Report FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
III
Transmittal Letter
I 16,11ZD 1 3125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www 'gard-or.gov
TO: 944/ DAT P Rityarvip
DEPT: BUILDING DIVISION
JUN -2 2014
FROM: i21 C 6,4e-l 90J CITY OF TIGARD
COMPANY: ...5 _ m ( D, HenYleA ' nc BUILDING DIVISION
PHONE: <36 J J ?9 — 115 — By:
RE: '7'7 5- S ) Rs Sc n 1'. c < r tom" f'i S v?OJ u._,02.3
(Site A dress) (Permit Number)
g cr a,i g ,Le.5 /S"
�ect name or ub tvision name and lot nu ber)
ATTACHED ARE THE FOLLOWING IT P S:
Copies: Description: Copies: I Description:
Additional set(s) of plans. 0 Revisions:
Cross section(s) and details. ∎ Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. Engineer's calculations.
Other(explain): •,
REMARKS:
FOR 9 FF CE USE ONLY -
Routed to Permit Technici • Date: -f2.\ Initials:,•
Fees Due: ❑ Yes [ io- Fee Description: Amount ue:
$
$
$
$
Special
Instructions:
Reprint Permit(per PE): ❑ Yes ❑ No ❑ Done
Applicant Notified: Date: Initials:
1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012
ITW Building Components Group, Inc.
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:1V6S561-Z1430134142
Truss Fabricator: Trus-Way, Inc
Job Identification: 141834-PARR LUMBER SALEM •• 7755 SW HANSEN LANES TIGARD, OR �p PROF
Model Code: IRC
•t�,� F
Truss Criteria: IRC2012/TPI.2007(STD) `vim? 14659 '1
Engineering software: Alpine proprietary truss analysis software. Version 13.01 . cc
Truss Design Loads: Roof • 42 PSF 1.15 Duration
Floor - N/A '
Wind - 140 MPH (ASCE 7-10-Closed) c,
Notes: 141#11W.00
1. Determination as to the suitability of these truss components for the EXP.12-31-15
structure is the responsibility of the building designer/engineer of
record, as defined in ANSI/TPI 1.
2. As shown on attached drawings; the drawing number is preceded by: CAUSR561
Details: A1403010-GBLLETIN•
Submitted by CWC 13:41 :35 05.30.2014 Reviewer: PBC
S S
Ref Description Drawing# Date
1 09374.401 14149058 05/29/14
2 09375--A07 14149060 05/29/14
3 09376--801 14149057 05/29/14
4 09377--001 14149061 05/29/14
5 09378••D01 14149062 05/29/14
6 09379--E01 14149059 05/29/14
City of Tigard
A roved Plans
B Date 2 (4-
REVISION
OFFICE COPY
THIS UWU PRbPAREU FRUM UUMPUILR INPUT (LUAUS & UIMENSIUNS) SUBMITTtU BY TRUSS MFR.
( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - A01 )
Top chord 2x4 DF-L #1&Bet. g) 140 mph wind, 23.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Dot chord 2x4 DF-L #1&Bet. ) anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standar
:Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.500' DL=6.0 psf.
:Rt Slider 2x6 g DF-L SS(( )): BLOCK LENGTH = 1 .500' Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be
factors. equally spaced. Attach with (2) 8d Box or Gun nails
(0.113"x2.5",rnin.) . Restraint material to be supplied and attached at
See DWGS A14030ENC100212 8 GBLLETIN0212 for more requirements. both ends to a suitable support by erection contractor.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Unbalanced snow loads have not been considered.
load applied per IRC-12 section 301.5.
3X5= (1)Truss spaced at 24.0' OC designed to support 1-0-0 top chord
Deflection meets L/240 live and L/180 total load. Creep increase — out lookers. Cladding load shall not exceed 3 PSF. Top chord may be
factor for dead load is 2.00. notched 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT OVERCUT.
:: No knots or other lumber defects allowed within 12' of notches. Do r
not notch in overhang or heel panel.
: 1) Rev Notes 5/30/2014
8 IIiih ,
10-3-0
11111 1.3X4 X4°
/ _ � _____ � � � � 0 1-0 1 0
aaaaaaaa�:a�:aaaaaaaa�:aa�:aaaaaaaa�:ate:aaaaaaaaai:aaaaaaaa�:� T
T ► I 'I
3X8(E5) III 3X = 3X8( 5) III
1431 1,-2.
14-0-0 I 14-0-0
Fc 28-0-0 Over 2 Supports
>1
R=108 PLF U=20 PLF W=14-0-0 R=108 PLF U=20 PLF W=14-0-0
RL=21/-21 PLF
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1 ) 13.01 .06.0 QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft .
Tress-Way.Inc 360-750-1470 **WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! .0 Op. TC LL 25.0 PSF REF R561-- 9374
3901 NE 6M.11 SL,Vancouver WA -'ILPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS ��}�
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and t?� ft.— -t,co • TC DL 7.0 PSF DATE 05/29/14
follow the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety
practices prior to performing these fonctlone. Inelellers shall provide temporary bracing per BcSI. ∎I • 14659 "9
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ��,.v�( —^ r BC DL 10.0 PSF DRW CAUSR561 14149058
shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 51 0/ •
shall have bracing Installed per SCSI sections 83, B7 or 810, art appllCable. - _
'my, ALPINE
INIEN low Building Comonenls stoop Inc. (IneBCa) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG CWC/CWC
any failure to build the trues In conformance with ANSI/1-01 1, or for handling, shipping, Installation A a;. .a
bracing of trusses. Apply plates to each face of trues and position as shown above and on the Joint 'e`� TOT.LD. 42.0 PSF S EQ N- 395224
Details, unless noted otherwise. Refer to drawings IBOA.Z for slandard plate positions. A seal on this A% 'FC T" 1499 Q4-.e.
drawing of cove, page listing this drawing, indicates acceptance of professional engineering
pP�, reeponeiblilty solely for the design shown. The suitability and use of this design for any structure is
s).r W.G��Q DUR.FAC. 1 .15 FROM KTC
1TW DuSaccra111C0t(1poCA95828up.Inc. general pnolesi Paul: I theeBBuil per MA,more Information fee. This lobe
ICC: www_icceate.org SPACING 24.0" JREF- 1V6S561_Z14
EXP, 12 31 15
THIS UWU PREPARED IRUM CUMPUTEH INPUT (LUAUS & DIMENSIONS) SUBMITTED BY THUSS MFH.
( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - A07 )
Top chord 2x4 DF-L #1&Bet. g) 140 mph wind, 23.19 ft mean hgt ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet. l) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC
Webs 2x4 OF-L Standar (g •W1 2x4 DF-L #18Bet,(g): DL=6.0 psf.
:Lt Slider 2x6g DF-L SS g : BLOCK LENGTH = 1.500'
:Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.768' Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be
factors. equally spaced. Attach with (2) Bd Box or Gun nails
(0.113'x2.5',min.) Restraint material to be supplied and attached at
See DWGS A14030ENC100212 8 GBLLETIN0212 for more requirements. both ends to a suitable support by erection contractor.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Unbalanced snow loads have not been considered.
load applied per IRC-12 section 301.5.
(1)Truss spaced at 24.0' OC designed to support 1-0-0 top chord
Deflection meets L/240 live and L/180 total load. Creep increase out lookers. Cladding load shall not exceed 3 PSF. Top chord may be
factor for dead load is 2.00. notched 1.5' deep X 3.5' AT 48' 0/c along top edge. DO NOT OVERCUT.
No knots or other lumber defects allowed within 12' of notches. Do
(5) Provide lateral bracing for 2X4 DF-I #1&13tr inset member. Attach 3X5. - not notch in overhang or heel panel.
nailer at edge of lower roof diaphragm, or use purlins at 24' oc.
(1) Rev Notes 5/30/2014
ii ,
S
3X4
8 F 8
� 10-3-0 Ill 3X4-3X4# s 0-11-0 � ■■ _Allikritillikillsi 0 1-0 18 0
T =' T
3X8(E5) III 3X5= 4X8= 3X10( 5) III
1-2711.... 1-2-0
11-6-0 >L 16-6-0 r�
19-6-12 'IL` 4-4-11 _1_ 4-0-10
10-3-10 �I� 9 2 4 8-6-2
I— 14-0-0 _I— 14-0-0 _I
I 28-0-0 Over 3 Supports
R=166 PLF U=39 PLF W=11-6-0 R=1032 U=156 W=5.5'
RL=25/-25 PLF R=283 W=5.5"
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .06.0 QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft-
Tran-Wa Inc 3F,0-750-1470 "WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! ea,. OFF TC LL 25.0 PSF REF R561-- 9375
"IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS.
3901 NE6 th St.,Vancouver WA c� t�
Tross th require edition of a in fabricating, handling,Safety Information,Installing and bracing. or er to and w4 �� �F • TC DL 7.0 PSF DATE 05/29/14
follow the laf eel edition of BCSI (Building Component Saf et Informallon, h TPI and wfCA for safety �Q
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 4 1 46 59 + •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14149060
shall have a properly attached rigid ceiling. Locations Shown for permanent lateral restraint of webs SHAG/ '
shell have bracing Installed per SCSI sections B3, 87 or 810, as applicable. rill ,
ALPINE mom rw Building Components group ing (ITWBCB) .hall not be raeponslble 1gr any deviation from,his de=ign. BC LL 0.0 PSF CA-E NG CWC/CWC
any failure to bait d the trues In canto rococo WI th ANSI/TPI 1, or for handling, Shipp ing, installation A s:,.,ii
bracing of trusses. Apply plates to each lace of truss and position as shown above end on the Joint V TOT.L D. 42.0 PSF S EQ N- 395188
Details, unties noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 4/ IAFC 7a 19 9 �(�/
drawing or goes, page listing this drawing, Indicates acceptance of professional engineering s, Y Q V DUR.FAC. 1 .1 5 FROM KTC
7 responsibility solely for the design shown. The suitability and use of this design for any structure Is
PI'%t Building Components Group.Inc. the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information sun: This loh'm
Sacramento,CA 95828 general notes page; ITB-800: wsw.ltwbcg.com; TPI:www.lpinet.org:ATCA: wee ebcinduslry.com; ,�N title G� SPACING 24.0" J RE F- 1 V6556 1 Z 1 4
icc: AW icceats or. EXP. 12 31 15
THIS UWU PHEPAREU THUM UUMPUIEH INPUT (LUAUS & UIMENSIUNS) SUBMITTED BY TRUSS MFR.
( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - 801 )
Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.28 ft mean hgt ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet. g anywhere in roof, RISK CAT II , IL_XP B, wind TC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standar (
:Rt Slider 2x68 DF-L SS(g): BLOCK LENGTH = 1.768' DL=6.0 psf.
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-12 section 301.5.
See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements.
Deflection meets L/240 live and L/180 total load. Creep increase
(a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be factor for dead load is 2.00.
equally spaced. Attach with (2) 8d Box or Gun nails
(0.113"x2.5",min.). Restraint material to be supplied and attached at (*) Provide lateral bracing for inset member. Attach nailer at edge
both ends to a suitable support by erection contractor. of lower roof diaphragm, or use purl ins at 24" oc.
Unbalanced snow loads have not been considered. 3X5-=. (1)Truss spaced at 24.0" OC designed to support 1-0-0 top chord
out lookers. Cladding load shall not exceed 3 PSF. Top chord may be
a 3X4 notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. —7—
No knots or other lumber defects allowed within 12" of notches. Do
P S not notch in overhang or heel panel.
(1) Rev Notes 5/30/2014
i
8
6-5-0
i
83X4
•
de Q
0-11-0 li1'� I �� ■ �1 0 11 0
• •
►� 4408-0-0 r
3X5=
3X8(E5)Le--------4-6-0 12-0-0 >11-2-0J
10-3-12 6-2-4
3-3-10 --r 6-11-4 6-3-2
8-3-0 I 8-3-0
1 16-6-0 Over 3 Supports
R=195 PLF U=43 PLF W=4-6-0 R=751 U=123 W=5.5"
RL=37/-35 PLF R=177 W=5.5"
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1 ) 13.01 .06. Rpf TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Trus-Way,Inc 3(,0-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! ��• TC LL 25.0 PSF REF R561 -- 9376
"IMPORTANT'- FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS.
3901 NE 68th Sr,Vancouver WA ,5 `gam
Tr require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and ('y r_
follow the latest edition of SCSI (Building Component Safety Information, by TP1 and WTCA) for eeeety w 14659 'Q TC DL 7.0 PSF DATE 05/29/14
aractic..prior to perlorming these functions. Installers shall provide temporary bracing per SCSI. Q- r
Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord
shall have a property attached rigid celling. Locations shown for permanent lateral restraint of webs 51672_,fe BC DL 10.0 PSF DRW CAUSR561 14149057
.5.11 have bracing installed per .CSI sections 63, 67 Or 610, as applicable. t
ALPINE ITW Building component.Group Inc. (1TABCG) shall not be responsible for any deviation from,his design, BC LL 0.0 PSF CA-ENG CWC/CWC
emir. any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ■hipping. Installation A e,� °g V
bracing of trusses. Apply plates to each face of truss and position se shown above and on the Joint '4"4:: TOT.LD. 42.0 PSF SEAN- 395145
Details, unless noted otherwise. Refer to drawings 160A.Z for standard plate poslllone. A reel on this 9�9
drawing or cover page listing this drawing, Indicates acceptance of professional engineering 9�s} T B,O
responsibility solely for the design .how. The suitability and use of this design for any structure is /`11 We n�w4Q DUR.FAC. 1 .1 5 FROM KTC
ITW Building Components Group,Inc. the responsibility of the Building Oeslgne, per ANSI/TPI 1 Sec.2 For more Information see: This jobs na1�t 4V r
Sacramento,CA 95828 general notes page: ITW-BOG: ww.itwbcg.tom; TPI:ww.tpinet.org:WTCA: ww.sbclnduslry.com;
SPACING 24.0" J REF- 1 V6S 5 6 1 Z 1 4
ICC,ww.lccsafe.orp EXP. 12-31-15 —
IBIS UMU PREPARED HUM UUMYUIEH INPUT (LUAUS & UIMENSIUNS) SUBMITTED BY IHUSS MFR.
( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - C01 )
Top chord 2x4 DF-L #1&Bet. g) 140 mph wind, 20.53 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet. g) anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standar (g) DL=6.0 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
factors.
Deflection meets L/240 live and L/180 total load. Creep increase
See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. factor for dead load is 2.00.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Fasten rated sheathing to one face of this frame.
load applied per IRC-12 section 301.5.
(1)Truss spaced at 24.0' OC designed to support 1-0-0 top chord
Unbalanced snow loads have not been considered. out lookers. Cladding load shall not exceed 3 PSF. Top chord may be
notched 1.5" deep X 3.5" AT 48' o/c along top edge. DO NOT OVERCUT.
3X5° No knots or other lumber defects allowed within 12" of notches. Do
not notch in overhang or heel panel .
■� (1) Rev Notes 5/30/2014
8 8
4-11-0
, ----/--- i
w•
I I\f■■■l dill ■ Iii 0-11-0
1■�■�■�■�■�■�■�■�■�■I 1, 4408-0-0
ir
Li-2-0 J 41-2-0aJ
E' 12-0-0 '{
I, 6-0-0 _l, 6-0-0 --I
I< 12-0-0 Over Continuous Support
R=109 PLF U=34 PLF W=12-0-0
RL=12/-12 PLF
Note: All Plates Are 2X4 Except As Shown.
Design Crit : IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1 13.01 .06. OTY:1 OR/-/1/-/-/R/- Scale =.5'/Ft.
r'ITIR wav,Inc 360-750-1470 "wAH THIS DESIGN AND FOLLOW
CONTR ALL S NOTES
INC ON THIS SHEET! Q`�1i, ��� F TC LL 25.0 PSF REF R561 -- 9377
3901 NE 611U1 St.,Vancouver OVA
**IMPORTANT** FURNISH THIS DESION TO ALL CONTRACTORS INCLUDING INO INSTALLERS
Trusses require entreme care In fabricating, handling. shipping. Installing and bracing. Refer to and
follow the Isleel edition of BDSI (Building Component Safety Information, by TPI and MCA) for safety +d, .hi 14659 9 TC DL 7.0 PSF DATE 05/29/14
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. AC. f.
Units,noted otherwise, top chord shell have properly attached structural sheathing and bottom chord -- BC DL 10.0 PSF DRW CAUSR561 14149061
snap have a properly attached rigid selling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per SCSI sections B3, 87 or 810, as applicable.
mow. ALPINE ITW Building Components Group Inc. (11r,BgB) shell not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG CWC/CWC
any failure to build the truce In conformance with ANSI/TPI 1, or for handling, shipping, installation A bracing of trusses. Apply plates to each face of trues and position as shown above and on the Joint 9 " TOT.LD. 4 2.0 PSF S EO N- 3 9 5 1 3 6
Details, unless noted otherwise. Refer to drawing.160A-2 for standard plate poeltione. A seal on this 9 h drawing bl cover rely fort log desi nrshiwn. indicates bilityaand of poffthis del any fore ny \\\%:::1:11"4/1/11
sa( DU R.FAC. 1 .1 5 FROM KTC
ITW Buildingg Com nents Grou Inc. :he resibnfly solely for the deal pn mown. The sultabllfly and use of ones design for any structure le Sacramento,CA 95828 of per Sec.2. For more
*1CC- www.sbcindustory.com; This lob a a
IGC: www.lccemie.org EXP.1-2-31-1, SPACING 24.0 JREF- 1V6S561_Z14
THIS UWU PREPARED FROM CUMPUIER INI'U1 (LUAUS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
•( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - DO1 )
Top chord 2x4 DF-L #18Bet.1g) 140 mph wind, 21.69 ft mean hgt ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L Y18Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind IC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standard/ p
:Lt Slider 2x6g DF-L SS g : BLOCK LENGTH = 1.500' DL=6.0 psf.
:Rt Slider 2x6g DF-L SS(q): BLOCK LENGTH = 1.500' Wind loads based on both MWFRS and C&C, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction Bottom chord checked for 10.00 psf non-concurrent bottom chord live
factors. load applied per IRC-12 section 301.5.
See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. Unbalanced snow loads have not been considered.
Deflection meets L/240 live and L/180 total load. Creep increase
factor for dead load is 2.00.
(1)Truss spaced at 24.0' OC designed to support 1-0-p0 top chordd
outlookers.
notched1.5'CdeeplXg3.5' AT 48' o/ c PSF. NOTdOVERCUT. 3X57.---
No knots or other lumber defects allowed within 12' of notches. Do
not notch in overhang or heel panel. ��
■■
(1) Rev Notes 5/30/2014
i
7-3-0
3X4 B 3X4
_t_ i 0 11 0 1111k
1 0-11 0
w�Wi��miiii...immi.U..m.iiiiiiiiimmiumW�I�N�WimmiWiiii. k 18-0-0
I
3X8(E5) III X — 3X8(E5) III
L1-2-0J 11-2-0J
I_ 9-6-0 _I_ 9-6-0
—I
Ec 19-0-0 Over Continuous Support
R=107 PLF U=19 PLF W=19-0-0
RL=11/-11 PLF
Note: All Plates Are 2X4 Except As Shown.
Design Crit : IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .06. rd t OTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft-
Trus-Way,Inc 360-750-1470 "WARNING"' READ AND FOLLOII ALL NOTES ON THIS SHEET! p`` ��` TC LL 25.0 PSF REF R561 -- 9378
3901 NF.,681h St.,Vancouver WA "IMPORTANT" FURNISH THIS DESISN TO ALL CONTRACTORS INCLUDING INSTALLERS. � �
Trusses require eatreme core In fabricating, handling. shipping, Installing and bracing. Rehr to and Iol taw the latest edition of BCSI (Building Component SHety Information, by TPI and PICA) for safety R 'Q TC D L 7.0 PSF DATE 0 5/29/1 4
practices prior to performing tnaca functions. Installer• ahail provide temporary bracing per SCSI. r Unless noted otherwise, lop chord shell have properly attached structural sheathing and bottom chord BC D L 1 0.0 PSF DRW CAUSR561 1 4 149062
Shell have a properly attached rigid ceiling. Location. shown for permanent lateral restraint of webe shall nave bracing installed per SCSI sections B3, B7 or 810. as applicable.ALPINE 1Tw Building Coponents Group Inn. IilNBCOi shell not be responsible for terry deviation from this design, BC L L 0.0 PSF CA-E NG CWC/CWC
-- any failure to build the truss In conformance wilh ANSI/TPI I, or for handling, shipping, installation A bracing of trusses. Apply plates to each face of truss and position as shown above and on the Join/ y .,;' TOT.LD. 4 2.0 PSF S EQ N- 39 5 2 1 3
- Detail., unle.s noted otherwise. Rehr to drawings tGOA.Z for standard plate positions. A.sal on this Q�drawing or coyer page listing this drawing, indicates acceptance of professional engineerinp DUR.FAC. 1 .1 5 FROM KTC
responsibility solely for the design shown. The suitability and use o1 this design for any structure Is Np�1TW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more Information see: This lob's
Sacramento,CA 95828 general notes peg.; 1Tw.BCB: www.itsbcg com; TPI: wwa.tpinst.org:»TEA: wwr.abcindustry.com; SPACING 24.0" J R E F- 1 V6S5 6 1_Z 1 4
ICC;www.iccaele.org
EXP.12-91-1 6
THIS lieu PREPAREU HUM UIIMPUTER INPUT (LOADS A UIMENSIUNS) SUUMITIEU UT TRUSS MFR.
( 141834-PARR LUMBER SALEM -- 7755 SW HANSEN LANES TIGARD, OR - E01 )
Top chord 2x4 DF-L N18Bet.(g) 140 mph wind, 22.19 ft mean hgt ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L N16Bet.(g) anywhere in roof, RISK CAT II, �xP 0, wind IC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standard( ) p
It Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.768' DL=6.0 psf.
:Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.768' Wind loads based on both MWFRS and CBC, reactions based on MWFRS.
Connectors in green lumber (g) designed using NDS/TPI reduction Bottom chord checked for 10.00 psf non-concurrent bottom chord live
factors. load applied
per IRC-12 section 301.5.
See DWGS A14030ENC100212 8 GBLLETIN0212 for more requirements. Unbalanced snow loads have not been considered.
Deflection meets L/240 live and L/180 total load. Creep increase
factor for dead load is 2.00.
(1)Truss spaced at 24.0' OC designed to support 1-0-0 top chord
out lookers. Cladding load shall not exceed 3 PSF. To chord may be
notched 1.5' deep X 3.5' AT 48' o/c along top edge. DO NOT OVERCUT.
No knots or other lumber defects allowed within 12' of notches. Do 3X5--
not notch in overhang or heel panel.
(1) Rev Notes 5/30/2014 —
li i 1 8•i 1
i' IIIIIIIL
-3-0
3X4 i 0 11 0 '_: : i : ■I-■ • ■mii • • ■tm: 0-11-0
18-0r0
OF r
3X8(E5) III 3X5= 3X8(E5) III
I`2-J 2-J
11-0-0 _I_ 11-0-0
22-0-0 Over 2 Supports
R=109 PLF U=12 PLF W=12-0-0
RL=19/-19 PLF R=104 PLF U=28 PLF W=10-0-0
Note: All Plates Are 2X4 Except As Shown.
Design Crit : IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=8%(0%)/4(1 ) 13.01 .06,0 qq QTY:1 OR/-/1/-/-/R/- Scale =-3125"/Ft.
'WARNING"" READ AND RtLLDW ALL NOTES ON THIS SHEET! ` V,"
TtusWa{vy,Inc 3Tit)-� -]470 �4� 4' TC LL 25.0 PSF REF R561-- 9379
3901 NE68th St.,Vancouver WA --IMPORTANT" FURNISH TNIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �/�
Trusses require extreme care In fabricating. handling. enipping, Inelalling and bracing_ Refer to and c.,eke - ; '�V` TC DL 7.0 PSF DATE 05/29/14
follow the latest edition of NCSI (Building Component Safety Information, by TP1 and ALGA) for safety 'V 1 48 59 '�
practices prior to performing these functions. Installer' shall provide temporary bracing per scat V
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14149059
shell have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs i SYi6i p
shall have bracing Installed per BCSI secllons 133, 87 or 810, as applicable.
MEW ALPINE T_ ITN Building Coaponentn group Inc, (17ReCB) shall not be responsible for any deviation from this design. BC L L 0.0 PSF CA-E NG CWC/CWC
"
soy tailors to build the truss in conlormancs with ANS 1/TPI 1, or for handling, chipping, installation R
j
1
bracing of trusses. Apply plates to each lace of truss and position as shown above and on the Joint 'r
Details, unless noted otherwise. Refer to drawings 160A-Z for standard piste poeitlons. A seal on this ". af1yg9 �. TOT.L D. 42.0 PSF SEO N- 395159
drawing or cover pegs listing this drawing, Indicates acceptance of prolesslonal engineering 7�-a\� �QQ
1TW Building Components Gmu .Inc. fespOnsibility solely for the design shown. The suitability and use of this design for any structure is V ss]� ` DUR.FAC. 1 .15 FROM KTC
�. po p the rssponstbll Ity of the Building Designer per ANli/TPI 1 Sec.2. For more information see: This lob's �an
Sacramento,CA 95828 general notes page: ITA-ecu: www.lterbcg cam; TPI: www.lpinst.org; RTOA: www sbcindustry.com; SPACING 24.0" J R E F- 1 V6S 5 6 1_Z14
ICC: wwr.lccn,e.org FXP 12-q1-1$