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B=HUS28/HDTP28 N16 2 1/2"
TRAVIS RES. C=LUS24/STP24 N1611/2,
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Trus-Way INC.
ALL HANGERS LUS24 U.N.O.
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(877) TRUSWAY(878-7929)
(360) 750-1470 (503) 285-2615
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111386
PAGE NO:
1 OF 1
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(111386-CUSTOMER: TRAVIS ADDN -- TIGARD, OR - 1-01)
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 IC 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. Member design based on both MWFRS and C&C, wind reactions based on
MWFRS.
See DWGS A11015050109 & GBLLETIN0109 for more requirements. Truss spaced at 24.0" OC designed to support 1-0-0 top chord
outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load not be cut or notched.
applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00.
Ce=1.00, CAT II & Pf=19.25 psf.
3X5=
— - 4
1
4 2-5-12
0-3-120-3-12
Y • - - • — ■ ■ �
.Y/' ' :%, /•, / / // / /7// /// //, / D 0
L------- 2X4(A1) — 3X5 2X4(A1) — ,
L, 2-6-0 _J 12-6-0
6-6-0 _I, 6-6-0 ,I
1< 13-0-0 Over Continuous Support
R=115 PLF U=38 PLF W=13-0-0
RL=6/-6 PLF
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.02.01 .100 p•pI QTY:1 OR/-/1/-/-/R/- Scale =.437511/Ft.
Trus-Way,Inc 360-750-1470 ""WARNING"'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. AD PROP - TC LL 25.0 PSF REF R561-- 77310
REFER TO BST (BUILDING 2, ALEXAN SAFETY , 2231 ATIDPo), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE. 218 4
3901NE 68th St,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22319) AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ��`�
ENTERPRISE LANE, MADISON, RI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS w`'��01 , TC DL 7.0 PSF DATE 04/14/11
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
IA
A PROPERLY ATTACHED RIGID CEILING. 4C
BC DL 10.0 PSF DRW CAUSR561 11104001
"IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOM BUILDING COMPONENTS 411117
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 LVT/CWC
IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING K BRACING OF TRUSSES. •-,GON _
NS OF NOS
D
DESIGN
CONNECTORNPLATESS WITH
ARE MADEAPPLICABLE
20/18/16GA0(W,H/SS//K)(NATIONAL
ASTM A653DESIGN
GRADE 40/60 (W.AK/HQSS))NGOLD. STEEL. APPLYALPINE
I.* Q 9
I* Ec eye tS Q�, TOT.LD. 42.0 PSF SEQN- 928525
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. R� _
ANY INSPECTION OF PLATES FOLLOWED BY(.) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V/'IN W"/"�- DUR.FAC. 1 .15 FROM KTC
1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT PP11��II V
Sacramento,CA 95828 DESIGN SHOWN. TME SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE ---- ---------------------
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UB2561_Z17
EXP.12-31-11
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(111386-CUSTOMER: TRAVIS ADDN -- TIGARD, OR - TO2)
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
Webs 2x4 DF-L Standard(g) psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind 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.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.00, CAT II & Pf=19.25 psf.
4X6
4
42 5-12
0-3-12
0-3-12
a—.
a tom,
a 10 9-0-0
% 5X6=
2X4(A1) = 2X4(A1)
2-6-0 =1I.c 2-6-0 =1
6-6-0 6-6-0
L 6-6-0 -L_ 6-6-0 J
I- 13-0-0 Over 2 Supports
R=713 U=85 W=5.5" R=713 U=85 W=5.5"
RL=70/-70
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP.yWave FT/RT=8%(0%)/4(1) 10.02.01.10. •p! QTY:7 OR/-/1/-/-/R/- Scale =.4375"/Ft.
3 011 NE 68Th St,VancoInc uver e4WA ..NIIRNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. `�,<C,11/4
tQ^P f , TC LL 25.0 PSF REF R561-- 77311
REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTTUTE. 218 `4 V 1� lipp
•
NORTH LEE STREET, SUITE 312, ALE%ANORIA, VA, 22316)ANO WTCA(WOOD TRUSS COUNCIL OF AMERIA 6300
ENTERPRISE LANE, MADISON, WI 53)15)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS .,GIN
TC DL 7.0 PSF DATE 04/14/11
OTHERWISE
SEY INDIATTCATED RIGID TOP CHORD CEILING.LL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 6w r91 1A _
BC DL 10.0 PSF DRW CAUSR561 11104002
WW IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITN BUILDING COMPONENTS
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 LVT/CWC
ALPINE ii. IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 5 BRACING OF TRUSSES. GoN
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 0 /^. 1 (V _
CONNECTOR PLATES ARE MADE OF 20/18/,BGA(W,H/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALS/. STEEL. APPLY **.z O`C X30 {/v TOT.LD. 42.0 0 PSF SE
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16O6_Z. sT? .7' ���eQ SEQN- 928521
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. DRAWING INDICATES ACCEPTANCE OF PR0FESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA s Gro DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANS/BUILDING IS THE FRZON5181LITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1sec. z. EXP.12-31-11 SPACING 24.0" JREF- 1 UB2561 Z17
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(111386-CUSTOMER: TRAVIS ADDN -- TIGARD, OR - T03)
Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED
Bot chord 2x8 DF-L SS
Webs 1.5"x5.625" DF-L #2(g) Nail Schedule:0.131"x3" nails
Top Chord: 1 Row @12.00" o.c.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 2 Rows A 5.00" o.c. (Each Row)
Webs : 1 Row A 4" o.c.
Use equal spacing between rows and stagger nails
Special loads in each row to avoid splitting.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15)
TC- From 65 plf at -2.50 to 65 plf at 13.00 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located
BC- From 20 plf at 0.00 to 20 plf at 4.13 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0
BC- From 630 plf at 4.13 to 630 plf at 13.00 psf.
BC- 3175.00 lb Conc. Load at 4.13
Member design based on both MWFRS and C&C, wind reactions based on
Deflection meets L/240 live and L/180 total load. Creep increase factor MWFRS.
for dead load is 2.00.
6X8=
-
\ �
14
4 2-5-12
0-3-12 0-3-12
I, quip
illimmommi
1 , 9-0-0
H0514 H0714= H0514
L-------- 4X12(A7R) = 4X12(A7R)
----2-6-0
6-6-0 I_ 6-6-0
4-2-3 4-7-10 ,l- 4-2-3 H
6-6-0 -.I- 6-6-0 J
F, 13-0-0 Over 2 Supports
R=4740 U=463 W=5.5" R=5113 U=499 W=5.5"
RL=51/-58
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.02.01 .100 QTY:1 OR/-/1/-/-/R/- Scale =.4375"/Ft.
Trus-Wa,Inc 3G0-750-1470 "IARNINO"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. 't(�'OP OCCS TC LL 25.0 PSF REF R561-- 77312
REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 4
3901 NE 6 th St.,Vancouver WA NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA. 22314)AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 *O Gi N ---
ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 4' TC DL 7.0 PSF DATE 04/14/11
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE CC 1
R PROPERLY ATTACKED RIGID CEILING.
BC DL 10.0 PSF DRW CAUSR561 11104003
.4 IMPORTANT'.FURN ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS
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 LVT/CWC
ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING 5 BRACING OF TRUSSES. el NII.:- v
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE i
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/55/N)ASTM A653 GRADE 40/60 (W. N/H,SS) GALV. STEEL. APPLY IA/ Q TOT.LD. 42.0 PSF SEQN- 928545
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. P� ` _- --__— -
ANY INSPECTION OF PLATES FOLLOWED BY(,) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS Sr/ANW,O DU R.FAC. 1.15 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENE
Sacramento,CA 95828 BUILDING
GHDESI TPE SAISI/IPIT 1 SEC U2E OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE
BDILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1062561_217
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR,
(111386-CUSTOMER: TRAVIS ADDN -- TIGARD, OR - 1-01-SCISSOR OPTION)
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
Webs 2x4 DF-L Standard(g) psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on
MWFRS.
See DWGS A11015050109 & GBLLETIN0109 for more requirements. Truss spaced at 24.0" OC designed to support 1-0-0 top chord
outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load not be cut or notched.
applied per IRC-09 section 301.5.
Deflection meets L/240 live and L/180 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00.
Ce=1.00, CAT II & Pf=19.25 psf.
Shim all supports to solid bearing.
4X4
— ! I
/ i
4 i i 2-5-12
N -
0 3-12 � 0-3-12
d
Twise
� // 4X6(R) III / / /�'� 7 I/ j_06_9-0-0
4
/ ' 2 2 /, � -
3X4(A1) = 3X4(A1)
12-6-0 =I Lc 2-6-0
I-- 6-6-0 _I_ 6-6-0 J
6-6-0 6-6-0
13-0-0 Over Continuous Support
R=119 PLF U=38 PLF W=13-0-0
RL=6/-6 PLF
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP.yyWave FT/RT=8%(0%)/4(1) 10.02.01 .108Ec Rp8 QTY:1 OR/-/1/-/-/R/- Scale =.4375"/Ft.
3901)INE 68thlSt.,VaTco°erWA RARNINO•'TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. ��Q`�PRO/C . TC LL 25.0 PSF REF R561-- 77313
REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218
NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WiCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 TC DL 7.0 PSF DATE 04/14/11
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 Khr 1' 1
A PROPERLY ATTACHED RIGID CEILING. 4C '
BC DL 10.0 PSF DRW CAUSR561 11104004
••1NPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW 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 LVT/CWC
IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 0 V
CONNEC
R PLATES
MADE OF
STM A653
. STEEL.
SEQN-
PLATESSTO EACH OACEEOFF TRUSS OWEDBUNLESSSHALL BISEELOCATED ONRTHIS DESIGN. POSITION PERVDA SEALS 160A-Z. ySONEw W.C7. .1a1 DUR.FAC. 12.0.1 5 PSF FROM KTC928530
ANY INSPECTION OF PLATES FOLLOWED BY(1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A ON THIS A
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY EOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHDESI THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 sec. 2. EXP.12-31-11 SPACING 24.0" JREF- 1UB2561_Z17
7411111114
s„ v TH. DWG FROM COMPU/KR"1N 0-0 k1 510N UB D,IRUSS
MFR1113 - STOMRTI DORi* 2-SCISOON 8cr2x4F # () 1mphind, . mean gtASCE705, LOSERbld `; at4dBot chord anywhere in ro AT II, E B, wind,TC D 4.2 , wind C D '- ..0
Webs 2x4 DF-L Standard(g) psf. 0
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design�based on both MWFRS and C&C, wind reaIt c">iiOI ased ,n
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.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.00, CAT II & Pf=19.25 psf.
4X4
4
4 _ 2-5-12
0-3-12 — _ — _-
4X6(R) III _- 0-3-12
2
9-0-0
2 I
1---" 3X4(A1) 3X4(A1)
L- 2-6-0 =1 2-6-0 .1
L_ 6-6-0 -1- 6-6-0 J
6-6-0 3I< 6-6-0
< 13-0-0 Over 2 Supports
R=715 U=87 W=5.5" R=715 U=87 W=5.5"
RL=70/-70
Design Crit: IRC2009/TPI-2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.02.01 .10 c7_40- QTY:7 OR/-/1/-/-/R/- Scale =.437511/Ft.
Trus-Way,Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. �GP PROFFS. TC LL 25.0 PSF REF R561-- 77314
3901 NE 68th Sf.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BV TPI (TRUSS PLATE INSTITUTE. 218 .�
NORTH LEE STREET. SUITE 312. ALEXANDRIA,VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA 6300 �eI N- -- - -
ENTERPRISE LANE, MADISON, WI 53]10) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS A TC DL 7.0 PSF DATE 04/14/11
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE '.1 '
A PROPERLY ATTACHED RIGID CEILING. CC
�� --- —
BC DL 10.0 PSF DRW CAUSR561 11104005
`•INPoltrow .FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN; ANV FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG LVT/CWC
ALPINE IE DGNFCONFORM W IT TAI: OR BLER IROVISI SAOFL INS, NATIONAL, ISIGNLSIEC K BRACING OF DRTSSES. v
- DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFbPA)AND TPI. ALPINE 0
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K)ASTM A653 GRADE 40/60 (W, K/H SS) GALV. STEEL. APPLYQ 7 � �I TOT.LD. 42.0 PSF SE N- 928527
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. yC44. C.W.CO ict
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,IGD. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
Sacramento,CA 95828 ..-.-.
BUILDING DESIGNER PER ANSI/TPI 1 SEC. A. EXP.12-31-11 SPACING 24.0" JREF- 1UB2561 Z17