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Specifications r- " —oa6 77 4 Structural Calculations & Details for Safeway #1478 Soffit I Storefront Revisions Tigard, OR RECEIVED for Mulvanny / G2 Architecture DEC 12 2003 JCTUft . CITY OF TIGARD �0 PROF BUILDING DIVISION L 51411 ss o d% OREGON � \G� oTH T. EXPIRES 6 - 30 - 04 J These Calculations Are Void If Seal And Signature Are Not Original LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND ! OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. FCE# 03 -T172 December 11, 2003 • FOELICH CONSULTING ENGINEERS INC l MAIN OFFICE CENTRAL OREGON ❑ 6969 S.W. Hamp on Street 231 SW Scalehouse Loop, Suite 101 Tigard, Oregon 97223 Bend, Oregon 97702 503.624.7005 541.383.1828 ❑ Ti6969 gard S OW regon Hampto St reet CLIENT: MUWNyGZ PAGE ' / • � fcetigrd ®teleport.com PROJECT: r� #i F OELI H FAX 9770 03.624.7005 S `�� I CONSULTING; ° Bend Oregon 9770 • Suite 101 PROJECT NUMBER: 3 -'j'/ }Z 5 383. 828 696 ENGINEERS,INC corn DATE: /2 r1C / 1 ©3 • BY sr szc_ N GCPAD : Gu 577.iOS e 2 r - c. cJ = /O T'L` cow CA-Lc _' • I \ R/ = $7 /57^0 `' \\ yz I I z.. / sry o t1 / Pax 4.1 g- _ /20 ' � ' A-m, -. G2 U S p" �r !Zy S REQD 33�J psix - 0.6.0) 0 .073 1 O USE 35 /2S - 33 (26 G4 CE) yxk 7 O. 3 FZ in 9 r� S xx _ • 19/ x ' d. / 2 1" a /c4 .p )3/2A -c :: �- Gc c4 7 C'`' 4T! O "412_#)(z-)= C. 4-X2AZ /a,4o_ s2V' r 2 3 i� crops ,�� )C 12 ^��j� � q c iU Cr @ r I-�1� 9E S = t-b = sad = COX I. s'� USA 2 T =, IVFc ��Vt2JL/ SP ,4c ET , Q 6969 SW Hampton Street CLIENT: 44,00/4-0076 PAGE / • Tigard, Oregon 97243 � '; fcetigrdateleport.com �` /w'' 7 PROJECT: �` i�' FAX 503.624.9770 S FOEU - 503.644.7005 CO O B3 S Oregon 9u702oop • Suite 101 PROJECT NUMBER: 6 _ 2 E NGI N EERS , I N C 5341.188 696 corn DATE: /2 / /p +p3 ® BY: • • .Z5 G- o c t or - 7L4 v LCD / /; = a Ca �7 ('/ 2 . x ) � et 1 = /. 0 J Cc_ = O. 3c. / r,�= ).a 3- 0 1 1 C. 6+ 1.1 ,,° 2..z' ,s f37►-I rG L4�,e.42. to/ft) = 6�, 3G)( ' rsF)= 2, 9 /5P a SE COOS /19 T_'/l 1 _ _' =- • Title : Job # 3 . u Dsgnr. Date: 11:11AM, 2 JUL 03 Description: Scope: Rev: 560100 User. KW-0602304, Ver5.6.1,25Oct2002 Single Span Beam Analysis Page 1 .. (c)1983.2002 ENERCALC Engineering Software f103jobs% 03- t0901safeway.ecw:Caiculations Description Soffit beam General Information Center Span 10.00 ft Moment of Inertia 0.382 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever 5.00 ft Beam End Fi Pin -Pin Uniform Loads AREA On Center Span... On Left Cantilever... On Right Cantilever... #1 0.010 k/ft #1 k/ft #1 0.010 k/ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 10.000 ft Moment 0.00 k -ft 0.00 k -ft -0.12 k -ft Shear 0.04 k 0.00 k -0.06 k Deflection 0.00000 in 0.00000 in 0.00000 in 0 Summary 4 Moments... Shears... Reactions... Max + @ Center 0.07 k-ft at 3.77 ft @ Left 0.04 k © Left 0.04 k Max - (g3 Center -0.12 k -ft at 10.00 ft @ Right 0.06 k @ Right 0.11 k (a) Left Cant 0.00 k -ft Maximum 0.06 k (dl Right Cant -0.12 k -ft Deflections... Center -0.084 in at 4.22 ft Maximum = 0.12 k-ft @ Left Cant. 0.000 in at 0.00 ft © Right Cant -0.121 in at 15.00 ft ., ` - r ❑ 6969 SW Hampton Street CLIENT: MGM V /WMy 6 2 PAGE y / Tigard, Oregon 97223 I ` fcetigrd ©teleport .com nr FAX 503.624.9770 PROJECT: 5111:70,1 FR�CIICH 503.624.7005 ❑ 231 SW Scalehouse Loop • • Suite 101 PROJECT NUMBER: D — T/ Z CONSULTING_ Bend, Oregon 977 AENGI ` 5 FAX 541 41.383 .83.696 om DATE: /2b0/o3 e BY -5 (APPo2T Fns- So fE2 7 -- Q g©op DG = caPs�� /S') _ /20 PcF LL��E Lo7p f72,2) 444- 5 7 3�TL J X1573 = g! o" 0 k- = %o V.�ak d - k = Y (;Yo ) . © <s — v2 ;a �. = CV)C � . 2 67u = o ai -i= 13 0 ��o = ( 12. Ii �� �2� ( 38 (z x /Ocps)X(o 2.6 ') / L/ 3 ;./ G/S<' — _ - 2 -% , ;N Sx?c= 0, • S Upf ba - �F¢ vJ/ TYLuSS4:S l� j �✓�L�/V1�TCL�L ?Z) W C_ T'- (12oX2;) = 21./o; H er / 1 3 S CE'. _ (� (2 j r - 3 = �/o'J[(2- Y/2_74 oex :Y G) y$ 9 (2g x/6Gps:Xo.27°) T= o95 s =o, Y7717 Title : Job # S v Dsgnr: Date: 2:13PM, 2 JUL 03 0 Description : Scope: Rev: 560100 User. KW-0602304, ver561 25-Oct-2002 Single Span Beam Analysis Page 1 (c)1983-2002 ENERCALC Engineering Software Jobs {03- t090ksafevvey.ecwCalculahons Description Support Beam • _General Information Center Span 8.00 ft Moment of Inertia 2.860 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin -Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.120 k/ft # 1 k/ft # 1 k/ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 0.48 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in i Summary 0 Moments... Shears... Reactions... Max + © Center 0.96 k -ft at 4.01 ft 0 Left 0.48 k @ Left 0.48 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 0.48 k @ Right 0.48 k @ Left Cant 0.00 k -ft Maximum 0.48 k @ Right Cant 0.00 k -ft Deflections... Maximum = 0.96 k -ft © Center -0.133 in at 3.99 ft @ Left Cant. 0.000 in at 0.00 ft © Right Cant 0.000 in at 0.00 ft G Title : Job # y Dsgnr. Date: 2:23PM, 2 JUL 03 Description : Scope: Rev. 580100 • User KW- 0602304 Ver561 25-Oct-2002 Single Span Beam Analysis Page 1 (c)1983-2092 ENERCALC Engineering Software f. 103Jubs10340901safevay .ecwCaicuiaCons Description Support Beam © trusses perpendicular to wall General Information Center Span 8.00 ft Moment of Inertia 0.953 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin -Pin Point Loads Magnitude 0.240 k k k k k Location 4.000 ft ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 0.12 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in L Summary Moments... Shears... Reactions... Max + @ Center 0.48 k -ft at 4.01 ft @ Left 0.12 k @ Left 0.12 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 0.12 k © Right 0.12 k © Left Cant 0.00 k -ft Maximum 0.12 k @ Right Cant 0.00 k -ft Deflections... Maximum = 0.48 k -ft © Center -0.160 in at 3.99 ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft December 15, 2003 CITY OF TIGARD OREGON Anastasia Perrigo - MULVANNYG2 ARCHITECTURE 601 SW 2 " Avenue #1200 Portland, OR 97204 RE: REMODEL EXISTING RETAIL STORE Building Permit: BUP2003 -00677 Construction Type: III -N Tenant Name: Safeway Occupancy Type: M Address: 15570 SW Pacific Hwy Occupant Load: 1,321 Area: 54,142 Sq Ft Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 1998 edition; and the Tualatin Valley Fire & Rescue Ordinance 99 -01 (TVFR99 -01) 1999 edition. The submitted plans are approved subject to the following conditions. • Special Inspection: Special inspection is required for Epoxy Anchors and Structural Welding. The special inspection agency of record, shall furnish • inspection reports to the Engineer of Record, Froeic Consulting Engineers, Inc. the General Contractor, SD Deacon and the City of Tigard, Building Division, attention Hap Watkins. All discrepancies shall be brought to the immediate attention of the general contractor for correction. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the code. 1701.3 OSSC • Deferred submittals such as Mechanical, Refrigeration, Fire Alarm, Fire Sprinkler, etc, will be charged a deferred submittal fee based on the valuation of the portion of the work being deferred. The minimum fee shall be $200.00. American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 Premises Identification: Approved addresses shall be provided for all new and existing buildings in such a position as to be plainly visible and legible from the street or road fronting the property. • When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respect ian ' alock, Se or Plans Examiner japd_o -00677 STRUCTURAL CALCULATIONS PREPARED FOR M ULVANNYIG2 ARCHITECTURE FOR SAFEWAY #1478 REMODEL SUPPLEMENTAL CALCULATIONS TIGARD, OR C . : ex PRO� Fs� ,o 5141t 0 7.) 11' 'EXPIRES 6 -30 -04 J JUNE 18, 2004 JOB NUMBER: 03 -T172B • Pal I'OELICH CONSULTING ENGINEERS INC LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 231 Scalehouse Loop, Suite 101 Tigard, Oregon 97223 Bend, Oregon 97702 503.624- 7005/503.624 -9770 FAX 541.383- 1828/541.383 -7696 FAX • r—q ib Results for LC t, 0.9 Tim R. Froelich Consulting.. June 18, 2004 Daniel Stark 10:12 AM TRUSS MODEL.R3D • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Basic Load Case Data Load Type Totals BLC No. Basic Load Case Category Category Gravity Direct Description Code Description X Y Z Joint Point Dist. Area Surf. - 1 DL None -1 12 2 SL None 12 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation (k/in) (k/in) (k/in) (k- ft/rad) (k- ft/rad) (k- ft/rad) N6 Reaction Reaction Reaction N5 Reaction Reaction Reaction N3 Reaction Reaction Reaction N1 Reaction Reaction Reaction N11 Reaction N28 Reaction N34 Reaction Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 let le bend K y -y K z -z CH Cm z -z B y z R (ft) (ft) (ft) (ft) M1 COLUMN 5.9 1. 1. 0. M2 COLUMN 5.9 1. 1. 0. M3 COLUMN 5.9 1. 1. 0. M4 COLUMN 5.9 1. 1. 0. , M5 CHORDS 3.511 1. 1. 0. M6 CHORDS 3.323 1. 1. 0. M7 CHORDS 3.489 1. 1. 0. M8 CHORDS 3.865 1. 1. 0. M9 CHORDS 3.167 1. 1. 0. M10 CHORDS 3.125 1. 1. 0. M11 CHORDS 3.125 1. 1. 0. M12 CHORDS 3.167 1. 1. 0. M13 CHORDS 3.901 1. 1. 0. M14 CHORDS 3.489 1. 1. 0. M15 CHORDS 3.323 1. 1. 0. M16 CHORDS 3.474 1. 1. 0. M17 CHORDS 3.511 1. 1. 0. M18 CHORDS 3.323 1. 1. 0. , M19 CHORDS 3.489 1. 1. 0. M20 CHORDS 4.463 1. 1. 0. M21 CHORDS 3.312 1. 1. 0. M22 CHORDS 3.14 1. 1. 0. M23 CHORDS 3.139 1. 1. 0. M24 CHORDS 3.31 1. 1. 0. M25 CHORDS 4.503 1. 1. 0. M26 CHORDS 3.489 1. 1. 0. M27 CHORDS 3.323 1. 1. 0. M28 CHORDS 3.474 1. 1. 0. M29 WEBS 2.5 1. 1. 0. M30 WEBS 4.31 1. 1. 0. M31 WEBS 4.159 1. 1. 0. - M32 WEBS 4.293 1. 1. 0. M33 WEBS 6.11 1. 1. 0. M34 WEBS 5.695 1. 1. 0. M35 WEBS 6.775 1. 1. 0. M36 WEBS 6.775 1. 1. 0. M37 WEBS 5.708 1. 1. 0. RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 1 • • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Steel Design / NDS Parameters (continued) Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 let le bend K y -y K z -z CH Cm z -z B y z R (ft) (ft) (ft) (ft) M38 WEBS 6.145 1. 1. 0. M39 WEBS 4.293 1. 1. 0. M40 WEBS 4.159 1. 1. 0. M41 WEBS 4.28 1. 1. 0. M42 WEBS 2.5 1. 1. 0. M43 WEBS 2.5 1. 1. 0. M44 WEBS 2.5 1. 1. 0. M45 WEBS 2.5 1. 1. 0. M46 WEBS 4.733 1. 1. 0. M47 WEBS 5.704 1. 1. 0. M48 WEBS 6.011 1. 1. 0. M49 WEBS 5.711 1. 1. 0. M50 WEBS 4.748 1. 1. 0. M51 WEBS 2.5 1. 1. 0. M52 WEBS 2.5 1. 1. 0. M53 WEBS 2.5 1. 1. 0. Member Direct Distributed Loads. Category : None, BLC 1 : DL Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M17 Y -.03 -.03 0 0 M18 Y -.03 -.03 0 0 M19 Y -.03 -.03 0 0 M20 Y -.03 -.03 0 0 M21 Y -.03 -.03 0 0 M22 Y -.03 -.03 0 0 M23 Y -.03 -.03 0 0 M24 Y -.03 -.03 0 0 M25 Y -.03 -.03 0 0 M26 Y -.03 -.03 0 0 M27 Y -.03 -.03 0 0 M28 Y -.03 -.03 0 0 Member Direct Distributed Loads, Category : None, BLC 2 : SL Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M17 Y -.32 -.32 0 0 M18 Y -.32 -.32 0 0 M19 Y -.32 -.32 0 0 M20 Y -.32 -.32 0 0 M21 Y -.32 -.32 0 0 M22 Y -.32 -.32 0 0 M23 Y -.32 -.32 0 0 M24 Y -.32 -.32 0 0 M25 Y -.32 -.32 0 0 M26 Y -.32 -.32 0 0 _ M27 Y -.32 -.32 0 0 M28 Y -.32 -.32 0 0 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi) (ksi) Ratio (per 10 ^5 F k/ft ^3 ksi STL I 29000 11154 I .3 I .65 .49 46 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 2 t Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature Detach from (ft) (ft) (ft) (F) Diaphragm N1 - 40.408944 102.846573 0 0 No N3 - 43.909205 102.846573 0 0 No N5 - 64.236295 102.846573 0 0 No N6 - 67.736556 102.846573 0 0 No N7 - 74.570411 108.746825 0 0 No N10 - 33.611547 108.746825 0 0 No N11 - 74.570411 111.246825 0 0 No N12 - 71.059866 111.246825 0 0 No N13 - 67.736688 108.746825 0 0 No N14 - 71.059866 108.746825 0 0 No N15 - 64.247229 111.246825 0 0 No N16 - 67.736688 111.246825 0 0 No N17 - 60.382646 108.746825 0 0 No N18 - 57.215979 114.450463 0 0 No N19 - 54.090979 108.746825 0 0 No N20 - 50.965979 114.457624 0 0 No N21 - 47.799312 108.746825 0 0 No N22 - 43.898271 111.246825 0 0 No N23 - 40.408812 108.746825 0 0 No N24 - 37.085634 111.246825 0 0 No N25 - 64.247229 108.746825 0 0 No N26 - 60.382646 113.47997 0 0 No N27 - 57.215979 108.746825 0 0 No N28 - 54.090979 114.758017 0 0 No N29 - 50.965979 108.746825 0 0 No N30 - 47.799312 113.495319 0 0 No N31 - 43.898271 108.746825 0 0 No N32 - 40.408812 111.246825 0 0 No N33 - 37.085634 108.746825 0 0 No N34 - 33.611547 111.246825 0 0 No Joint Displacements, By Combination LC Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (in) (in) (in (radians) (radians) (radians) 1 N1 0 0 0 0 0 9.84e -6 1 N3 0 0 0 0 0 - 3.323e -5 1 N5 0 0 0 0 0 3.356e -5 1 N6 0 0 0 0 0 - 9.769e -6 1 N7 0 -.009 0 0 0 8.003e -5 1 N10 0 -.009 0 0 0 - 7.922e -5 _ 1 N11 -.003 -.009 0 0 0 6.382e -5 1 N12 -.002 -.005 0 0 0 9.69e -5 1 N13 0 -.001 0 0 0 4.899e -5 1 N14 0 -.005 0 0 0 103e -4 1 N15 -.002 -.001 0 0 0 - 2.972e -5 1 N16 -.002 -.002 0 0 0 6.183e -5 1 N17 0 -.005 0 0 0 - 6.148e -5 - 1 N18 0 -.006 0 0 0 - 1.703e -5 1 N19 0 -.006 0 0 0 - 1.983e -7 1 N20 0 -.006 0 0 0 1.679e -5 - 1 N21 0 -.005 0 0 0 6.108e -5 1 N22 .002 -.001 0 0 0 2.987e -5 1 N23 0 -.001 0 0 0 - 4.862e -5 1 N24 .002 -.005 0 0 0 - 9.575e -5 1 N25 -.001 0 0 0 0 - 2.098e -5 1 N26 0 -.005 0 0 0 - 5.011e -5 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 3 • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Joint Displacements. By Combination, (continued) LC Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (in) (in) (in) (radians) (radians) (radians) 1 N27 0 -.006 0 0 0 - 1.885e -5 1 N28 0 -.006 0 0 0 - 1.649e -7 - 1 N29 0 -.006 0 0 0 1.855e -5 1 N30 0 -.005 0 0 0 4.944e -5 1 N31 .001 0 0 0 0 2.102e -5 1 N32 .002 -.002 0 0 0 - 6.142e -5 1 N33 0 -.005 0 0 0 - 1.02e -4 1 N34 .002 -.009 0 0 0 - 6.338e -5 Reactions. By Combination LC Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (k) (k) (k) (k -ft) (k -ft) (k -ft) 1 N6 -.016 1.916 0 0 0 0 1 N5 .012 1.738 0 0 0 0 1 N3 -.012 1.737 0 0 0 0 1._ N1 .016 1.909 0 0 0 0 1 N11 0 0 0 0 0 0 1 N28 0 0 0 0 0 0 1 N34 0 0 0 0 0 0 1 Totals: 0 7.299 0 1 COG (ft): X: - 54.087 Y: 110.842 Z: 0 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 D +S y y I I 11 1 2 1 Material Takeoff Material Shape Length Weight (ft) (k) STL TU6X6X3 23.601 .343 TU4X4X3 109.608 1.033 TU6X4X3 83.436 .999 STL Totals: 216.645 2.375 Member Deflections, By Combination LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio (in) (in) (in) (radians) 1 M1 1 0 0 0 0 NC NC 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 -.001 0 0 0 NC NC 1 M2 1 0 0 0 0 NC NC 2 0 0 0 0 NC NC 3 0 -.001 0 0 NC NC 4 0 -.001 0 0 NC NC 5 0 -.001 0 0 NC NC 1 M3 1 0 0 0 0 NC NC 2 0 0 0 0 NC NC 3 0 -.001 0 0 NC NC 4 0 _ -.001 0 0 NC NC 5 0 -.001 0 0 NC NC 1 M4 1 0 0 0 0 NC NC RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 4 L 1 I 11/lb 1 U .UU) U U &LL.3I0 NV _ 2 0 -.004 0 0 NC NC 3 0 -.003 0 0 NC NC 4 0 -.002 0 0 NC NC 5 0 -.001 0 0 NC NC 1 M7 1 0 -.001 0 0 NC NC 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 -.001 0 0 0 NC NC 5 -.001 0 0 0 NC NC - 1 M8 1 -.001 0 0 0 NC NC 2 -.001 -.002 0 0 NC NC 3 0 -.003 0 0 NC NC • 4 0 -.004 0 0 NC NC 5 0 -.005 0 0 NC NC 1 M9 1 0 -.005 0 0 NC NC 2 0 -.005 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.006 0 0 NC NC 5 ._ 0 -.006 0 _ 0 NC NC 1 M10 1 0 -.006 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.006 0 0 NC NC 5 0 -.006 0 0 NC NC 1 M11 1 0 -.006 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.006 0 0 NC NC 5 0 -.006 0 0 NC NC 1 M12 1 0 -.006 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.005 0 0 NC NC 5 0 -.005 0 0 NC NC 1 M13 1 0 -.005 0 0 NC NC 2 0 -.004 0 0 NC NC 3 0 -.003 0 0 NC NC 4 .001 -.002 0 0 NC NC 5 .001 0 0 0 NC NC 1 M14 1 .001 0 0 0 NC NC 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 0 -.001 0 0 NC NC 1 M15 1 0 -.001 0 0 NC NC 2 0 -.002 0 0 NC NC 3 0 -.003 0 0 NC NC RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 5 Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Deflections, By Combination. (continued) LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Liz Ratio (in) (in) in (radians) 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 -.001 0 0 0 NC NC 1 M5 1 0 -.009 0 0 NC NC 2 0 -.008 0 0 NC NC 3 0 -.007 0 0 NC NC 4 0 -.006 0 0 NC NC 5 0 -.005 0 0 NC NC Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Deflections, By Combination, (continued) LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) L/y Ratio (n) Uz Ratio (in) (in) in (radians) 4 0 -.004 0 I 0 NC NC 5 0 -.005 0 0 9299.06 NC - 1 M16 1 0 -.005 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.007 0 0 NC NC 4 0 -.008 0 0 NC NC 5 0 -.009 0 0 NC NC 1 M17 1 -.003 -.009 0 0 NC NC 2 -.002 -.008 0 0 NC NC 3 -.002 -.008 0 0 NC NC 4 -.002 -.007 0 0 NC NC 5 -.002 -.005 0 0 NC NC 1 M18 1 -.002 -.005 0 0 NC NC 2 -.002 -.004 0 0 NC NC 3 -.002 -.003 0 0 NC NC 4 -.002 -.002 0 0 NC NC 5 -.002 -.002 0 0 NC NC 1 M19 1 -.002 -.002 0 0 NC NC 2 -.002 -.001 0 0 NC NC 3 -.002 0 0 0 NC NC 4 -.002 0 0 0 NC NC 5 -.002 -.001 0 0 NC NC 1 M20 1 -.002 0 0 0 NC NC 2 -.002 0 0 0 NC NC 3 -.002 -.002 0 0 NC NC 4 -.002 -.003 0 0 NC NC 5 -.002 -.004 0 0 NC NC 1 M21 1 0 -.005 0 0 NC NC 2 -.001 -.005 0 0 NC NC 3 -.001 -.005 0 0 NC NC 4 -.001 -.006 0 0 NC NC 5 -.001 -.006 0 0 NC NC 1 M22 1 0 -.006 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.006 0 0 NC NC 5 0 -.006 0 0 NC NC 1 M23 1 0 -.006 0 0 NC NC 2 0 -.006 0 0 NC NC 3 0 -.006 0 0 NC NC 4 0 -.006 0 0 NC NC 5 0 -.006 0 0 NC NC 1 M24 1 .001 -.006 0 0 NC NC 2 .001 -.006 0 0 NC NC 3 .001 -.006 0 0 NC NC 4 .001 -.005 0 0 NC NC 5 0 -.005 0 0 NC NC 1 M25 1 .002 -.004 0 0 NC NC - 2 .002 -.003 0 0 NC NC 3 .002 -.002 0 0 NC NC 4 .002 0 0 0 NC NC - 5 .002 0 0 0 NC NC 1 M26 1 .002 -.001 0 0 NC NC 2 .002 0 0 0 NC NC 3 .002 0 0 0 NC NC 4 .002 -.001 0 0 NC NC 5 .002 -.002 0 0 NC NC RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 6 6. ' Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Deflections, By Combination, (continued) LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Liz Ratio (in) (in) (in) (radians) 1 M27 1 .002 -.002 0 0 NC NC 2 .002 -.002 0 0 NC NC - 3 .002 -.003 0 0 NC NC 4 .002 -.004 0 0 NC NC 5 .002 -.005 0 0 NC NC 1 M28 1 .002 -.005 0 0 NC NC 2 .002 -.006 0 0 NC NC 3 .002 -.008 0 0 NC NC 4 .002 -.008 0 0 NC NC 5 .002 -.009 0 0 NC NC 1 M29 1 -.009 0 0 0 NC NC 2 -.009 0 0 0 NC NC 3 -.009 .001 0 0 NC NC 4 -.009 .002 0 0 NC NC 5 -.009 .003 0 0 NC NC 1 M30 1 .003 -.009 0 0 NC NC 2 .003 -.008 0 0 NC NC 3 .003 -.007 0 0 NC NC 4 .003 -.006 0 0 NC NC 5 .003 -.004 0 0 NC NC 1 M31 1 -.003 -.004 0 0 NC NC 2 -.003 -.003 0 0 NC NC 3 -.003 -.002 0 0 NC NC 4 -.003 0 0 0 NC NC 5 -.003 0 0 0 NC NC 1 M32 1 0 -.003 0 0 NC NC 2 0 -.002 0 0 NC NC 3 0 -.002 0 0 NC NC 4 0 -.001 0 0 NC NC 5 0 -.001 0 0 NC NC 1 M33 1 -.001 0 0 0 NC NC 2 -.002 0 0 0 NC NC 3 -.002 -.002 0 0 NC NC 4 -.003 -.003 0 0 NC NC 5 -.003 -.003 0 0 NC NC 1 M34 1 .004 -.002 0 0 NC NC 2 .004 -.003 0 0 NC NC 3 .004 -.003 0 0 NC NC 4 .005 -.004 0 0 NC NC 5 .005 -.004 0 0 NC NC 1 M35 1 -.005 -.002 0 0 NC NC 2 -.006 -.003 0 0 NC NC 3 -.006 -.003 0 0 NC NC 4 -.006 -.003 0 0 NC NC 5 -.006 -.003 0 0 NC NC 1 M36 1 .006 -.003 0 0 NC NC 2 .006 -.003 0 0 NC NC 3 .006 -.003 0 0 NC NC - 4 .006 -.003 0 0 NC NC 5 .005 -.002 0 0 NC NC 1 M37 1 -.005 -.004 0 0 NC NC - 2 -.005 -.004 0 0 NC NC 3 - .004 -.003 0 0 NC NC 4 -.004 -.003 0 0 NC NC 5 -.004 -.002 0 0 NC NC 1 M38 1 .003 -.003 0 0 NC NC 2 .003 -.003 0 0 NC NC RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 7 Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Deflections, By Combination, (continued) LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Liz Ratio (in) (in) (in) (radians) 3 .002 -.002 0 0 NC NC 4 .002 0 0 0 NC NC 5 .001 0 0 0 NC NC 1 M39 1 0 -.001 0 0 NC NC 2 0 -.001 0 0 NC NC 3 0 -.002 0 0 NC NC 4 0 -.002 0 0 NC NC 5 0 -.003 0 0 NC NC 1 M40 1 .003 0 0 0 NC NC 2 .003 0 0 0 NC NC 3 .003 -.002 0 0 NC NC 4 .003 -.003 0 0 NC NC 5 .003 -.004 0 0 NC NC 1 M41 1 -.003 -.004 0 0 NC NC 2 -.003 -.006 0 0 NC NC 3 -.003 -.007 0 0 NC NC 4 -.003 -.008 0 0 NC NC 5 -.003 -.009 0 0 NC NC 1 M42 1 .009 -.002 0 0 NC NC 2 .009 -.002 0 0 NC NC 3 .009 -.001 0 0 NC NC 4 .009 0 0 0 NC NC 5 .009 0 0 0 NC NC 1 M43 1 -.005 0 0 0 NC NC 2 -.005 0 0 0 NC NC 3 -.005 .001 0 0 NC NC 4 -.005 .002 0 0 NC NC 5 -.005 .002 0 0 NC NC 1 M44 1 -.001 0 0 0 NC NC 2 -.001 .001 0 0 NC NC 3 -.001 .001 0 0 NC NC 4 -.001 .002 0 0 NC NC 5 -.002 .002 0 0 NC NC 1 M45 1 0 .001 0 0 NC NC 2 0 .001 0 0 NC NC 3 0 .002 0 0 NC NC 4 0 .002 0 0 NC NC 5 -.001 .002 0 0 NC NC 1 M46 1 -.005 0 0 0 NC NC 2 -.005 0 0 0 NC NC 3 -.005 0 0 0 NC NC 4 -.005 0 0 0 NC NC 5 -.005 0 0 0 NC NC 1 M47 1 -.006 0 0 0 NC NC 2 -.006 0 0 0 NC NC 3 -.006 0 0 0 NC NC 4 -.006 0 0 0 NC NC 5 -.006 0 0 0 NC NC - 1 M48 1 -.006 0 0 0 NC NC 2 -.006 0 0 0 NC NC 3 -.006 0 0 0 NC NC 4 -.006 0 0 0 NC NC 5 -.006 0 0 0 NC NC 1 M49 1 -.006 0 0 0 NC NC 2 -.006 0 0 0 NC NC 3 -.006 0 0 0 NC NC 4 -.006 0 0 0 NC NC RISA-3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 8 k • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Deflections, By Combination, (continued) LC Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Liz Ratio - (in) 00 _ (in) (radians) 5 -.006 0 0 0 NC NC 1 M50 1 -.005 0 0 0 NC NC 2 -.005 0 0 0 NC NC 3 -.005 0 0 0 NC NC 4 -.005 0 0 0 NC NC 5 -.005 0 0 0 NC NC 1 M51 1 0 -.001 0 0 NC NC 2 0 -.001 0 0 NC NC 3 0 -.002 0 0 NC NC 4 0 -.002 0 0 NC NC 5 -.001 -.002 0 0 NC NC 1 M52 1 -.001 0 0 0 NC NC 2 -.001 0 0 0 NC NC 3 -.001 -.001 0 0 NC NC 4 -.001 -.002 0 0 NC NC 5 -.002 -.002 0 0 NC NC 1 M53 1 -.005 0 0 0 NC NC 2 -.005 0 0 0 NC NC 3 -.005 -.001 0 0 NC NC 4 -.005 -.002 0 0 NC NC 5 -.005 -.002 0 0 NC NC Member Section Forces, By Combination LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (k) (k) (k) (k -ft) (k -ft) (k -ft) 1 M1 1 1.916 .016 0 0 0 0 2 1.873 .016 0 0 0 -.024 3 1.83 .016 0 0 0 -.048 4 1.788 .016 0 0 0 -.072 5 1.745 .016 0 0 0 -.095 1 M2 1 1.738 .015 0 0 0 0 2 1.695 .015 0 0 0 -.022 3 1.652 .015 0 0 0 -.044 4 1.609 .015 0 0 0 -.066 5 1.566 .015 0 0 0 -.088 1 M3 1 1.737 .015 0 0 0 0 2 1.694 .015 0 0 0 -.022 3 1.651 .015 0 0 0 -.044 4 1.608 .015 0 0 0 -.066 5 1.565 .015 0 0 0 -.088 1 M4 1 1.909 -.016 0 0 0 0 2 1.866 -.016 0 0 0 .024 3 1.823 -.016 0 0 0 .047 4 1.78 -.016 0 0 0 .071 5 1.737 -.016 0 0 0 .095 1 M5 1 -.013 .045 0 0 0 .007 2 -.013 .024 0 0 0 -.023 .. 3 -.013 .003 0 0 0 -.035 4 -.013 -.018 0 0 0 -.029 5 -.013 -.039 0 0 0 -.004 1 M6 1 1.217 -.064 0 0 0 -.094 2 1.217 -.084 0 0 0 -.032 3 1.217 -.104 0 0 0 .046 4 1.217 -.124 0 0 0 .141 5 1.217 -.144 0 0 0 .252 1 M7 1 1.208 .076 0 0 0 .155 2 1.208 .055 0 0 0 .097 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 9 ' Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z - (k) (k) (k) (k -ft) (k -ft) (k -ft) 3 1.208 .034 0 0 0 .058 4 1.208 .014 0 0 0 .037 - 5 1.208 -.007 0 0 0 .035 1 M8 1 -.787 .142 0 0 0 .252 2 -.787 .119 0 0 0 .126 3 -.787 .096 0 0 0 .022 4 -.787 .073 0 0 0 -.06 5 -.787 .05 0 0 0 -.119 1 M9 1 -.81 .016 0 0 0 -.062 2 -.81 -.003 0 0 0 -.067 3 -.81 -.022 0 0 0 -.057 4 -.81 -.041 0 0 0 -.032 5 -.81 -.06 0 0 0 .008 1 M10 1 -1.26 .055 0 0 0 .025 2 -1.26 .036 0 0 0 -.01 3 -1.26 .017 0 0 0 -.031 4 -1.26 -.001 0 0 0 -.037 5 -1.26 -.02 0 0 0 -.028 1 M11 1 -1.26 .02 0 0 0 -.028 2 -1.26 .002 0 0 0 -.037 3 -1.26 -.017 0 0 0 -.031 4 -1.26 -.036 0 0 0 -.01 5 -1.26 -.055 0 0 0 .025 1 M12 1 -.819 .06 0 0 0 .008 2 -.819 .041 0 0 0 -.032 3 -.819 .022 0 0 0 -.057 4 -.819 .003 0 0 0 -.067 5 -.819 -.016 0 0 0 -.062 1 M13 1 -.796 -.048 0 0 0 -.118 2 -.796 -.071 0 0 0 -.06 3 -.796 -.095 0 0 0 .021 4 -.796 -.118 0 0 0 .125 5 -.796 -.141 0 0 0 .251 1 M14 1 1.196 .008 0 0 0 .035 2 1.196 -.013 0 0 0 .037 3 1.196 -.034 0 0 0 .058 4 1.196 -.055 0 0 0 .097 5 1.196 -.076 0 0 0 .154 1 M15 1 1.205 .144 0 0 0 .251 2 1.205 .124 0 0 0 .14 3 1.205 .104 0 0 0 .045 4 1.205 .084 0 0 0 -.033 5 1.205 .064 0 0 0 -.094 1 M16 1 -.013 .038 0 0 0 -.005 2 -.013 .017 0 0 0 -.029 3 -.013 -.004 0 0 0 -.035 4 -.013 -.024 0 0 0 -.023 5 -.013 -.045 0 0 0 .007 " 1 M17 1 -.349 .127 0 0 0 .017 2 -.349 .053 0 0 0 -.062 3 -.349 -.021 0 0 0 -.076 - 4 -.349 -.094 0 0 0 -.026 5 -.349 _ -.168 0 0 0 .089 1 M18 1 -.406 .083 0 0 0 .021 2 -.406 .013 0 0 0 -.02 3 -.406 -.056 0 0 0 -.002 4 -.406 -.126 0 0 0 .074 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 10 • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (k) (k) (k) (k -ft) (k -ft) (k -ft) 5 -.406 -.196 0 0 0 .208 1 M19 1 -.61 .151 0 0 0 .186 - 2 -.61 .078 0 0 0 .086 3 -.61 .005 0 0 0 .049 4 -.61 -.068 0 0 0 .077 5 -.61 -.141 0 0 0 .168 1 M20 1 -.433 .242 0 0 0 .315 2 -.48 .161 0 0 0 .09 3 -.527 .08 0 0 0 -.044 4 -.574 -.001 0 0 0 -.088 5 -.621 -.082 0 0 0 -.041 1 M21 1 1.262 .129 0 0 0 .032 2 1.242 .062 0 0 0 -.047 3 1.222 -.004 0 0 0 -.072 4 1.201 -.07 0 0 0 -.041 5 1.181 -.137 0 0 0 .045 1 M22 1 1.19 .132 0 0 0 .052 2 1.184 .067 0 0 0 -.027 3 1.177 .001 0 0 0 -.053 4 1.171 -.064 0 0 0 -.028 5 1.165 -.13 0 0 0 .048 1 M23 1 1.168 .13 0 0 0 .048 2 1.174 .065 0 0 0 -.028 3 1.18 0 0 0 0 -.053 4 1.187 -.066 0 0 0 -.027 5 1.193 -.132 0 0 0 .051 1 M24 1 1.184 .136 0 0 0 .045 2 1.204 .07 0 0 0 -.041 3 1.224 .004 0 0 0 -.071 4 1.244 -.063 0 0 0 -.047 5 1.265 -.129 0 0 0 .033 1 M25 1 -.611 .085 0 0 0 -.039 2 -.564 .003 0 0 0 -.089 3 -.517 -.079 0 0 0 -.046 4 -.47 -.16 0 0 0 .088 5 -.422 -.242 0 0 0 .315 1 M26 1 -.6 .142 0 0 0 .169 2 -.6 .068 0 0 0 .077 3 -.6 -.005 0 0 . 0 .049 4 -.6 -.078 0 0 0 .085 5 -.6 -.151 0 0 0 .185 1 M27 1 -.4 .196 0 0 0 .207 2 -.4 .126 0 0 0 .073 3 -.4 .056 0 0 0 -.002 4 -.4 -.013 0 0 0 -.02 5 -.4 -.083 0 0 0 .02 1 M28 1 -.343 .166 0 0 0 .087 2 -.343 .093 0 0 0 -.026 - 3 -.343 .02 0 0 0 -.075 4 -.343 -.053 0 0 0 -.061 5 -.343 -.126 0 0 0 .016 1 M29 1 -.045 -.013 0 0 0 -.007 2 -.057 -.013 0 0 0 0 3 -.069 -.013 0 0 0 .009 4 -.081 -.013 0 0 0 .017 5 -.092 -.013 0 0 0 .025 1 M30 1 .422 .031 0 0 0 .007 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 11 k • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (k) (k) (k) (k -ft) (k -ft) (k -ft) 2 .434 .015 0 0 0 -.017 3 .445 -.002 0 0 0 -.024 4 .457 -.018 0 0 0 -.013 1 5 .469 -.035 0 0 0 .016 1 M31 1 -.992 .029 0 0 0 .031 2 -1.004 .014 0 0 0 .008 3 -1.016 -.002 0 0 0 .002 4 -1.028 -.018 0 0 0 .013 5 -1.039 -.033 0 0 0 .039 1 M32 1 -.778 .031 0 0 0 .045 2 -.766 .015 0 0 0 .021 3 -.754 -.002 0 0 0 .014 4 -.743 -.018 0 0 0 .024 5 -.731 -.035 0 0 0 .053 1 M33 1 2.073 .042 0 0 0 .06 2 2.051 .024 0 0 0 .01 3 2.029 .006 0 0 0 -.012 4 2.006 -.013 0 0 0 -.007 5 1.984 -.031 0 0 0 .027 1 M34 1 -.69 .024 0 0 0 .004 2 -.668 .009 0 0 0 -.019 3 -.645 -.006 0 0 0 -.021 4 -.623 -.021 0 0 0 -.002 5 -.601 -.036 0 0 0 .038 1 M35 1 .238 .029 0 0 0 .028 2 .209 .014 0 0 0 -.009 3 .181 0 0 0 0 -.02 4 .153 -.015 0 0 0 -.007 5 .124 -.03 0 0 0 .032 1 M36 1 .118 .03 0 0 0 .032 2 .146 .015 0 0 0 -.007 3 .174 0 0 0 0 -.02 4 .203 -.014 0 0 0 -.009 5 .231 -.029 0 0 0 .028 1 M37 1 -.592 .036 0 0 0 .038 2 -.614 .021 0 0 0 -.003 3 -.636 .006 0 0 0 -.021 4 -.659 -.009 0 0 0 -.019 5 -.681 -.024 0 0 0 .005 1 M38 1 1.977 .031 0 0 0 .026 2 2 .013 0 0 0 -.007 3 2.022 -.006 0 0 0 -.013 4 2.044 -.024 0 0 0 .01 5 2.067 -.042 0 0 0 .061 1 M39 1 -.727 .035 0 0 0 .053 2 -.739 .018 0 0 0 .024 3 -.751 .002 0 0 0 .014 4 -.763 -.015 0 0 0 .021 5 -.774 -.031 0 0 0 .045 1 M40 1 -1.032 .033 0 0 0 .039 2 -1.021 .018 0 0 0 .012 - 3 -1.009 .002 0 0 0 .002 4 -.997 -.014 0 0 0 .008 5 -.985 -.029 0 0 0 .03 1 M41 1 .463 .035 0 0 0 .015 2 .451 .018 0 0 0 -.013 3 .439 .002 0 0 0 -.024 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 12 Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Section Forces. By Combination. (continued) _ LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (k) (k) (k) (k -ft) (k -ft) (k -ft) 4 .428 -.015 0 0 0 -.017 5 .416 -.031 0 0 0 .008 - 1 M42 1 -.092 -.013 0 0 0 -.024 2 -.08 -.013 0 0 0 -.016 3 -.069 -.013 0 0 0 -.008 4 -.057 -.013 0 0 0 0 5 -.045 -.013 0 0 0 .007 1 M43 1 .298 .058 0 0 0 .075 2 .286 .058 0 0 0 .039 3 .275 .058 0 0 0 .003 4 .263 .058 0 0 0 -.033 5 .251 .058 0 0 0 -.069 1 M44 1 1.524 .007 0 0 0 .002 2 1.513 .007 0 0 0 -.002 3 1.501 .007 0 0 0 -.007 4 1.489 .007 0 0 0 -.011 5 1.477 .007 0 0 0 -.016 1 M45 1 .181 -.113 0 0 0 -.137 2 .17 -.113 0 0 0 -.066 3 .158 -.113 0 0 0 .005 4 .146 -.113 0 0 0 .076 5 .134 -.113 0 0 0 .146 1 M46 1 .034 -.023 0 0 0 -.057 2 .012 -.023 0 0 0 -.03 3 -.011 -.023 0 0 0 -.003 4 -.033 -.023 0 0 0 .024 5 -.055 -.023 0 0 0 .051 1 M47 1 .141 -.002 0 0 0 -.007 2 .114 -.002 0 0 0 -.004 3 .087 -.002 0 0 0 0 4 .06 -.002 0 0 0 .003 5 .033 -.002 0 0 0 .007 1 M48 1 -.041 0 0 0 0 0 2 -.069 0 0 0 0 0 3 -.097 0 0 0 0 0 4 -.126 0 0 0 0 0 5 -.154 0 0 0 0 0 1 M49 1 .14 .002 0 0 0 .007 2 .113 .002 0 0 0 .004 3 .086 .002 0 0 0 0 4 .059 .002 0 0 0 -.003 5 .032 .002 0 0 0 -.007 1 M50 1 .032 .022 0 0 0 .056 2 .01 .022 0 0 0 .03 3 -.013 .022 0 0 0 .003 4 -.035 .022 0 0 0 -.023 5 -.057 .022 0 0 0 -.05 1 M51 1 .188 .113 0 0 0 .137 2 .176 .113 0 0 0 .066 3 .164 .113 0 0 0 -.005 4 .152 .113 0 0 0 -.076 - 5 .141 .113 0 0 0 -.146 1 M52 1 1.518 -.007 0 0 0 -.002 2 1.506 -.007 0 0 0 .002 3 1.494 -.007 0 0 0 .007 4 1.483 -.007 0 0 0 .011 5 1.471 -.007 0 0 0 .016 RISA -3D Version 4.5 [E: \03Jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 13 Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:12 AM Job Number : Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (k) (k) (k) (k -ft) (k -ft) (k -ft) 1 M53 1 .296 -.057 0 0 0 -.074 2 .285 -.057 0 0 0 -.039 - 3 .273 -.057 0 0 0 -.003 4 .261 -.057 0 0 0 .032 5 .249 -.057 0 0 0 .067 Member Stresses, By Combination LC Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 1 M1 1 .449 .009 0 0 0 0 0 2 .439 .009 0 .036 -.036 0 0 3 .429 .009 0 .072 -.072 0 0 4 .419 .009 0 .108 -.108 0 0 5 .409 .009 0 .144 -.144 0 0 1 M2 1 .407 .008 0 0 0 0 0 2 .397 .008 0 .034 -.034 0 0 3 .387 .008 0 .067 -.067 0 0 4 .377 .008 0 .1 -.1 0 0 5 .367 .008 0 .134 -.134 0 0 1 M3 1 .407 .008 0 0 0 0 0 2 .397 .008 0 .033 -.033 0 0 3 .387 .008 0 .067 -.067 0 0 4 .377 .008 0 .1 -.1 0 0 5 .367 .008 0 .133 -.133 0 0 1 M4 1 .447 -.009 0 0 0 0 0 2 .437 -.009 0 -.036 .036 0 0 3 .427 -.009 0 -.072 .072 0 0 4 .417 -.009 0 -.108 .108 0 0 5 .407 -.009 0 -.144 .144 0 0 1 M5 1 -.004 .024 0 -.015 .015 0 0 2 -.004 .013 0 .048 -.048 0 0 3 -.004 .002 0 .073 -.073 0 0 4 -.004 -.009 0 .06 -.06 0 0 5 -.004 -.021 0 .009 -.009 0 0 1 M6 1 .346 -.034 0 .195 -.195 0 0 2 .346 -.045 0 .067 -.067 0 0 3 .346 -.056 0 -.095 .095 0 0 4 .346 -.066 0 -.291 .291 0 0 5 .346 -.077 0 -.522 .522 0 0 1 M7 1 .343 .041 0 -.32 .32 0 0 2 .343 .03 0 -.201 .201 0 0 3 .343 .018 0 -.12 .12 0 0 4 .343 .007 0 -.077 .077 0 0 5 .343 -.004 0 -.071 .071 0 0 1 M8 1 -.224 .076 0 -.522 .522 0 0 2 -.224 .064 0 -.261 .261 0 0 3 -.224 .051 0 -.045 .045 0 0 _ 4 -.224 .039 0 .124 -.124 0 0 5 -.224 .027 0 .247 -.247 0 0 1 M9 1 -.23 .008 0 .128 -.128 0 0 2 -.23 -.002 0 .139 -.139 0 0 3 -.23 -.012 0 .118 -.118 0 0 4 -.23 -.022 0 .067 -.067 0 0 5 -.23 -.032 0 -.016 .016 0 0 1 M10 1 -.358 .029 0 -.053 .053 0 0 2 -.358 .019 0 .02 -.02 0 0 3 -.358 .009 0 .063 -.063 0 0 RISA -3D Version 4.5 [E: \03 \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 14 • • • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot ' (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 4 -.358 0 0 .076 -.076 0 0 5 -.358 -.011 0 .059 -.059 0 0 - 1 M11 1 -.358 .011 0 .058 -.058 0 0 2 -.358 0 0 .076 -.076 0 0 3 -.358 -.009 0 .064 -.064 0 0 4 -.358 -.019 0 .021 -.021 0 0 5 -.358 -.029 0 -.052 .052 0 0 1 M12 1 -.233 .032 0 -.016 .016 0 0 2 -.233 .022 0 .066 -.066 0 0 3 -.233 .012 0 .118 -.118 0 0 4 -.233 .002 0 .139 -.139 0 0 5 -.233 -.008 0 .128 -.128 0 0 1 M13 1 -.226 -.026 0 .245 -.245 0 0 2 -.226 -.038 0 .125 -.125 0 0 3 -.226 -.051 0 -.043 .043 0 0 4 -.226 -.063 0 -.258 .258 0 0 5 -.226 -.075 0 -.52 .52 0 0 1 M14 1 .34 .004 0 -.072 .072 0 0 2 .34 -.007 0 -.077 .077 0 0 3 .34 -.018 0 -.12 .12 0 0 4 .34 -.029 0 -.2 .2 0 0 5 .34 -.04 0 -.318 .318 0 0 1 M15 1 .342 .077 0 -.519 .519 0 0 2 .342 .066 0 -.289 .289 0 0 3 .342 .055 0 -.094 .094 0 0 4 .342 .045 0 .068 -.068 0 0 5 .342 .034 0 .195 -.195 0 0 1 M16 1 -.004 .02 0 .01 -.01 0 0 2 -.004 .009 0 .06 -.06 0 0 3 -.004 -.002 0 .072 -.072 0 0 4 -.004 -.013 0 .047 -.047 0 0 5 -.004 -.024 0 -.015 .015 0 0 1 M17 1 -.099 .068 0 -.036 .036 0 0 2 -.099 .028 0 .128 -.128 0 0 3 -.099 -.011 0 .158 -.158 0 0 4 -.099 -.05 0 .053 -.053 0 0 5 -.099 -.09 0 -.185 .185 0 0 1 M18 1 -.115 .044 0 -.043 .043 0 0 2 -.115 .007 0 .04 -.04 0 0 3 -.115 -.03 0 .003 -.003 0 0 4 -.115 -.067 0 -.153 .153 0 0 5 -.115 -.104 0 -.43 .43 0 0 1 M19 1 -.173 .081 0 -.385 .385 0 0 2 -.173 .042 0 -.177 .177 0 0 3 -.173 .003 0 -.102 .102 0 0 4 -.173 -.036 0 -.159 .159 0 0 5 -.173 -.075 0 -.348 .348 0 0 1 M20 1 -.123 .129 0 -.651 .651 0 0 2 -.136 .086 0 -.186 .186 0 0 3 -.15 .043 0 .092 -.092 0 0 4 -.163 0 0 .182 -.182 0 0 5 -.176 -.044 0 .086 -.086 0 0 1 M21 1 .359 .069 0 -.066 .066 0 0 2 .353 .033 0 .098 -.098 0 0 3 .347 -.002 0 .148 -.148 0 0 4 .341 -.038 0 .085 -.085 0 0 5 .335 -.073 0 -.093 .093 0 0 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 15 L • • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 1_ M22 1 .338 .071 0 -.107 .107 0 0 2 .336 .036 0 .055 -.055 0 0 3 .335 0 0 .11 -.11 0 0 4 .333 -.034 0 .058 -.058 0 0 5 .331 -.069 0 -.099 .099 0 0 1 M23 1 .332 .069 0 -.1 .1 0 0 2 .334 .035 0 .058 -.058 0 0 3 .335 0 0 .11 -.11 0 0 4 .337 -.035 0 .055 -.055 0 0 5 .339 -.07 0 -.106 .106 0 0 1 M24 1 .336 .073 0 -.092 .092 0 0 2 .342 .037 0 .084 -.084 0 0 3 .348 .002 0 .147 -.147 0 0 4 .354 -.034 0 .097 -.097 0 0 5 .359 -.069 0 -.068 .068 0 0 1 M25 1 -.174 .045 0 .08 -.08 0 0 2 -.16 .002 0 .183 -.183 0 0 3 -.147 -.042 0 .096 -.096 0 0 4 -.133 -.086 0 -.183 .183 0 0 5 -.12 -.129 0 -.652 .652 0 0 1 M26 1 -.171 .076 0 -.349 .349 0 0 2 -.171 .037 0 -.159 .159 0 0 - - - - - - - -- - - -- - -- -- - -- -- - - - - -- - 3 -.171 -.003 0 -.102 .102 0 0 4 -.171 -.042 0 -.176 .176 0 0 5 -.171 -.081 0 -.383 .383 0 0 1 M27 1 -.114 .104 0 -.429 .429 0 0 2 -.114 .067 0 -.152 .152 0 0 3 -.114 .03 0 .005 -.005 0 0 4 -.114 -.007 0 .042 -.042 0 0 5 ' -.114 -.044 0 -.041 .041 0 0 1 M28 1 -.097 .089 0 -.18 .18 0 0 2 -.097 .05 0 .053 -.053 0 0 3 -.097 .011 0 .155 -.155 0 0 4 -.097 -.028 0 .126 -.126 0 0 5 -.097 -.067 0 -.034 .034 0 0 1 M29 1 -.016 -.01 0 .027 -.027 0 0 2 -.021 -.01 0 -.002 .002 0 0 3 -.025 -.01 0 -.031 .031 0 0 _ 4 -.029 -.01 0 -.061 .061 0 0 5 -.033 -.01 0 -.09 .09 0 0 1 M30 1 .152 .025 0 -.027 .027 0 0 2 .157 .012 0 .062 -.062 0 0 3 .161 -.002 0 .087 -.087 0 0 4 .165 -.015 0 .047 -.047 0 0 5 .169 -.028 0 -.058 .058 0 0 1 M31 1 -.358 .023 0 -.112 .112 0 0 2 -.362 .011 0 -.03 .03 0 0 3 -.367 -.002 0 -.008 .008 0 0 4 -.371 -.014 0 -.046 .046 0 0 5 -.375 -.027 0 -.142 .142 0 0 1 M32 1 -.281 .025 0 -.166 .166 0 0 2 -.277 .012 0 -.076 .076 0 0 3 -.272 -.001 0 -.05 .05 0 0 4 -.268 -.015 0 -.089 .089 0 0 5 -.264 -.028 0 -.192 .192 0 0 1 M33 1 .748 .034 0 -.22 .22 0 0 2 .74 .019 0 -.037 .037 0 0 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 16 • • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member Stresses. By Combination. (continued) LC Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 3 .732 .004 0 .045 -.045 0 0 4 .724 -.01 0 .025 -.025 0 0 - 5 .716 -.025 0 -.097 .097 0 0 1 M34 1 -.249 .019 0 -.016 .016 0 0 2 -.241 .007 0 .07 -.07 0 0 3 -.233 -.005 0 .078 -.078 0 0 4 -.225 -.017 0 .009 -.009 0 0 5 -.217 -.029 0 -.138 .138 0 0 1 M35 1 .086 .023 0 -.1 .1 0 0 2 .076 .011 0 .032 -.032 0 0 3 .065 0 0 .074 -.074 0 0 4 .055 -.012 0 .025 -.025 0 0 5 .045 -.024 0 -.115 .115 0 0 1 M36 1 .043 .024 0 -.115 .115 0 0 2 .053 .012 0 .025 -.025 0 0 3 .063 0 0 .074 -.074 0 0 4 .073 -.011 0 .032 -.032 0 0 5 .083 -.023 0 -.101 .101 0 0 1 M37 1 -.214 .028 0 -.137 .137 0 0 2 -.222 .017 0 .009 -.009 0 0 3 -.23 .005 0 .078 -.078 0 0 4 -.238 -.007 0 .069 -.069 0 0 5 -.246 -.019 0 -.018 .018 0 0 1 M38 1 .714 .025 0 -.096 .096 0 0 2 .722 .01 0 .026 -.026 0 0 3 .73 -.005 0 .046 -.046 0 0 4 .738 -.019 0 -.037 .037 0 0 5 .746 -.034 0 -.223 .223 0 0 1 M39 1 -.263 .028 0 -.192 .192 0 0 2 -.267 .015 0 -.089 .089 0 0 3 -.271 .001 0 -.05 .05 0 0 4 -.275 -.012 0 -.075 .075 0 0 5 -.28 -.025 0 -.165 .165 0 0 1 M40 1 -.373 .027 0 -.142 .142 0 0 2 -.368 .014 0 -.045 .045 0 0 3 -.364 .002 0 -.008 .008 0 0 4 -.36 -.011 0 -.029 .029 0 0 5 -.356 -.023 0 -.111 .111 0 0 1 M41 1 .167 .028 0 -.055 .055 0 0 2 .163 .015 0 .047 -.047 0 0 3 .159 .001 0 .086 -.086 0 0 4 .154 -.012 0 .061 -.061 0 0 5 .15 -.025 0 -.028 .028 0 0 1 M42 1 -.033 -.01 0 .088 -.088 0 0 2 -.029 -.01 0 .059 -.059 0 0 3 -.025 -.01 0 .031 -.031 0 0 4 -.021 -.01 0 .002 -.002 0 0 5 -.016 -.01 0 -.026 .026 0 0 - 1 M43 1 .108 .046 0 -.274 .274 0 0 2 .103 .046 0 -.143 .143 0 0 3 .099 .046 0 -.012 .012 0 0 4 .095 .046 0 .119 -.119 0 0 5 .091 .046 0 .25 -.25 0 0 1 M44 1 .55 .006 0 -.007 .007 0 0 2 .546 .006 0 .009 -.009 0 0 3 .542 .006 0 .025 -.025 0 0 4 .538 .006 0 .041 -.041 0 0 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 17 • • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot ' ksi ksi ksi ksi ksi) (ksi) __ (ksi) 5 .533 .006 0 .057 -.057 0 0 1 M45 1 .065 -.091 0 .499 -.499 0 0 2 .061 -.091 0 .241 -.241 0 0 3 .057 -.091 0 -.017 .017 0 0 4 .053 -.091 0 -.275 .275 0 0 5 .048 -.091 0 -.533 .533 0 0 1 M46 1 .012 -.018 0 .209 -.209 0 0 2 .004 -.018 0 .11 -.11 0 0 3 -.004 -.018 0 .012 -.012 0 0 4 -.012 -.018 0 -.087 .087 0 0 5 -.02 -.018 0 -.185 .185 0 0 1 M47 1 .051 -.002 0 .027 -.027 0 0 2 .041 -.002 0 .014 -.014 0 0 3 .031 -.002 0 .002 -.002 0 0 4 .022 -.002 0 -.011 .011 0 0 5 .012 -.002 0 -.024 .024 0 0 1 M48 1 -.015 0 0 0 0 0 0 2 -.025 0 0 0 0 0 0 3 -.035 0 0 0 0 0 0 4 -.045 0 0 0 0 0 0 5 -.056 0 0 0 0 0 0 1 M49 1 .05 .002 0 -.027 .027 0 0 2 .041 .002 0 -.014 .014 0 0 3 .031 .002 0 -.001 .001 0 0 4 .021 .002 0 .011 -.011 0 0 5 .012 .002 0 .024 -.024 0 0 1 M50 1 .012 .018 0 -.206 .206 0 0 2 .004 .018 0 -.109 .109 0 0 3 -.005 .018 0 -.012 .012 0 0 4 -.013 .018 0 .085 -.085 0 0 5 -.021 .018 0 .182 -.182 0 0 1 M51 1 .068 .091 0 -.499 .499 0 0 2 .064 .091 0 -.241 .241 0 0 3 .059 .091 0 .017 -.017 0 0 4 .055 .091 0 .275 -.275 0 0 5 .051 .091 0 .533 -.533 0 0 1 M52 1 .548 -.006 0 .008 -.008 0 0 2 .544 -.006 0 -.009 .009 0 0 3 .539 -.006 0 -.025 .025 0 0 4 .535 -.006 0 -.041 .041 0 0 5 .531 -.006 0 -.057 .057 0 0 1 M53 1 .107 -.045 0 .27 -.27 0 0 2 .103 -.045 0 .141 -.141 0 0 3 .098 -.045 0 .012 -.012 0 0 4 .094 -.045 0 -.117 .117 0 0 5 I .09 -.045 0 -.245 .245 0 0 _ Member Data X -Axis Shape / Material PhyL.O.M. End Releases End Offsets Inactivdulember Member Label I Joint J Joint K Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length (degrees: Set xyz xyz xyz xyz (in) (in) (ft) M1 N6 N13 COLUMN STL Y 5.9 M2 N5 N25 COLUMN STL Y 5.9 M3 N3 N31 COLUMN STL Y 5.9 M4 N1 N23 COLUMN STL Y 5.9 M5 N7 N14 CHORDS STL Y 3.511 M6 N14 N13 CHORDS STL Y 3.323 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 18 i . • ' Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member Data (continued) X -Axis Shape / Material Phyi.O.M. End Releases End Offsets InactivAAember Member Label I Joint J Joint K Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length (degrees) Set xyz xyz xyz xyz (in) (in) (fp__ M7 N13 N25 CHORDS STL Y 3.489 . M8 N25 N17 CHORDS STL Y 3.865 M9 N17 N27 CHORDS STL Y 3.167 M10 N27 N19 CHORDS STL Y 3.125 M11 N19 N29 _ CHORDS STL Y 3.125 M12 N29 N21 CHORDS STL Y 3.167 M13 N21 N31 CHORDS STL Y 3.901 M14 N31 N23 CHORDS STL Y 3.489 M15 N23 N33 CHORDS STL Y 3.323 M16 N33 N10 ' CHORDS STL Y 3.474 M17 N11 N12 CHORDS STL Y 3.511 M18 N12 N16 CHORDS STL Y 3.323 M19 N16 N15 CHORDS STL Y 3.489 M20 N15 N26 CHORDS STL Y 4.463 M21 N26 N18 CHORDS STL Y 3.312 M22 N18 N28 CHORDS STL Y 3.14 M23 N28 N20 CHORDS STL Y 3.139 M24 N20 N30 . CHORDS STL Y 3.31 M25 N30 N22 CHORDS STL Y 4.503 M26 N22 N32 CHORDS STL Y 3.489 M27 N32 N24 CHORDS STL Y 3.323 M28 N24 N34 CHORDS STL Y 3.474 M29 N7 N11 WEBS STL Y 2.5 M30 Nil N14 WEBS STL Y 4.31 M31 N14 N16 WEBS STL Y 4.159 M32 N16 N25 WEBS STL Y 4.293 M33 N25 N26 WEBS STL Y 6.11 M34 N26 N27 WEBS STL Y 5.695 M35 N27 N28 WEBS STL Y 6.775 M36 N28 N29 WEBS STL Y 6.775 M37 N29 N30 WEBS STL Y 5.708 M38 N30 N31 WEBS STL Y 6.145 M39 N31 N32 WEBS STL Y 4.293 M40 N32 N33 WEBS STL Y 4.159 M41 N33 N34 WEBS STL Y 4.28 M42 N34 N10 WEBS STL Y 2.5 M43 N14 N12 WEBS STL Y 2.5 M44 N13 N16 WEBS STL Y 2.5 M45 N25 N15 WEBS STL Y 2.5 M46 N17 N26 WEBS STL Y 4.733 M47 N27 N18 WEBS STL Y 5.704 M48 N19 N28 WEBS STL Y 6.011 M49 N29 N20 WEBS STL Y 5.711 M50 N21 N30 WEBS STL Y 4.748 M51 N31 N22 WEBS STL Y 2.5 M52 N23 N32 WEBS STL Y 2.5 M53 N33 N24 WEBS STL Y 2.5 - Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C Label Shape Label (in)^2 (in ^4) (in ^4) (inA4) Only COLUMN TU6X6X3 STL 4.27 1.2 1.2 23.8 23.8 37.5 CHORDS TU6X4X3 STL 3.52 1.2 1.2 9.32 17.4 19.5 WEBS TU4X4X3 STL 2.77 1.2 1.2 6.59 6.59 10.6 RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 19 i 4 • Company : Tim R. Froelich Consulting Engrs June 18, 2004 Designer : Daniel Stark 10:13 AM Job Number : Checked By: Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc Dir ASD Eqn. Message (ft) (ft) 1 M1 .015 5.9 .000 0 y H1 -2 . 1 M2 .014 5.9 .000 0 y H1-1 1 M3 .014 5.9 .000 0 y H1 -1 1 M4 .015 5.9 .000 0 y H1-2 1 M5 .002 1.902 .001 0 y H2 -1 1 M6 .022 3.323 .003 3.323 y H1 -2 1 M7 .017 0 _ .002 0 y_ H1-2 1 M8 .019 0 .003 0 y H2 -1 1 M9 .010 .66 .001 3.167 _y H2 -1 1 M10 .012 2.279 .001 0 y H2 -1 1 M11 .012 .846 .001 3.125 y H2 -1 1 M12 .010 2.507 .001 0 y H2 -1 1 M13 .019 3.901 .003 3.901 y H2 -1 1 M14 .017 3.489 .002 3.489 y H1-2 1 M15 .022 0 .003 0 y H1 -2 1 M16 .002 1.592 .001 3.474 y H2 -1 1 M17 .007 3.511 .004 3.511 y H2 -1 _ 1 M18 .014 3.323 .004 3.323 _ y H2 -1 1 M19 .014 0 .003 0 y H2 -1 1 M20 .019 0 .005 0 y H2 -1 1 M21 .013 1.553 .003 3.312 y H1 -1 1 M22 .012 0 .003 0 y H1 -1 1 M23 .012 3.139 .003 3.139 y H1 -1 1 M24 .013 1.758 .003 0 y H1 -1 1 M25 .019 4.503 .005 4.503 y H2 -1 1 M26 .014 3.489 .003 3.489 y H2 -1 1 M27 .014 0 .004 0 y H2 -1 1 M28 .007 0 .004 0 y H2 -1 1 M29 .003 2.5 .000 0 y H2 -1 1 M30 .007 2.11 .001 4.31 y H1 -1 1 M31 .014 4.159 .001 4.159 y H2 -1 1 M32 .012 4.293 .001 4.293 y H2 -1 1 M33 .029 0 .001 0 y H1 -1 1 M34 .009 5.695 .001 5.695 y H2 -1 1 M35 .005 0 .001 _ 6.775 _y H1 -1 - 1 - 1 M36 .005 6.775 .001 0 _ y H1 -1 1 M37 .009 0 .001 0 y H2 -1 1 M38 .029 6.145 .001 6.145 y H1 -1 1 M39 .012 0 .001 0 y H2 -1 1 M40 .014 0 .001 0 V H2 -1 1 M41 .007 2.14 .001 0 y H1 -1 1 M42 .003 0 .000 0 y H2 -1 1 M43 .010 0 .002 0 _y H1-2 1 M44 .016 2.5 .000 0 y H1 -1 1 M45 .014 2.5 .004 0 y H1 -2 1 M46 .005 0 .001 0 y H1-2 1 M47 .002 0 .000 0 _y H1-2 1 M48 .002 6.011 .000 0 y H2 -1 1 M49 .002 0 .000 0 y H1 -2 1 M50 .005 0 .001 0 y H1 -2 1 M51 .015 2.5 .004 0 y H1 -2 1 M52 .016 2.5 .000 0 y H1 -1 11 M53 .010 0 .002 0 y I H1 -2 . RISA -3D Version 4.5 [E: \03jobs \03 -T172B SW #1478 Canopy \TRUSS MODEL.R3D] Page 20 14 - Jul 19 04 11:47a .Froelich Consulting Eng 503 - 624 -9770 p.1 SQL FROELICH CONSULTING ENGINEERS MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 231 SW Scalehouse Loop, Suite 101 Tigard, Oregon 97223 Bend, Oregon 97702 503.624- 7005/503.624 -9770 FAX 541.383- 1828/541.383 -7696 FAX FAX COVER SHEET Date: July 19, 2004 Transmittal To: Brian Belalock Company: City of Tigard FAX Number: 503.624.3681 Job Name /Number: Tigard Safeway / 03 - T172B Transmittal From: Daniel Stark, P.E. Total Pages: 4 Comments: Brian - Attached are the miscellaneous calcs you requested. Please let me know if you need anything else. Thanks, Daniel • PLEASE CONTACT US IF THIS FACSIMILE IS ILLEGIBLE OR IF IT HAS MISSING PAGES Jul 19 04 11:47a • Froelich Consulting Eng 503-624-9770 p.2 fl 6969 SW I I.iinpl. Si 1,-(-3, CLIENT kA ""I I (-7-1 PAGE / • PI rupiid, C..)1oil 9/9.9. FAX 503.624.9770 FROELICH S03.(24. /001, PFC)./CC.-.T CONSULTING ;2 _ 0 .04:0 Suile • 101 1140AX: I NUMBLIZ: (2:17 T- — 1•2_ 1: ENGINEERS INC 541.383.1828 DA IL 7/04- i. L1Y: Phl •S• ° - 47,, L-E „i. - • e " l a - vvv" j z, el 71 AN. .../ L-- ■N\ L. I Le = 1.4 Y-17-1 • 1P,101 rt i64 • Z.) ••:17-L ArL_L-e, 2.1 1 . " / M.J TAA-hc c•• tA‘K.! -42 z • 4 :Z. A K Wt 6 t OLE 4 1€0 . 17-Let• - • I. 1/ 14-• • 1JL 2: w 'w (.5; '3•e-L'",en 1. Jul 19 04 11:47a ,Froelich Consulting Eng 503 - 624 -9770 p.3 Title : TM Job # >(1 00A @L7[J Dsgnr: e02t8GW @❑®Gaz❑❑l Date: Description : I Scope : I Rev 510701 Wen K•Oe02304, Vet 5.1.3. 22-Jun-1999. Wn32 Steel Beam Design Page I (e) 19x7 - 99 ENEFicALc e:\03 jobs \03•1172b sw#1478 canopy\calcs.ecw: Description Steel canopy joists General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : C4X5.4 Fy 36.00ksl Pinned- Pinned Load Duration Factor 1.00 Center Span 6.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads #1 # 2 #3 #4 #5 #6 #7 DL 0.060 k/ft LL 0.200 k/ft ST k/ft Start Location ft End Location 6.000 ft T Loads 1 #1 DL © Left LL @ Left 0.180 ST © Left k/ft Start ft DL @ Righl LL @ Righl 0.060 ST @ Righl k/ft End 6.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: C4X5.4 section, Span = 6.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 1.735 k -ft 3.134 k -ft Max. Deflection -0.101 in fb : Bending Stress 10.818 ksi 19.536 ksi Length/DL Defl 4,215.3 : 1 fb / Fb 0.554:1 Length /(DL +LL Defl) 715.3 : 1 Shear 1.216 k 10.598 k fv : Shear Stress 1.652 ksi 14.400 ksi fv / Fv 0.115: 1 Force 8 Stress Summary «_ These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL +ST Maximum Only 0 Center @ Center (81 Cants 0 Cants Max. M + 1.74 k -ft 0.29 1.74 k -ft Max. M - k -ft • Max. M © Left k -ft Max. M © Right k -ft Shear © Left 1.22 k 0.20 1.22 k Shear @ Right 1.10 k 0.20 1.10 k Center Defl. -0.101 in -0.017 -0.101 -0.101 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Deft © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.22 0.20 1.22 1.22 k Reaction @ Rt 1.10 0.20 1.10 1.10 k Fa calc'd per 1.5 -2, K*Ur > Cc - [ Section Properties C4X5.4 Depth 4.000 in Weight 5.40 #/ft r -xx 1.556 in Width 1.584in I -xx 3.85 in4 r -yy 0.448 in - Web Thick 0.184 in I -yy 0.32 in4 Flange Thickness 0.296 in S -xx 1.925 in3 Area 1.59 in2 S -yy 0.283 in3 Jul 19 04 11:47a ,Froelich Consulting Eng 503 -624 -9770 p.4 Title : Job # Dsgnr: Date: Description : Scope : l Rev: 510301 ux1991x9 RCLLC 95 1:12 ER ,ve1 5.1.3.22.Wm1999,win32 Square Footing Design Page 1 a� e:103Jobs103 -t172b sw#1478 canopy\calcs.ecw: Description Truss Support Footing General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 0.800 k Footing Dimension 2.000 ft Live Load 1.220 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 1,500,00 psf Reinforcing 1 Rebar Requirement Actual Rebar "d" depth used 8.500 in As to USE per foot of Width 0.143 in2 200 /Fy 0.0033 Total As Req'd 0.286 in2 As Req'd by Analysis 0.0000 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % r Summary -- _ Footing OK vgatmar 2.00ft square x 12.Oin thick with 2- #4 bars Max. Static Soil Pressure 650.00 psf Vu : Actual One -Way 1.23 psi Allow Static Soil Pressure 1,500.00 psf Vn *Phi : Allow One -Way 93.11 psi Max. Short Term Soil Pressure 650.00 psf Vu : Actual Two-Way 6.87 psi Allow Short Term Soil Pressure 1,500.00 psf Vn'Phi : Allow Two-Way 186.23 psi Mu : Actual 0.35 k -ft Alternate Rebar Selections... 2 # 4's 1 # 5's 1 # 6's Mn • Phi : Capacity 7.47 k -ft 1 # 7's 1 # 8's 1 # 9's 1 # 10's