Plans (20) /u 5 Tests- o o /
RECEIVED
Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 MAY 12 2015
Page 1 of 1 Document ID:1 VGA561-Z0506170209
CITY OF TIGARD
Truss Fabricator: Trus-Way, Inc BUILDING DIVISION
Job Identification: 151661-PARR LUMBER WEST LI NN CARPORT -- 9405 SW EDEGWOOD STREET TI GARD, OR
Model Code: IRC
Truss Criteria: I RC2012/TPI-2007(STD) iso
.r,� PROFF
Engineering Software: Alpine proprietary truss analysis software. Version 15.01. SS,
Truss Design Loads: Roof - 42 PSF @ 1.15 Durationv�y �G I IVEF� /04.
Floor - N/A • 19575P
Wind - 140 MPH (ASCE 7-10-Closed) A00'
Notes: 05 06/2015
OREGON
1. Determination as to the suitability of these truss components for the 0 .i
structure is the responsibility of the building designer/engineer of 'ViQ °".so,1g9 �P
record, as defined in ANSI/TPI 1. OCD W.N
2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 Renewal date 013 012 01 5
Garold W.Heal
Details: 14030EC1-GBLLETIN-
Submitted by GWH 16:54:52 05-06-2015 Reviewer: PBC
$ $
# Ref Description Drawing# Date
1 86363--A01 15126223 05/06/15
2 86364--A02 15126224 05/06/15
TNI S DWG PREPARED FROM COMPUTER INPUT (LOADS &DI MENSI ONS) SUBMI TTED BY TRUSS MFR.
(151661-PARR LUMBER WEST LINN CARPORT -- 9405 SW EDEGWOOD STREET TIGARD, OR - A01)
Top chord 2x4 DF-L #1&Bet. (g) 140 mph wi nd, 20.50 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 Standard(g) DL=6.0 psf.
Connectors i n green I umber (g) desi gned usi ng NDS/TPI reducti on factors. Wi nd I oads based on both MWFRS and C&C, reacti ons based on MWFRS.
Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF
See DWGS A14030ENC101014 & GBLLETI N1014 for gable wi nd braci ng cladding load one face, and 24.0" span on opposite face. Top chord
requi rements. must not be cut or notched.
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-12 section 301.5. factor for dead I oad i S 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.
5,
3X5=
ii
6 (— ---16
i
1 5-4-0
. '
0-4-0 0-4-0
1- //////////////////////////////////////////////////////////////////// T 18-0-0 i
2X4(A1)= 3X5= 2X4(A1)
11-4-0- 11-4-0J
I_ 10-0-0 —I, 10-0-0 J
I` 20-0-0 Over 2 Supports >1
R=121 PLF U=18 PLF W=10-0-0
RL=15/-15 PLF R=120 PLF U=18 PLF W=10-0-0
Note: Al I PI ates Are 2X4 Except As Shown.
Desi gn Cri t: I RC2012/TPI -2007(STD) ,so PROF
PLT TYP. Wave FT/RT=8% 0% /4 1 15.01. • •9,c - FS
( ) ( ) St� OR/-/1/-/-/R/- Scale =.3125"/Ft. —
Trus-Way Inc 360-750-1470 a*WARM NGI we READ AND Foca ALL NOTES ON THIS DRAWING! �� 461 t.F V� REF R561-- 86363 _
3901 NE 68th St.,Vancouver WA wwlIFORTAlIT•• FURNISH THIS DRAWING m ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 P 4' TC LL 25.Q PSF
ITrusses redid re extreme care I n ngbCl cat!en, handl I ng, ort ati on, 1 natal I i ng Rand IC)brad ng. Refer to and fol I ow r t TC DL 7.0 PSF DATE 05/06/15
the latest dl ties of SCSI (Bel l ding Component Safety Information, by TPI and PICA) for safety practices art or
to performing these fared ens. Installers shall provide temporary bracing per SCSI. Unless noted otherwise,
ed
ral
and
top
chord
I Ing I Locati ons shown forhpermanentvl eterai arestrrai nt of bottom
websoshall shave bract ngpl nstal l edpered
e�'.• BC DL 10.0 PSF DRW CAUSR561 15126223
,4 L sect!ons Ba, 07 or B1o. as appl I cabl e. apply plates to each face of truss and pose ti on as shown above and on 0 '06/2015
O) I v he Jalnt Detail Is. unless noted otherwise. Refer to drawings 160A-Z for standard plate posi ti ens. BC LL 0.0 PSF CA-ENG PBC/GWH
I al pl ne. a dl vi si on of I TN Building Components Group Inc. shat I not be responsible for any devi ati on from thi s ^ OREGON
NV COMPANY
ng, any failure to build the truss I n conformance col th ANSI/TPI 1, or for handl I ng, shl ppl ng, Ya ...1AN INV Instar anion a erect ng of trusses 9 t'40 20ig9% Qw TOT. LD. 42.0 PSF SEAN- 21002
A ta bii°a�y'gfor the design epage i1't!nig e.e,. tThe sill drew!ll'Ity use a:tthls draw n9 far a y"structuneer,"the ROOD W•N�' DUR. FAC. 1. 15 FROM KTC
8351 Rovana Circle respansl bl 11 ty or the Boil dl ng Deal(aver per ANSI/1P1 1 See.2.
Sacramento,CA 95828 For more I nfonnatl on see this Job's general notes page and these web si tes: Renewal date 613012015 SPACI NG 24.0" JREF- 1VGA561 Z05
ALP!NE: mw. mm.al pi nel tor.coTPI: www.tpl nst.ore: NTCA: once.sbcl ndustry.corn: ICC: Inc.I ccsafe.org
THI S DWG PREPARED FROM COMPUTER I NPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(151661-PARR LUMBER WEST LINN CARPORT -- 9405 SW EDEGWOOD STREET TIGARD, OR - A02)
Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 20.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #1&Bet. (a) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC
Webs 2x4 DF-L Standard g) 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
Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 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=
04
2X4k, 2X4
.• ..
6 I— 5-4-0
----1 6
0-4-0 0-4-0
18-0-0 r
3X5(A1)= 5X8 3X5(A1)
11-4-0J 11-4-0J
5-3-7 4-8-9 >I< 4-8-9 5-3-7
10-0-0 10-0-0
10-0-0 1_ 10-0-0 J
20-0-0 Over 2 Supports >1
R=948 U=153 W=5.5" •
R=948 U=153 W=5.5"
RL=130/-130
Design Cri t: I RC2012/TPI-2007(STD) PRO
PLT TYP. Wave FT/RT=8%(0%)/4(1) 15.01. ' r,B . -6 PROF,..
OR/-/1/-/-/R/- Scale =.3125"/Ft.
Trus-Way Inc 360-750-1470 05BARNI WI°°READ MD FOLLOW ALL NOTES ON TRIS DRAW!NO! vt, a01N J;� "O TC LL 25.0 PSF
3901 NE 68'h St,Vancouver WA "1P0�11"T" PI R1nsx This DRANI NG To ALL CONTRACTORS lNCL181NG ME INSTALLERS. CJ
.1.1.q.
REF R561-- 86364
Trusses regal re extreme care I n Pabrl cats ng, ha1 ng, she ppl ng, instal 1 I ng and bract ng. Refer to and rot I ave 19575 PTC DL 7.0 PSF DATE 05/06/15
the latest edition of BCS/ (But!di ng Component Safety TP
Information, by I and TCA) for safety practices prior ,
to performl ng these functl ons. Install ars Shall proof de temporary bract ng per SCSI. Unless noted otherwl se, t
taphord shai I have proper,y attached structural sheath!ng and bottom chord shall have a properly attached A
rigid cel I I ng. Locations shown for permanent I eters! restraint of webs shall have bract ng Instal 1 ed per SCSI • eillk''' AP. BC DL 10.0 PSF DRW CAUSR561 15126224
TA_ All
PO^ I t ' thetJul nt Detai I s, unl essr B10. snoted otherwl sept Refertto to ngsch face of 160A-2 forss and standardzpl ate posshown ons.
and on 0 '06/2015
/�_�II ' V I Aipine, a division of ITw Building Components Group Inc. Shan not be responsible for any deo!atlon from this /� OREGON BC LL 0.0 PSF CA-ENG PBC/GWH
drawing, anfen 6 b ace to the truss In conformance with ANSIiTD1 1, or for handl ing, shipping, Ye en 20,,g9� P TOT. LD. 42.0 PSF SEAN- 20999
AN TWCOMPANY I ratan I ata on a bracing of trusses. 9
•
A seal an this drawl ng or cover page I I sti ng this dress ng, I IMI cotes°mptence of profess!oral aegi Merl ng (j_
reepensi bi n ty solely sur the des!gn sheen. The em tab!I I ty and use of the s drawl ng for any structure I e the OLD W.r V DU R. FAC. 1. 15 FROM KTC
8351 Rovane Circle response bi I I ty of the But I di ng Deal finer per Aral/TPI 1 Sec.2.
Sacramento,CA 95828 For more i nformat I on see this 3 ob's general notes page and these web si tes:
ALD/NE: www.alp!tel tw.con: WI: W.tpi nst.org: OTCA: awe.sbci ndustry.coo: ICC: one.I ccsafe.org Renewal date 8130/2015 SPACI NG 24.0" JREF- 1 VGA561_Z05
. i7i_i i3i Ili i icii Tii t i-i1f3:1 P P'i I 1 ii:ii:i r :0) .1,=i-)t II 1-.,t Ci 1 i.
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pri ICH hi:4 w :-..1 speed. 30' 11€-no 11eigh,. 1 ,,--1 :;I, 1ed, Exposur.e I:. I71-. = 1.00
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engineering reSponsibiiity soleiy fur the design shown. The suitability and use of this drawing
13389 Lakefront Drive for any structure is the responsibilety of the 1014.00 Designer per ANSI/TPI I Sec.?. -n Ott) W.Os' -
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A seol on this drawing or cover poge lisnr,g this drawing,indicates acceptance Of pruFessionot 1.0 W•
engineering responsibility solely for the design shown The suitability and use of this drawing
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13389 Lakefront Olive For ony structure Is the responsibility of 000 Building Deoig0050)0,,',-0050)0,,',- per ANSI/TPI I Sec 2.
Renewal date 6/3012015
Earth City,MO 63045
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Project:TL Construction_Carportpage
Locatign: Bean Nr. 1 -Carport Beam Keith A Kudrna /
p f�;- Suntel Design
•Roof Beam 16865 Boones Ferry Rd of
[2015 International Building Code(2012 NDS)] Lake Oswego, Oregon 97035
3.5 IN x 13.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.6 4/24/2015 9:52:31 AM
Section Adequate By:26.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1678
Dead Load 0.04 in
Total Load 0.11 IN 098 RECEIVED
Live Load Deflection Criteria:ia: L/240 Total Load Deflection Criteria: U180 �/
REACTIONS A
Live Load 1725 lb 1725 lb MAY 12 2015
Dead Load 912 lb 912 lb
Total Load 2637 lb 2637 lb CITY OF TIGARD
Bearing Length 1.21 in 1.21 in BUILDING DIVISION
BEAM DATA
Span Length 10 ft
Unbraced Length-Top 0 ft loft
Unbraced Length-Bottom 0 ft
Roof Pitch 0 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 850 psi Fb'= 978 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CF=1.00 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 10 ft
Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi
Wall Load: WALL= 0
Controlling Moment: 6592 ft-lb plf
5.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft
Controlling Shear: 2637 lb Beam Self Weight: BSW= 10 plf
At support. Beam Uniform Live Load: wL= 345 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 182 plf
Comparisons with required sections: Read Provided
Total Uniform Load: wT= 527 plf
Section Modulus: 80.92 in3 102.41 in3
Area(Shear): 19.11 in2 46.38 in2
Moment of Inertia(deflection): 111.22 in4 678.48 in4
Moment: 6592 ft-lb 8342 ft-lb
Shear: 2637 lb 6400 lb