTMEC UITABILITY,PRNOFUSEIOFF THISS COMEPON NTRFOR ANY OUILOING ISLTHE RES.HEPPONTSIBILIT NTHE EXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" -REF- 1 UKQ56 1_Z09
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J2D)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.76 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
I
19-8-4
R=46 U=25
1-3-0
10
18-8-12
R=34 Y
0-4-10
6
MIMEO
.41,_18-0-02X4(B5R)
1< 1-0-0
1-10-15
< 1-10-15 Over 3 Supports
R=210 U=14 W=5.5"
RL=69/-44
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.. .� `A QTY:2 OR/-/1/-/-/R/- Scale =1"/Ft.
Trus-Way,IIIc 360-750-1470 ••FERMIMD••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 43` • I1�`it., REF R561-- 58331 _
3901 NE 68th St.,Vancouver WA NORTH EE STRIEET(BSUITEN]t2C.AOLEXANDRIAE VA'NZ2O311)ION)AND MICA(8000 D TR 551 COUNCIL POFTEAMERICAE 6300 0�� �oI N�F �' TC LL 30.0 PSF
ENTERPRISE LANE. MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V� 40 1015!_ TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �'
A PROPERLY ATTACHED RIGID MUMS. _
•'s�ORTAII7A'NRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS •' BC DL 10.0 PSF DRW CAUSR561 12086185
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANT FAILURE TO BUILD THE TRUSS • /�i� BC LL 0.0 PSF CA-ENG TSB/CWC
mow ALPINE IMMO IN CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFNPA)AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W.H/SS/K)ASTM A663 GRADE 40/60(B. 0/H,SS)GALV. STEEL.APPLY ON •' 1.4 TOT.LD. 47.0 PSF SEAN- 134212
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS INOA-Z. NW
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS •r W. �
ITW Building Components Group,Inc. DR WI SII ICATES a CE THN ur PROFESSIONAL HI NGINEERING RESSR N IBIL1LDING LELTNE RETHSE TRUSS COM THE OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
I 0
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J2A )
Top chord 2x4 DF-L #1&Bet.(g) Special loads
Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 78 plf at -1.00 to 78 plf at 1.91
Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 4.00
BC- 32.71 lb Conc. Load at 2.00
110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live
anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. load applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load, Creep increase
Wind loads and reactions based on PIRYFRS with additional C&C member factor for dead load is 2.00.
design.
Unbalanced snow loads have not been considered.
I
1010-8-4
R=56 U=6
1-11-12
V
I,
0-4-10
•/ 0-3-8
1 s; 9-0-0 I
Noma
R=69
2X4(A1)
LE--1-0-0 ›J---- 1-10-15 >I
4-0-0 Over 3 Supports
R=238 U=25 W=5.5"
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.•-� ,.:r.-,4 OR/-/1/-/-/R/- Scale =1"/Ft.
Trus-Way,Inc 360-750.1470 •UARRIRW"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ` TC LL 30.0 PSF
3901 NE 68th St.,Vancouver WA RNORTH LEE STREE,M(BADISON.W. ALNEEXANDNT RIA. USAFET314)IAND ES BliISHED PRIWOOD TRUSSI COUNCIL PR FUNCTIONS.
��� �O`658��• TC DL 7.0 PSF DATE REF R561--03/26/120
ENTERPRISE LANE, MADISON.VI 53]16) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FIRICTIONS. UNLESS EU
•
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE Q+ Mal„ 26
A PROPERLY ATTACKER AMA DEILIMA, _
••IRPORTAMTe•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS �i BC DL 10.0 PSF DRW CAUSR561 12086036
GROUP, INC,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS
50,:41009"47
�`,( ., BC LL 0.0 PSF CA-ENG TSB/GWH
ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)ANA TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/II)ASTM A653 GRADE 90/60(W, K/H,SS)GALV.STEEL.APPLY -1:01%.: 71w'-art t TOT.LD. 47.0 PSF SEQN- 134249
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. —N
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS
ITW BuildingComponeuoGroup,Inc. p w SI CATESTHACCEPTAg E OF PROFESSIONAL
THISGIINEERING RFOR ANY BUILDING ISLTHE RESHE TRU LITV OFNENT EXP.12-31-13 DUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ561_ZO9
,
•
•
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J2 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.76 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
•
Bot chord 2x4 DF-L #1&Bet,(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Connectors ingreen lumber psf.
(g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
10 1
R=65 U=17 4_19-8-4
1-11-12
b
0-4-10 l
0-3-8
1810- 0 4
2X4(Al)
t<---1-0-0 >l< 1-10-15 >1
5-11-4 Over 3 Supports
R=231 U=7 W=5.5"
RL=65/-40
Design Crit: IRC2009/TP1-2007(STD)
PLT TYP. Wave FT/RT=8% 0%)/4(1) 10.03.04.1.0 OR/-/1/-/-/R/- Scale =1"/Ft.
Trus-W Inc 360-752,1470 • WANING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. t N
3901 NE 68th St.,Vancouver WA RNORTL LEE STREET(BSUITER3312,ALEXANNTDRIA, 0*, 222331144)IAND MICA(WOODR TRUSSI C(DUNCIL POFTEAMERICIAUTE,638 0
��i.QLTGO l IV 4� TC LL 30.0 PSF REF R561-- 58329_
OTHERWISEENTERPRISE INDICATED TOOPPR,WI CHORD SHALLR)HAVERSAFETY PROPERLYPAAATTTTICES ACHED STIOR TO TRUCTURALPERFORMING
PANEL NAND BOTTOM CCHOTHESE RD SHALL HAUNLESS
VE 4� V-14: �• • � TC DL 7.0 PSF DATE 03/26/12
A PROPERLY ATTACHED RIGID CEILING. at
IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ASillr BC DL 10.0 PSF DRW CAUSR561 12086032
mor ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/GWH
_ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. _ v
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE Dj
CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 00/60(B, K/H,SS)GALV.STEEL.APPLY $ �.7 V°1 41 TOT.LD. 47.0 PSF SEAN- 134228
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A_2,
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ..°44ry.CO
ITW Building Components Group,Inc. DRAA°IIINGSINDICATESTHACEACCEPTANCE
OF PROFESSIOF THISNCNEER
NEPONENTRESR NSYIBILILDING LSELTHE RESHENTIBILITY PONENT OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13
SPACING 24.0" JREF- 1UKQ561_ZO9
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J12C )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23,37 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPR reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
R=75 U=43 0-4-9
4_28-0-4T
dii
T
4_26-3-7
10
R=231 U=132 W=1.5"
2-11-7
R=365 U=209 W=1.5"
0-5-4
i_
T R=111 U=2 +18-0-0
2X4(B1)
� - 5-10-8 -�...1.2 4-0-0 :1
1< 11-10-3 Over 5 Supports
R=297
RL=321/-84
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.5-: 1.•' OR/-/1/-/-/R/- Scale =.275"/Ft.
Trus-Wa{yy,,Inc 360-750-1470 +R•ERWro Bcsl TRUSSES
LREII CI E E EXTREME
CARE NINFAomw mi Pue s D BV SHIPPING.(TRUSS PINSTALLING
NST IAND
NREM,z,s ��'�/y PAVIB,
3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)ANO WTCA(HOOD TRUSS COUNCIL OF AMERICA, 6300 �fj* ��14c a tb TC LL 30.0 PSF REF R561-- 58328_
ENTERPRISE
OTHERWISE INDICATED TOPNCHORD 53719)
STRUCTURALEPANEELLS AND BOTTOMING THESE NCHORD SHALL HAVE UNLESS
it Me C DL 7.0 PSF DATE 03/26/12
A PROPERLY ATTACKED RIGID CEILING.
BC DL 10.0 PSF DRW CAUSR561 12086033
••0iPORTAGIT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS
GROUP, INC.SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD HE TRUSS
mow ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. •�0� LL 0.0 PSF CA-ENG TSB/OMAN
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NO5(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI, ALPINEtili/ -
CONNECTOR PLATES ARE MADE OF 20/18/1660(W,H/SS/K)ASTM ANS3 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY Oi> \ TOT.LD. 47.0 PSF SEQN- 1 34240
� w Y�
Q�
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-Z. {W
ANY INSPECTION OF PLATES FOLLOWED BY(I)SWILL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS PW WW, �
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HE
NT
ITW Building acramComponen
ts 95828 Inc. ODESIGN CATES19K SUITABILITY AND USE O HIS COMPONENTRFDA ANYBBOILDING ISLTHE RESPONSIBILITY OFF THE EXP.12-31-13 OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. SPACING 24.0" JREF- 1 UKQ561_Z09
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J10D)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet•(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
0-4-9
ll ) 26-4-4
1
R=153 U=82
10
22-11-7
R=359 U=194 W=1.5"
4 20-8-14
R=117
0-4-10
j0000000. J 6
.5_ * 18-0-0
2X4(B5R) :
�-D< 5-11-4 0-1-8 3-11-11 =1
P5-11-4 -1
9-10-15 Over 4 Supports
R=395 W=5.5"
RL=300/-114
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0." . QTY:1 OR/-/1/-/-/R/- Scale =.275"/Ft.
Trus-W3901 NE 68th St,Vaancouver WA 750-1470 +R•EERRMTO SI TRUSSES
(6=1"1c2,4°"°°:1
BUILD NG CCOWONENT SAFETY INFE IN AORMATION) PIIBL NEO 6Y TPTION. HANDLING. I/P(TRUSS INSTALLING
PLATE INSTT UBTE, 2 B '\� .An�� TC LL 30.0 PSF
NORTH LEE STREET, SUITE 312,ALEXANDRIA,VA, 22314)AND MICA(ROOD TRUSS COUNCIL OF AMERICA, 6300 OoNS ! REF R561-- 58327 _
ENTERPRISE LANE, MMADISON, WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ((� �� 46 I• Ar TC DL 7.0 PSF DATE 03/26/1 2
OTHERWISE INDICATED TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOITOM CHORD SHALL HAVE 4+
A PEOPERLY ATTACHED RIGID CEILING,
AAI PONTAMT�'AFURNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS /j BC DL 10.0 PSF DRW CAUSR561 12086184
IMF GR01R, INC. SHALL POT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 1l� :C LL 0.0 PSF CA-ENG TSB/CWC
ALPINE IN COMFORMVNCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. [%. V
CONNECTOR PUTESWITH ARE MADEICABLE OF 20/PR0/VVISI NW,N/SS/X)S OF WS(ASTM 0,653DESIGN
GRADE 40/60(W,AA/NABS)CALM STEEL.ALPINE
LY "4 .fa' '99
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. , 1411 W.GV ' TOT.LD. 47.0 PSF SEQN- 134220
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS V
RTW Building Components Group,Inc. DRAWLING INIWNCATES AC EFTA®LI TY
A OFESSIONATHISNCNEERINNTREFOR ANVWBUI DING LELTHE RETHE TRUSS
COMOSN ENT
NE DUR,FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/IPI 1 SEC, 2. EXP.12 1-13
SPACING 24.0" JREF- 1UKQ561_Z09
1 I ,
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J10C )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.54 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
0-4-9
:I26-4-4
-T-
R=153 U=84
10
22-11-7
8-7-12
R=362 U=198 W=1.5"
0-5-4
<'
r'OMMIMMOONOMOMOMMEMMOMMMEMM R=111 " 18-0-0
2X4(B1)
L- 5-10-8 0-0-12
Fc 9-10-3 Over 4 Supports >1
R=297
RL=259/-70
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•P OR/-/1/-/-/R/- Scale =.3125"/Ft.
39011NE 68th St.,Vancouver WAEQUIREXTREME TD BCSI (BUILDING COMPONENT SAFETY INFORWTION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 2t8 /� '1�
NORTH LEE STREET, SUITE 312.ALEXANDRIA. VA, 23314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ...§:,- �V e
ENTERPRISE LANE,MADISON,WI 63719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS W 146 TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE tt
A PRMPLY ATTACHED RIGID CURIOS. -
Et
BC DL 10.0 PSF DRW CAUSR561 12086034
.•IUPORTMT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. FEW BUILDING COMPONENTS _Al
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN,ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/GWH
ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. 4 ��T V
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE % .C 7 1�9 -
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/R)ASTM A663 GRADE 40/60(W, R/H,SS)GALT.STEEL.APPLY �� QQ TOT.LD. 47.0 PSF SEQN- 134243
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 694 W.CM��Q
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS -I PW 0 DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DDERA:V.1 NG 1 ND ICATES ACCCEPTa9 E OF APROFESSIOF THISGINEPONENTRFOR NSIBILILDING LELY FORETSIBPENTRUSS CTY OF OMPONENT
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
1 A 1 r )
1 1
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - J10) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered. Shim all supports to solid bearing.
0-4-9
I
i' 26-4-4 0
1
R=153 U=82
10
�
� 22-11-7
8-7-12
R=357 U=191 W=1.5"
0-4-10
4 R=111 (� 18-0-0 i
2X4(A1)
�
D< 5-11-4 0-1-8 3-11-11—sJ
5-11-4 -1
c 9-10-15 Over 4 Supports
R=388 W=5.5"
RL=283/-98
Design Crit: IRC2009/TPI-2007(STD)
PLT TYPy. Wave FT/RT=8% 0% /4 1 10.03.04.0•• Q�QTY:1 OR/-/1/-/-/R/- Scale =.27511/Ft.
T3901)NE 68th St.,VancouO-1470 ver WA +BREFER 10 RCSI ET(BSILDING12CaAEEXANDSAFE VA,11223A1AATION)WTCA(WOOD RU I (TRU S PLATE STITTUTSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND RELING.2 8 ��Q -{� TC LL 30.0 PSF
°s iN , REF R561-- 58325
ENTERPRISE LANE, MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS v 1 ! ! �9� TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Mar 26
A PROPERLY ATTACHED MINIM MEILIRA.
•IUPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Ill BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086183
FDROOP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS
ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. `►�' „mowBC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFNPA)AIA TPI. ALPINE '
CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/X)ASTM A653 GRADE 90/60(W, A/H,SS)GALV.STEEL.APPLY �3y Q�' TOT.LD. 47.0 PSF SEQN- 134236
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANW,GV
ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3. A SEAL ON THIS V{Y
ITW Building Components Grow Inc. DRAWING
5I CATESTHACCEPTANCE
OF ANB USE O0NAL ENG INEERNENTBFOR ANSYBUILD
BING LELYHIE RESPONSIBILITY UISICVOONENT DUR.FAC. 1 15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. THEEXP.12-31-13
SPACING 24.0" JREF- 1UKQ561_Z09
1 l
•
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T13) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP 8, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) psf.
:Lt Wedge 2x4 DF-L Standard(g)):
Deflection meets L/240 live and L/180 total load. Creep increase
Connectors in green lumber (g) designed using NDS/TPI reduction factors. factor for dead load is 2.00.
Special loads Shim all supports to solid bearing.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 0 plf at -1.41 to 44 plf at 0.00
TC- From 0 pif at 0.00 to 181 plf at 9.65
TC- From 259 plf at 9.65 to 264 plf at 9.90
TC- From 78 plf at 9.90 to 78 plf at 16.97 0-4-1
- From 0 pif at 0.00 to 47 plf at 8.40
T - 17.38 lb Conc. Load at -1.41
Win loads and reactions based on MWFRS with additional C&C member
lii-
des gn.
+26-3-157.07 1-- ♦ �
T
6X6 ill
3X5 R=518 U=100 W=2.121"
4y22-11-15
Ci-
3X4.4, 41/1
R=870 U=175 W=2.121"
11111111111111.1114
^■ 4X4
0-4-10
��� — 4•z2X4 Ill 18-0-0
3X4(F1)
3X8\\\
1:176-0t<
8-4-12 >i< 5-10-0 >l<2-8-14.›.1
4-7-7 >‹ 3-5-10_a111z
l 14-2-12 Over 3 Supports
R=349 U=68 W=7.778"
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0,E QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft.
Trus-Waa{vy,,Inc 360-750-1470 ”OARMustr—TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. 4414
. 0/•
3901 NE 68tH St.,Vancouver WA NORTH LEEREFER TO BCSI STREET, SUITE 312,COMPONENT
LEXANDRIA•VA, 22314)TY IAAN/D MICA(FAmDD BY TRUSSI COUNCIL PLATE 2180 CO ��. TC LL 30.0 PSF REF R561-- 58324
0 HERWIISEENTERPRISE INDICATEDDTOOP CHORD SHALLBHAVELANE, MAISON,WI 5371 )FORPROPERLY SAFETY CATTACHED STRUCTTICES PRIORTURAL PANEO ELLS AND BOTTOM CHORD SHALL HAVE ING THESE FUNCTIONS. UNLESS �� aQ1 46 �� TC DL 7.0 PSF DATE 03/26/1 2
A PROPERLY ATTACHE.RIO18 MUM. Q' r . /
..IMPORTAMT.YFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS ,*�� BC DL 10.0 PSF DRW CAUSR561 12086182
GROUP, INC. SHALL NOT BE OR FABRIC ET FOR.ANY LING. SHIPPING.
FROMIA THIS DESIGN. ANY BR INGFAILURE TO BUILD THE TRUSS
BC LL 0.0 PSF CA-ENG TSB/CWC
�► ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. NANOLING, SHIPPING, INSTALLING b BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE
CONNECTOR PLATES ARE MADE OF 20/1R/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY y41 ` V
*QQ 101.10. 47.0 PSF SEQN- 134339
PLATES T EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A_2. &�
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.]. A SEAL ON THIS A!y W.G
RTW Building Components Group,Inc. nestr SIrmICATEsru'rt7 x ig NDFUSEIOOFAtHIS CNOMPONENTRFEOR IBDUI DING IS-LnES "=,;-7.71:
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DUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER AI/TPI 1 SEC. 2. EXP.12-31-13
NS
SPACING SEE ABOVE JREF- 1UKQ561_Z09
• 1
1 7
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T12)
•
Topchord 2x4 DF-L #1&Bet,(g) :T2 1.5"x5.625" DF-L SS(g): .
Bot chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQU 1 RED I t 2
Webs 2x4 DF-L Standard(g) :W4 2x8 DF-L SS: Nail Schedule:0,131"x3" nails
:W6 2x4 DF-L #1&Bet.(g): Top Chord: 1 Row w 5.75" o.c.
:Rt Wedge 2x4 DF-L Standard(g): Bot Chord: 1 Row 012.00" o.c.
Webs : 1 Row w 4" o.c.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special loads 110 mph wind, 20.43 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
(Lumber Dur.Fac.=1,15 / Plate Dur.Fac.=1.15) anywhere in roof, CAT II, EXP B. wind TC DL=4.2 psf, wind BC DL=6.0 psf.
TC- From 78 plf at -1.00 to 78 plf at 5.91
IC- From 2 plf at 5.91 to 2 plf at 18.06
TC- From 78 plf at 18.06 to 78 plf at 25.00 Wind loads and reactions based on MWFRS with additional C&C member
BC- From 20 plf at 0.00 to 20 plf at 2.00 design.
BC- From 10 plf at 2.00 to 10 plf at 11.83
BC- From 11 plf at 11.83 to 11 plf at 17.69 Calculated horizontal deflection is 0.16" due to live load and 0.21" due
BC- From 22 plf at 17.69 to 22 plf at 24.00 to dead load.
TC- 464.00 lb Conc. Load at 5.94
TC- 278.33 lb Conc. Load at 8.00 Deflection meets L/240 live and L/180 total load. Creep increase factor
TC- 356.55 lb Conc. Load at 10.00 for dead load is 2.00.
TC- 362.79 lb Conc. Load at 12.00
TC- 359.33 lb Conc. Load at 14.00 In lieu of structural panels use purlins to brace all flat TC w 24" OC.
TC- 281.11 lb Conc. Load at 16.00
TC- 872.00 lb Conc. Load at 18.09
BC- 101.59 lb Conc. Load at 2.00 3X6 10X14
BC- 105.43 lb Conc. Load at 4.00 8X8=
BC- 110.76 lb Conc. Load at 6.00, 8.00,10.00
BC- 116.64 lb Conc. Load at 12.00,14,00,16,00,18.0
PL- 116.64 lb Conc. Load at (11.90,20,78),
(14.01,20.78), (16.04,20.78) Or ' 3X4
1111111111111111.
0
10 3X4= W4 4444'
O 5-3-12
8X10= 10
0-4-10
3X4 a
6
3X80
0-4-10
I' "..41- o J 6 2X4 III ,4..
4t 1
3X4= 4X7
4 18-0-0
4X6(61) = 4X6(F6)
1-D-2 1-O72
L5-6-22-8-2
r 5-6-2 ›I.c
6-3-14 --IT- 5610-4419.10` 2-6-6 3.1.c 2-11-12
2-11-12
= 5-10-15 ,I, 12-5-3 ,l, 5-7-14
11-10-0 .fl 5-10-4 _1_ 6-3-12
c 24-0-0 Over 2 Supports
R=2811 U=494 W=5.5" R=2971 U=500 W=5.5"
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•p• QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. _
3901 - ay,I c 60-7our470 "URRIMD'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4(`[�% . 11e./AF TC LL 30.0 PSF REF R561-- 58323
REFER TO•CSI (BUILDING CWwONENT SLEETY INFORIIATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 /y �Q�j•
NORTH LEE STREET, SHITE 312.ALEXANDRIA,VA, 22314)MID WTCA(ROOD TRUSS COUNCIL OF •ERICA, 6300 �, S 1 4 a • 1 TC DL 7.0 PSF DATE 03/26/1 2
ENTERPRISE LANE. MADISON,NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T'�L
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1 ar 26 • 1 .
A PROPERLY ATTACHED RIBID CEILIN,
BC DL 10.0 PSF DRW CAUSR561 12086181
• IMPORTAMT*•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS :C LL 0.0 PSF CA-ENG TSB/CWC
ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. CI, ...4.11.10 -
CONIEN CONFORMS WITH APPLICABLE 20 PROVISIONS OF NOS(NATIONAL DESIGN SPEC, (W AK/H,5 AND LTL. ALPINE N.yd�Q TOT.LD, 47.0 PSF SEQN- 1 34369
CONNECTOR TO PLATES WIDE OF AND. ISI (STH/SS/X)ASTM 853 GRADE 4DESI (W, FAITIO GALT. STEEL.APPLY '41/4)? 1l•.�•
PLATES TO EACH FACE OF TRUSS AMD, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. A�w•CVO
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS
CV DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DESIGN SHOWN TESTHECSUIT BILITY ANDFUSEIOOFATHISS COEOMPONENTRFOR BUILDIN
ANY G ISLTHEORESPONTHE S BILITY OFNTHE
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
1
1 1 •
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T11)
Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.26 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 OF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC 01=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): psf.
:Rt Wedge 2x4 DF-L Standard g):
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Calculated horizontal deflection is 0.13" due to live load and 0.17"
due to dead load.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase
factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=30.00 psf, Ct=1.10,
Ce=1.00, CAT II & Pf=23.10 psf. In lieu of structural panels use purlins to brace all flat TC @ 24"
OC.
3X6 4i
10X140
6X8
—� 6-11-12
10 7 10
7X6
-i 6 2X4 III 6 L-
0-4-10
—- 3X8 iir
0-4-10
0-4-1
g 4
T = 18-0-0
3X4= 4X6=
4X4(A2) = 4X6(F6)
cO 1-O
w_
5-6-2 4(
6-3-14 1i- 5610-44 —9„1 5-7-145-6- 1.]J�
7-10-15 10-5-3 I - 5-7-14
a.
11-10-0 'T 5-10-4 ,..7.1.,
6-3-12
c 24-0-0 Over 2 Supports
R=1265 U=183 W=5.5" R=1278 U=179 W=5.5"
RL=209/-209
Design Crit: 1RC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.01f -, QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft.
Tris-Way,Inc 360-750-1470 ...muumuu—TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING.
3901 NE 68th St.,Vancouver WA 'NORTH TO
STREET,SI SUITTENG 312,AALEXANDRIA, VANENT SAFETY 102223314)IAND WTCA(MOOD BYBLISHED TPI
COUNCIL PLATE
AMRICA. 6300 b.x01 Nk.k.. ,40 TC LL 30.0 PSF REF R561-- 58322
ENTERPRISE LANE, MADISON.WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS i v 148 . TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE CC
A PROPERLY ATTACHED MIND DEIL/M6.
••iwrownwayRNIS
•FUH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITA BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086180
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS
immir ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING,HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. 0 �'�= BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL RESIGN SPEC. BY AF&PA)AND TPI. ALPINE ".w 7 ,10 V
CONNECTOR PLATES ARE MAO OF 20/18/160A(W,H '
/SS/N)ASTM A653 GRADE 40/60(W.N/H,SS)GALV.STEEL.APPLY Y �N TOT.LD. 47.0 PSF SEAN- 134404
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. -"AEW,Ok`.-
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. D::=SHOWNCATESTNES ITABILITY PROFESSIONAL
OF TNIS CNEOEERI NG RFO NS IIBILILDINGIELTHE RESPONTRUSS COMPONE:
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13
SPACING 24.0" JREF- 1UKQ561_Z09
A I A
I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T10)
Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located .
Bot chord 2x4 DF-L #1&8et.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standardg) :W5, W7 2x4 DF-L #1&Bet.(g): psf.
:Rt Wedge 2x4 DF-L Standard g,:
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Calculated horizontal deflection is 0.17" due to live load and 0.19"
due to dead load,
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase
factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=30.00 psf, Ct=1.10,
Ce=1.00, CAT II & Pf=23.10 psf. Use this design for common hip trusses w 24.0" OC. Extend sloping TC
of truss and jacks to hip rafter. Support extensions every 4.00 ft to
Building designer is responsible for conventional framing flat TC. Spacing of supports originates from #1 hip. Attach 2x4
4X4 ii 4X4 lateral bracing to flat TC e' 24" OC with 2-16d Box or Gun
(H) Laterally brace TC below filler with purlins at 24" OC. 2X4 III nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109.
2X4111 Support hip rafter with cripples at 5-7-14 OC.
T
4AMEMMENNEMMEMMItslossillits10X1 4
3X6 Ai
6X10=
40 - -` 8-7-12
10 I — fi 10
=
J g 8X8
0-4-10 0-4-10
1.1
2X4 III
6 L `l 18-0-0
T
3X4= 4X6
4X6(81)= 4X8(F1)
-:--
1-0-0 1-0-D
5-6-2 ›-.c 4-3-0 ,11-11-21 2-6-10 4-1-4 5-7-14
5-6-2 6-3-14 5-10-4 5-6-2
0-1-13
c 9-9-2 --1L. 4-3-15 _I, 4-1-4 ,h 5-7-14
11-10-0 _f_ 5-10-4 _f_ 6-3-12
< 24-0-0 Over 2 Supports
R=1637 U=298 W=5.5" R=1650 U=300 W=5.5"
RL=513/-507
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•' QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft.
3901TE 68tav,IncI,Vasco ver WA ,REFR TO RCSI (HuiLOINS OMPOONENT SaancoE AFETY INFORMATION) P�LOSHED BV TPILING. PING.(TRUSS�PLATE l STTALLING ID TUTE, 210 G.
4--- ,y1NDiii TC LL 30.0 PSF REF R561-- 58321
NORTH LEE STREET, SUITE 312.ALEXANDRIA, VA, 22316)AND MICA(MOOD TRUSS COUNCIL OF AMERICA. 6300 c� �v
ENTERPRISE LANE. MADISON,WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4, ; 9 9� TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Mar 2 z
A PROPERLY ATTACHER RIGID CEILING. /�
4#IRTT�
AM •FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086179
•PO
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS '
Emir ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING.SHIPPING. INSTALLING b BRACING OF TRUSSES. �`P �.. BC LL 0.0 PSF CA-ENG TSB/CWC
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFL-0A)AND TPI. ALPINE 7,� TOT.LD. 47.0 PSF SEQN- 1 34401
CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W,H/SS/K)ASTM A663 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY YY AP
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. "AMMO"-
O"-
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS �W V
ITW Building Components Group,Inc. OOREASW SII CATESTMACCEPT NCE OF PROFESSIONAL ENGINCNEEERRINNTRFOR NSSIUILD
BING LELTME RETHENTRUSS C MPONENT OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI1 SEC. 2. EXP.12-31-13 SPACING 24.0" JREF- 1UKQ561_Z09
I
,
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T09 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet. ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Calculated horizontal deflection is 0.18" due to live load and 0.22"
(a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally due to dead load.
spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min,). Bracing
material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non-concurrent bottom chord live
by erection contractor, load applied per IRC-09 section 301.5.
Calculated vertical deflection is 0.20" due to live 5X6. Deflection meets L/240 live and L/180 total load. Creep increase
load and 0.45" due to total load at X = 17-8-4. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=30.00
!.�
psf, Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf. II
3X4�i i C 6X8
* 4 10-4-10
10 I -1 10
7X6= 6 L-
0-4-10 6
0-4-10
rd 1 iP 4/• 18-0-0
__L
T -" -
2X4 III 5X8
3X5(B1) = 4X6(F1) .
1�-0
1-0-0
6-1-1 D.< 5-10-15 5-8-4 _I_ 6-3-12
6-1-1 5-8-15 11-7-15
c 12-0-0
_,1- 12-0-0
11-10-0 f 5-10-4 —I` 6-3-12
< 24-0-0 Over 2 Supports ›-
R=1265
R=1265 U=200 W=5.5" R=1278 U=196 W=5.5"
RL=300/-300
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.° /..;:1 OR/-/1/-/-/R/- Scale =.25"/Ft.
Trus-Way,Inc 360-750-1470 WIIRR100..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING.
3901 NE 68h St,Vancouver WA +REFER TO BCSI NORTH LEE STREET(BSU(BUILDING
EN3l2 pLEENT SAFETY XANpRIA, VAiN223Rt4)IAND WTCA�(ISHED BY WDOO TRUSSI COUNCIL PLATE NSTLATUTE, 6]OD 5�� DI NF 49 TC LL 30.0 PSF REF R561-- 583 20
ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4`' to 148 . -� TC DL 7.0 PSF DATE 03/26/1 2
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATFACXEO WIOIO CEILING.
..IWPORTAMTAA FURNI SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. RTW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 12086030
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS /- BC LL 0.0 PSF CA-ENG TSB/GMALPINE NIiIIIN IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING.SHIPPING, INSTALLING A Y
BRACING OF TRUSSES. ' 144
i
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE _
CONNECTOR PLATES ARE NAOE OF 2O/18/16GA(W,H/55/X)ASTM A653 GRADE 90/60(W,X/H,SS)GALT.STEEL.APPLY % AQP TOT.LD. 47.0 PSF SEQN- 182248
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE OCATED ON THIS DESIGN, POSITION PER DRAWINGS 100A-Z. 4WW w.CN
ANY INSPECTION OF PLATES FOLLOWED BY )SHALL HE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS
T
ITN Building Components Group,Inc, =Mr5H TMCE
ICATESACTAB E OF PROFESSIOF XISGLgEERING RFOR ANV BUI DINSOLXE
ELTDRETHE TR81LITVMOF THE DAR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/IPI 1 SEC. 2. EXP.12-31-13
SPACING 24.0" JREF- 1UKQ561_Z09
• I
1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR,
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T08 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Betag) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-09 section 301.5.
for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=30.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf.
4X6=
ek 7-
N
2X4% 2X4///
W3
1 10-4-10
10 f W2 4/ 10
0-4-10 0-4-10
__L __I
PSI = 101 ;�
3X4= 3X5 18-0-0
T = 3X4=
-
3X5(61)= 3X5(B1)
L1'J L1,J
L 6-2-1 I_ 5-9-15 I_ 5-9-15 L 6-2-1
I� 8-1-6 ��� 7-9-4 `I— 8-1-6
I_ 12-0-0 —1— 12-0-0 J
24-0-0 Over 2 Supports si
R=1257 U=205 W=5.5" R=1257 U=205 W=5.5"
RL=300/-300
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04..•: OR/-/1/-/-/R/- Scale =.25"/Ft.
3901
Trus-Way,
�ay I c 360-750-1470
-750 1470 .MAYMI�."TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. yt `N‘Ca1"• CS�� REF R561-- 58319
+REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ``� ,�1 V TC LL 30.0 PSF
NORTH LEE SLANE, ADSUISO 312. ALEXANDRIA,F, VS, E2314)AND ES (WOOD TRUSS COUNCIL OF AMERICA,I . LESS 4, 1 4::, ,' �� IC DL 7.0 PSF DATE 03/26/1 2
ENTERPRISE LANE, MOISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V _7
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Mar 2:
A PROPERLY BTTACIEB RIGID CEILING.
..INPORTMT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ' BC DL 10.0 PSF DRW CAUSR561 12086028
ALPINE GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC��
now IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING B BRACING OF TRUSSES. • /yV TO LL 0.0 PSF CA-ENG TSB/GWR
CONNDESIECTOR PLAATESWITH ARE WADEOF200/180/16GA0NS OF(W,H/SS/K)(ASTMOA653AL OESIGN SPEC, BY GRADE A0/60(B,AX/HASS)GAIN)AND . STEEL.APPLYO 4 • �''1 194, ASA
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. `.'AMW.^B1f1�\ TOT.LD. 47.0 PSF SEQN- 1 34257
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3, A SEAL ON THIS V[� DUR.FAC. 1.15 FROM KTC
ITA Building Components Group,Inc. U:WGN SHDYNCATESTHE SUITABILITY ANOFUSEIOF TRISGCOMPPONENTRFOG AWEBBUILDING ISLYIRFOE RESPONSSIBLIT
IVF THE OEXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ56 1_209
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - TO6)
Top chord 2x4 DF-L #1&Bet,(g) :T2, T3 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.26 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(( )) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard g) psf.
:Lt Wedge 2x4 DF-L Standard g)::Rt Wedge 2x4 DF-L Standard(g):
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase factor
for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf.
In lieu of structural panels use purlins to brace all flat TC @ 24" OC.
H091210,00.° H0912
7X6=
TZ i T3
446-11-12
10 I 10
0-4-10
1 0-4-1
G 1 CI 1111
_\ 18-0-0
2X4 III 6X8= 2X4 III
6X6(B7R) __ 6X6(B7R)
LE1'aJ LE1,O
I" 5-6-2 ak 6-5-14 >I< 6-4-2 5-7-14
I- 7-10-15 -I- 8-2-2 —I- 7-10-15
J
1 24-0-0 Over 2 Supports
R=1257 U=188 W=5.5" R=1257 U=188 W=5.5"
RL=209/-209
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=13%(0%)/4(1) 10.03.04.0 . OF QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. _
Trus-Wa�YD 68th
360-750-1470 WAR TO SCS TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. �t(`�t I Csn' TC LL 30.0 PSF REF R561-- 58317
3901 NE VVtll St.,Vancouver WA +REFER TO BCSI (BUILDING COMPONENT SAFETY INFDRMIIT ION). PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 21B ` (. YY
NORTH LEE STREET, SUITE 312,ALEXANDRIA. VA. 22314)ANO MTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 0 C
ENTERPRISE LANE,MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 4 �� 48,�F TC DL 7.0 PSF DATE 03/26/1 2
A PROPERLY ATTACIEN RIGID CEILING.
BC DL 10.0 PSF DRW CAUSR561 12086177
"0RIPORTAMTr-FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I1W BUILDING COMPONENTS
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS . .1.1•11-.41'.- , BC LL 0.0 PSF CA-ENG TSB/CWC
ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. wi4
CESIGN CONNECTOR LLAATESWITH ARE MADEI OFBLE 20/ilB//16GA(W,ISIONS H/S�)(ASTMONAL DESIGN SPEC, BY 663 GRADE 0/BO(W.AF&PA)AND TPI.X/H,SS)GAL.STEEL.APPLYE %�CI� C 7 ,�9 A��
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ,�ANw.C�klt TOT.LD. 47.0 PSF SEAN- 1 34308
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS
ITW Building Components Group,Inc l SI ICATE STHACCEPT BILITY PROFESSIONAL
THIS GNNEERING R SPONNSI 9LILDING LELTHEORESPONS BILITY OFNTME OUR.FAC, 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13 SPAC 1 NG 24.0" JREF- 1UKQ561_Z09
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T05)
Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.43 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.{ ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standardg) psf.
:Lt Wedge 2x4 DF-L Standard g)::Rt Wedge 2x4 DF-L Standard(g):
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Bottom chord checked for 10.00 psf non-concurrent bottom chord five
load applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase factor
for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=23.10sf.
#1 hip supports 5-10-15 jacks with no webs. Corner sets are P
conventionally framed. Building designer is responsible for conventional framing.
Extend sloping top chord of truss and jacks to hip rafter. Support In lieu of structural panels use purlins to brace all flat TC @ 24"
extensions every 4.00 ft to flat TC. Spacing of supports originates from OC.
#1 hip. Attach 2x4 lateral bracing to flat TC 0 24" OC with 2-16d Box or
Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109.
Support hip rafter with cripples at 5-7-14 OC.
H0912 4L H0912
7X6=
4 1
1T2 d T3 14
10
I
10 ( 5-3-12
0-4-10
0-4-10
o- , �
� 18-0-0
-at2X4111 6X8= 2X4111
6X6(B7R) = 6X6(B7R)
L1 LEI,�1
,c 5-10-15 ,�1_ 6-1-1 6-4-2
5-6-2 5-7-14
6-5-14 �c 6-4-2 'I` 5-7-14
I_ 5-10-15 -I, 12-5-3
,I- 5-7-14 J
24-0-0 Over 2 Supports
R=2451 U=389 W=5.5" R=2451 U=389 W=5.5"
RL=165/-165
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.0•. QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft.
3901T1NE thSt.,Vanco verWA 70 •yOR MTo •DESIEETUS ULDING 312,AIcRE LEXANDRIA,iTEY VA, 22AD3 t IoND OT�(W ODD RUSSPPCAUNCILN PLOATE NSI NG TIITUT EE,,, 21� ���L.0,..-
ENTERPRISE
.k, TC LL 30.0 PSF
REF R561-- 58316
LANE,MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 03/26/12
A PROPERLY ATFASHED 8109W CEILING. _BC DL 10.0 PSF DRW CAUSR561 12086176
"IMPORTANT•"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS _GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS
imw ALPINE IN CONFORMANCE WITH TITH PI;OR FABRLE ICATING, HANDLING, SHIPPING. INSTA LING R BMCING OF TRUSSES, w BC LL 0.0 PSF CA-ENG TSB/CWC
CONNECTOR NPLA SW ARE MADEI OFa20/18/16GA(W,H/S//K)(ASTMDA663DGRAOE 90/60(W,AK/MASS)GA V. STEEL.APPLY iV"�r•T Vie'9410,V..4 TOT.LD. 47.0 PSF SEQN- 1 34303
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1R0A-Z. NP)tee
ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS •^M W.0114t%
ITW Building Components Group,Inc. DRAW r 1"'CATESTHAACCEEITAO TY LIPANOFESSIOFATHISN INEOEPONENTRES ANSI BUILDING LELTHE RESPONSIBILITY OFEMITNT .--_ OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13
SPACING 24.0" JREF- 1 UKQ561_Z09
N 1
ITHIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR,
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT BRITTANY MEADOWS LOT 30 , - T04 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21,09 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Left end vertical not exposed to wind pressure, load applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=30.00 psf,
for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf.
6X6
10
.111\siiiii\hh...
3X4�i
l f 6-7-10
710
3-0-11
0-4-10
1611111111116..
MR 418-0-0 t
•11 3X4= 4
2X4 III
3X4(A1)
4-3-8 >I‹ 7-6-0 >{
4-3-8 ,I_ 7-6-0 J
1z 11-9-8 Over 2 Supports
R=568 U=83 W=3.5" R=669 U=86 W=5.5"
RL=140/-150
Design Crit: IRC2009/TPI-2007(STD)
PLT TYPTrus-Wayy. Wave FT/RT=8% 0%)/4 1) 10.03.04.0`•.0 ..,...- OR/-/1/-/-/R/- Scale =.375"/Ft.
3901 E 68th St.,VancouverWA-1470 •
RREF R TO SCSI (ROUITENGIMING.. TRUSSES REQUIRE
,AONENT SAFETY N22000IATION), PU LISDHE TRUTPI (TRUSS PLLATEAIINSTf1ITTUBTE, 2 6� y�i.� 1 1N S TC LL 30.0 PSF
`CING. '� '1 REF R561-- 58315 _
ENTERPRISE LANE. MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �v iLIIIMp
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE 4 TC DL 7.0 PSF DATE 03/26/1 2
A PROPERLY ATTACHED RIND CEILING. ,-
�'`� BC DL 10.0 PSF DRW CAUSR561 12086026
`•I•VORTAET`•Fu6Nisx A COPY of THIS DESIGN TO THE INSTALLATION CONTRACTOR. IlW BUILDING COMPONENTS _
- ALPINE GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS ' BC LL 0.0 PSF CA-ENG TSB/GWH
IN CONFORMANCE WITH TP 1:OR FABRICATING, IIANOLING,SHIPPING. INSTALLING&BRACING OF TRUSSES. r
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE Of"'
A
CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/55/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY �`.7 ,�
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. , QQ TOT.LD. 47.0 PSF SEQN- 182262
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS —'14,,,,e6"
ITW Building Components Group,Inc. DDRRAAW SIH CATESTMACCETANCE OF PROFESSIONAL
HEN INOEERINGTRESP SIBILILDING LELTNESPOENTRUSS C O
REFONTHE
OUR.FAC. 1.15 FROM KTC
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-13 SPACING 24.0" JREF- 1 UKQ561_Z09
I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T03)
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.44 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
#1 hip supports 5-11-4 jacks with no webs. Corner sets are load applied per IRC-09 section 301.5.
conventionally framed.
Deflection meets L/240 live and L/180 total load. Creep increase
Extend sloping top chord of truss and jacks to hip rafter. Support factor for dead load is 2.00.
extensions every 4.00 ft to flat TC. Spacing of supports originates from
#1 hip. Attach 2x4 lateral bracing to flat TC @ 24' OC with 2-16d Box or Truss designed for unbalanced snow load based on Pg=30.00 psf,
Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf.
Support hip rafter with cripples at 5-7-14 OC.
6X8 ii Building designer is responsible for conventional framing.
3X4 In lieu of structural panels use purlins to brace all flat TC w 24"
OC.
AMMisiimmim
I, 10
10
5-4-0
0-4-10 0-4-10
kIP:UIMIMIIIIMMINIMINIMIIIIq N iW *18-0-0 i
j 2X401 3X5= 3X4=
3X6(B10R) .--% 3X6(B5R)
1.c 5-11-4 >fc 3-3-10 >Fc 5-9-2 H
L 5-11-4 ,I, 3-3-10 j,. 5-9-2 J
15-0-0 Over 2 Supports
R=1370 U=217 W=5.5" R=1455 U=231 W=5.5"
RL=151/-139
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=896(096)/4(1) 10.03.04.0.' n, QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
s ori NE 68thSt.,3anconerWA 'R•ERMT BSI (BUES REQUIRE ILDINGCCOMPONENT�SAERE TY1N NFORMATION). PUBLIISHEDBYN, HANDLING, TPII (TRUSS PLATE INSTITUTE,IPPING, INSTALLING BRACING, v- elN{!�s,P TC LL 30.0 PSF REF R561-- 58314
NORTH LEE STREET. SUITE 312,ALEXANDRIA, VA, 22314)AND PTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 a JJ�� y ` Nov
ENTERPRISE LANE,MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C(W V I - TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE at
A PROPERLY ATTACHED RIGID CEILINR.
BC DL 10.0 PSF DRW CAUSR561 12086175
•.INPWRTANTe•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS
4.
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TP1:OR FABRICATING, HARMING, SHIPPING, INSTALLING&BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE
AV
CONNECTOR PLATES ARE MADE OF 2O/18/16GA(N,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV.STEEL.APPLY %&pnAN w.Cir TOT.LD. 47.0 PSF SEAN- 134274
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC
ITW Building Components Groupl Inc. p N SI CATESTHAC iTAB Elry AND USE IOFATHISGCNOMPONENTRFOR ANYBUI DING ISLTHEORESPONSIBILITY OF T E EXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 UKQ561_Z09
,
1 I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8, DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T02 )
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located •
•
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead load is 2.00.
Unbalanced snow loads have not been considered.
10 M 10-6-6
R=40 U=17
1-10-15
V
0-4-10 ..
IIIIIIIa
40_9-0-0 i
2X4(A1)
l< 1-0-0-->•1
1-10-0 Over 3 Supports
R=206 U=7 W=5.5"
RL=53/-38 R=31
Design Grit: IRC2009/TPI-2007(STD)
PLT TYP.E,��{{r.. Wave FT/RT=8% 0% /4(1) 10.03.04.0..' ,.. . , OR/-/1/-/-/R/- Scale =1"/Ft.
3901Trus-WNEOO'Inc th.S}..,VancouveraWA Ri70 p ERM1110".TRUSSES TA SCSI ET(BSILDING/IRE EXTREME 1CMALEEENTDS CARE
VA.NFOR A ION)'!!PA LISHE TRU55I C(TRC S PUT gINSTITUTEE.. 21� �`_�O R��✓�O ING.
TC LL 30.0 PSF
5 INC REF R561-- 58313
ENTERPRISE LANE, MADISON, WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 14 14859 TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �`
A PROPERLY ATTACHED RIOIO CEILING. _
•"IMPORTANT`.FURNISI4 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS i BC DL 10.0 PSF DRW CAUSR561 12086039
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS
mowALPINE IN CONFORMANCE WITH TPI; BR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE _
CONNECTOR PLATES ARE WIDE OF 2O/18/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W.X/H,SS)GALV.STEEL.APPLY 4Qk TOT.LD. 47.0 PSF SEQN- 134247
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16DA-Z. 4N W.0"
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ""Ail
I1W IGN Building Components Group,Inc. DESSI CATESTME�SUEITA81LITY ANDFU EIOFATHISS CaRPoNENTRFORR AANNYRBUILDING ISLTHEORESPoNS B LIT','OFF THE DUR.FAC. 1.15 FROM KTC
EXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ561_Z09
1 , I
•
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - TO1 )
•
Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase
applied per IRC-09 section 301.5. factor for dead toad is 2.00.
Unbalanced snow loads have not been considered.
R=130 U=47
9 +12-5-2
10
3-8-10
i
I
0-4-10 ��
=� ' R=73 _1_49-0-0
2X4(A1)
k--4-0-0 Over 3 Supports -
R=295 W=5.5"
RL=95/-54
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0. OR/-/1/-/-/R/- Scale =.5"/Ft.
Trus-W0-,Inc 360-750-1470 •'MARMIIIR'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING ANO BRACING. �E
3901 NE 68thSt.,Vancouver WA REI:'1
TC LL
STREET(OSU TEN312 E ANDRIA. VA. 22314)IAND)RCA(W 00 TRUSS COUNCIL PRE AMERI�TUTE.638 ��41Na � TC DL 30.0 PSF DATE 85603/26/122
I
ENTERPRISE LANE.MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Mar 2• 1'
A PROPERLY AMMO RIM CEILING.
BC DL 10.0 PSF DRW CAUSR561 12066038
•♦IMORTAMT“FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS t _
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS +������
IMW ALPINE _ IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING.SHIPPING. INSTALLING A BRACING OF TRUSSES. I:A V BC LL 0.0 PSF CA-ENG TSB/GWH
DESIGN
PLATESCONFORMS
PARE APPLICABLE
OFB2U/le/1OISO(MS,H/SS K/)NOS(ASIA A66DESIGN
GRAADDEE 40E660(1,BY AFAPA)0/0,SS)ND GALV.'STEEL.APPLY y'�OhAMw C QQ00 �t'i TOT.LD. 47.0 PSF SEQN- 134251
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DRADESIING GN SIHOANCATESTHACCEPACCEPTANCE
TA�66 AND USE OF PROFESSIONAL ENGINEERINGCORESPONSIBILITY
MYTHE
BBUILDING SOLELY
THE
TRUSS
COMPONENTTY OF THE EXP.12-31-13
Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UKQ561_ZU9
4
)
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(121190-PARR LUMBER WEST LINN M & D DEVELOPMENT -- BRITTANY MEADOWS LOT 30 , - T07) W
Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located '
Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
Webs 2x4 DF-L Standard(g) psf.
:Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g):
Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction factors.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase factor
for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=23.10 psf.
Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of
truss and jacks to hip rafter. Support extensions every 4.00 ft to flat Building designer is responsible for conventional framing.
TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral
bracing to flat TC @ 24" OC with 2-16d Box or Gun 3X4
3X41*) Laterally brace TC below filler with purlins at 24" OC.
nails(0.135"x3.5",min.) and diagonally brace per DWG.
BRCALHIP0109. Support hip rafter with cripples at 1
�� �`
5-7-14 OC.
H0912�i j H0912
7X6=
i�
4. LI �
4 T2 (*) (A) T4 ��'/ 8-7-12
10 r- 2X4111 2X4111 � 10
0-4-10 0-4-10
VIII 1 U.
# 18-0-0
1 6X8=
2X4 III 2X4 III
6X6(B7R) = 6X6(B7R)
I.1,J 1.1,E
5-6-2 ' 4-3-0 _1_2-2-14�2-2-14_1_ 4-1-4 >-c 5-7-14 y
5-6-2 6-5-14 6-4-2 5-7-14
9-9-2 0-1-132-1-1 2-2-P41-13 4-3-1 5-7-14
1< 24-0-0 Over 2 Supports
R=1630 U=296 W=5.5" R=1630 U=296 W=5.5"
RL=513/-507
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.0.6 • QTY:1 OR/-/1/-/-/R/- Scale =.275"/Ft.
Tn1S-WayVy,,Inc 360-750-1470 •REFM ERMTO BC51 TRUSSES REQUIRE(BUILDING EXTREMEENT SAFETY INFORME IN ATION) PUTION, BLISNEO BY PSHIPPING,(TRUSS INSTALLING
PIATEINSTITUTE.
1NG.2t8 ��`,�/1� OAF- TC LL 30.0 PSF REF R561-- 58318
3901 NE 68th St,Vancouver WA NORTH LEE STREET, SUITE 312,ALEXANDRIA. VA. 22314)AND PICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 `• Je-'
ENTERPRISE LANE. MADISON,WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 44 V :58 '9 TC DL 7.0 PSF DATE 03/26/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE it Mar 2• —
A NNIOWEWLV ATTACHED 01010 CEILING. BC DL '10.0 PSF DRW CAUSR561 12086178
'•FIUPORTAMT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 400117
GROUP, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS • ' V BC LL 0.0 PSF CA-ENG TSB/CWC
mow ALPINE IN CONFORMANCE WITH TPI; DR FABRICATING, HANDLING.SHIPPING. INSTALLING&BRACING OFA TRUSSES. [I ti 414.0.
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CONNECTOR PLATES ARE MADE OF 20/10/160A(W,H/SS/H)ASTM A663 GRADE 40/60(W, X/H,SS)PLV. STEEL.APPLY 9/ Q TOT.LD. 47.0 PSF SE N- 134322
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ,9 /.��
ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEG.3. A SEAL ON THIS FFWWFFII WWWW V DUR.FAC. 1.15 FROM KTC
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Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.121-13 SPACING 24.0" JREF- 1 UKQ561_Z09