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Plans • FILE COPY RE CEI VE D NOV 1 41405 cry OF rIG Structural F Calculations BUILDIN Dry �N Abercrombie & Fitch #972 Washington Square Mall Tigard, OR APPROVED PLANS INCLUDE UN- ATTACHED: SPECIFICATION BOOK X STRUCTURAL CALCS ..._ GEOTECH REPORT _MIX DOCUMENTS ctrog Tl ARD 2cS'• Approved../ roved ....... .......... .................... ( ): Conditionally APP � .,, j in: For only the v. FENMIT NO•_.�U PaC7�s -� ): S3e Letter to: ............................ ( yet/ — c;; - - Prepared by: OFFICE COPY THORSON BAKER & Associates, Inc. 3030 W. Streetsboro Road Richfield, Ohio 44286 Date: November 14, 2005 RO PROPE GI N 414 41 17417 'P 9 / i - 11sER/ pp °ON R X: 1200512005- 06891EngineeringlEngineering- Structurall200S0689_Calcula6on cover sheet.doc 11/11/2005 Table Of Contents Design Criteria DC1 Wind W1 Column Design Cl Girt Design G1 Platform Design PL1 X -Brace Design XB1 Elevator Rail Support El Mechanical Equip Tie Down M1 Storefront Framing ST 2nd Floor Framing Review FR1 Misc. Items MISC1 X1200512005-06891Engine nglEngineedngStruchual12005 -0689_Calculahoncoversheetdoc 11/11/2005 `DG THORSON BAKER & Associates, Inc. Design Criteria 1of3 DJ Consulting Engineers Project No: 2005 -0689 Date: 11- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Client: FMS Contact: George Pack Scope: Structural CD's for A +F tenant improvements including new elevator, stair support, rear wall bump out, platforms, storefront framing General Information: Due Dates & Schedule Submittal Type Date Checkset / LL review 11/14/05 Bid /Permit 11/14/05 Reviewing Building Department (Obtain from Architect) Agency Name: Val Henzal Phone: (503) 639 -4171 Fax: - Building Code IBC 2000 IBC 2003 With State of Oregon Admendments Other Consultants By Firm Name Mechanical: TBA Architectural: FMS Other Electrical: TBA Civil: NA Owner Furnished Information Existing Drawings: Full set of PDFs of mall expansion Adjacent Building Drawings: NA Geotechnical Report: NA Prototype Drawings: NA Go By' Drawings: NA ClientlOwner Requirements Factory Mutual Req. X Not Req. Concrete (psi) Min. Granular Fill Thick. Prototype Specifications Req. X Not Req. Specific Details Specific Systems Construction Classification (Obtain from Architect) Type: II B (Sprinkled) Fire Ratings Floors: 1 hr Roof: NA Walls: 1 hr Columns: 1 hr Firewalls Required? NA Rating Items to Consider Expansion Joints Required? NA Any Future Expansion? NA General Construction Description Walls: Metal studs typical Floors: New 2nd floor at bumpout: Floor plate over angles; Platforms: 3/4" over It. gage joists Roof: Bumpout:3 /4" plywood over It. gage joists • THORSON BAKER & Associates, Inc. 2of3 MI Consulting Engineers Project No: 2005 -0689 Date. 11- Nov -05 fla Project: Abercrombie & Fitch Prepared By JJM / PF Project Site: Tigard, OR Principal GRB Design Criteria: Roofing Membrane Ballasted NA Non - Ballasted Membrane NA Built -Up NA Live Loads: Floor /Use: 100 psf Roof: 25 psf Specialized: 1st floor platform:125 psf; 2nd floor platform:mechanical unit weight Wind: Wind Speed: 100 Importance Factor: 1 Exposure: C Seismic: Acceleration Coefficients(S S 1.061, 0.372 Importance Factor: 1 Seismic Use Group: 1 Seismic Site Class: C (Per Shell Drawings) Seismic Design Category D Lateral Resistance System: Ordinary Steel Braced Frames Snow Loads: Ground Snow Load: 25 psf Flat Roof Snow Load: 25 psf Rain on Snow Load: NA Code Design Snow Load: 25 psf Minimum per Building Official: 25 psf Minimum per Client Criteria: NA Final Design Roof Load: 25 psf Snow Drifting: Required NA Steps in Roof: X Parapets: X Adjacent Building: X Future Building: X Does structure create drifting on adjacent existing buildings? Yes If yes notify architect in writing No X Foundation Criteria: Foundation Type: Existing:auger cast piles, grade beams, slab on grade Bearing Capacity: NA Frost Depth: NA Active Pressure: NA Passive Pressure: NA Equivalent Fluid Pressure (Basement): NA Compaction Requirements: Slab: NA Engineered Fill: NA Special Considerations: NA THORSON BAKER & Associates, Inc. 3of3 ra Consulting Engineers Project No: 2005 -0689 Date. 11-Nov-05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site Tigard, OR Principal: GRB Specs and Checklists : Is Computer analysis used for any items, list items and software? Specifications Required Section 02360 Driven Piles Section 05210 Steel Joists Section 02380 Caissons Section 05300 Metal Deck Section 03300 CIP Concrete X Section 05400 Cold Formed X Section 03410 Stn,c. Precast Cont. Section 06150 Wood Deck Section 05120 stmt. Steel X Section 06192 Wood Truss Other General Notes (Select One) Full General Notes: Sheet Spec General Notes: X Checklists Non - Project or Client Specific Section Description Pages Req. 7.2.01 Design Criteria Checklist 1 -2 7.2.02 General Drawing /Design 1 -2 7.2.03 General Notes 1 -2 7.2.04 FND- Spread footings 1-4 7.2.05 FND -Deep foundations 1 -3 7.2.06 CIP- Elevated Floor 1 -3 7.2.07 CIP -Roof 1 -2 7.2.08 Precast -Floor 1 -3 7.2.09 Precast -Roof 1 -3 7.2.10 Wood -Lt Gage- Floor/Walls 1 -3 7.2.11 Wood -Lt Gage -Roof 1 -2 7.2.12 Steel Joist -Floor 1 -3 7.2.13 Steel Joist -Roof 1 -3 7.2.14 Steel Beam -Floor 1 -3 7.2.15 Steel Beam -Roof 1 -3 7.2.16 Masonry 1 -2 7.2.17 Specifications 1 -1 7.2.18 Shop Drawing Review 1 -1 7.2.19 Submittals 1 -3 Client Specific 7.2.2c &t Carpet & Tile Liquidators 1 -1 7.2.2d Dick's Sporting Goods 1 -7 7.2.2dr Dick's Reviews 1 -2 7.2.2j Jared Jewelry 1 -2 Project Fee: Predesiqn Site Visit Required: NA Attach the applicable dead load worksheet, wind load work sheets (Main wind, Component and Cladding and Uplift), Seismic. Attach preliminary for complicated projects. Reviewed By: Date: DMA x.__.. THORSON BAKER & Associates, Inc. Wood Roof Dead Loads - Consulting Engineers Project No: 2005 -0689 Date: 8- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Roof Dead Load Shingles Sheathing 3 Insulation 2 Trusses & Bracing MEP 3 Ceiling 2 Sprinklers Total Dead Load 10 psf Bottom Chord 5 psf Top Chord 5 psf - THORSON BAKER & Associates, Inc. Wood Floor Dead Loads Consulting Engineers Project No: 2005 -0689 Date: 8- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Floor Dead Load Topping Slab Ceiling Sprinklers Sheathing 3 MEP 3 Partitions Miscellaneous 2 Joists 2 Total Dead Load 10 psf • 0 THORSON BAKER & Associates, Inc. Wall Dead Loads in in Consulting Engineers Project No 2005 -0689 Date: 8- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Wall Dead Load 6" Lt. Ga studs @ 16" O.C. 2 psf EFIS 2 psf Insulation psf Plywood sheathing 3 psf 1/2" Gyp Sheathing 3 psf Total Dead Load 10 psf zDoS — 0€801 C�7 MCE Ground Motion - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 • Central Longitude = - 122.776223 Period MCE Sa (sec) ( %g) 0.2 106.1 MCE Value of Ss, Site Class B 1.0 037.2 MCE Value of S1, Site Class B Spectral Parameters for Site Class C 0.2 106.1 Sa = FaSs, Fa = 1.00 1.0 053.2 Sa = FvS1, Fv = 1.43 MCE Ground Motion - Conterminous 48 States Zip Code - 97224 Central Latitude = 45.407291 Central Longitude = - 122.79903 Period MCE Sa (sec) ( %g) 0.2 105.3 MCE Value of Ss, Site Class B 1.0 037.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class C 0.2 105.3 Sa = FaSs, Fa = 1.00 1.0 052.9 Sa = FvS1, Fv = 1.43 i.._.. THORSON BAKER & Associates, Inc. IBC 2003 Wind ® Consulting Engineers Project No: 2005 -0689 Date: 8- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM I PF Project Site: Tigard, OR Principal: GRB ..//: s ° tea 00 Z. 0 °' Q 0 , lit 1 '''''., 411110 A % " ,A 01 ' \\'''- 4 .0- . 1, .‘,., „4 .1.2.. :.„1/4 ® - /// rillkN . c hre›, I . . ‘ mk•erp ,14, +% / 41'4" IV 4 Zmisrome Transverse Longitudinal . Zit 3- Second Gust Wind Velocity I I Roof Angle Exposure 100 V [1 V Oto5 ■ C ∎ 1 Load Direction Pick One Height 30 (ft) Transverse U Width 300 (ft) Longitudinal 0 Length 300 (ft) Main Wind Force Pressure Horizontal Loads Height Adj. Zone C Transverse Press. (psf) Zone A Transverse Corner Press. 15 1.21 12.71 19.24 20 1.29 13.55 20.51 25 1.35 14.18 21.47 30 1.40 14.70 22.26 35 1.45 15.23 23.06 40 1.49 15.65 23.69 45 1.53 16.07 24.33 50 1.56 16.38 24.80 55 1.59 16.70 25.28 60 1.62 17.01 25.76 Corner Dim. 24.00 (ft) ■ - 1 _, • THORSON BAKER & Associates, Inc. IBC 2003 Wind 11111111 � '- -- Consulting Engineers Project No: 2005 -0689 Date: 3- Nov -05 Project: A +F Prepared By: JJM Project Site: Tigard, OR Principal: GRB Components and Cladding for Walls I . . r ' , ....„......43 OD' al 1 aiall - ,T ' ' . � �)' i�S - � -".$- :cam P= C ) r, ' 7S 5f --s usE- So sf Cfar sfLd 3- Second Gust Wind Velocity I I Effective Area Exposure no 1.1 1 Iv 50 ∎ C ■ Load Direction Pick One Height 30 (ft) Leeward U Width 300 (ft) Windward U Length 300 (ft) Main Wind Force Pressure Horizontal Loads Height Adj. Windward Press. Zone 4 Windward Press. Zone 5 15 1.21 \ 23.60 23.60 20 1.29 25.16 25.16 25 1.35 26.3`3 ...26.33 30 1.40 27.30 'N - 27.30 35 1.45 28.28 28.28 40 1.49 29.06 29.06 • 45 1.53 29.84 .--`' '�� 29.84 50 1.56 30.42" ``30.42 55 1.59 -31.01 31.01 60 1.62 31.59 31.59 Corner Dim. 12.00 (ft) e -iss. 9; 0-7,c1C -zs sx S'; (.0 • 5 C. I , 4 c:\ ° 2e1 tot f 5'. 2. * 1-:(/6 _ ai P S 100 5( 1 U= ` -\' -s" THORSON BAKER & Associates, Inc. • Project No: 21 "O 5 — O Sheet No: C Consulting Engineers //�� ■ Project: A k- F Date: I I I H I O S •• Project Site: Tr cA 1 OS' Prepared By: � �1 /9t4,-.1. 0.1 Cc■hf Si 44 M a = Cs vo p i ) = y f + K �IQ Sao (' - f\ ZK ••, = 3,5 r= +l< 166, KI -r RIO v t U 5E rtSS 6 K6x /Av r 8r THORSON BAKER & Associates, Inc. Consulting Engineers Project No: 2ev°S — 06 Sat Sheet No: ■ Project: A+ F Date: � ( 1 3/0 S Project Site: Ito"'AAA cr., Prepared By: \-A/; ^el ° " ?. S e n 5 3 �s �I� = Si = 12,'I 3 _f" = I �7 C.�\ = c f. _ r S B.Z r•1 = 7 O (.7) = Li 9 H SS6v 6,, /L ,qx = 1S , t r " 3o ( Zl NSS 6kt/i r = 6.6 T� = Si C = 36 1- t556x6x3/8 THORSON BAKER & Associates, Inc. Consulting Engineers Project No: `za'rr � SC�LSA Sheet No:- ■ Project: c "PO Date: , 01' `6' M■ Project Site e-- - C , CW' Prepared By: PF N r ... = 1C. 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Site Class C �°��► S 1.060 *enter in decimal value not percentage S 0.372 *enter in decimal value not percentage F 1.000 F 1.430 S 1.060 S 0.532 Sos 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category Basic SFRS Ordinary steel braced frames R 4 IE 1 C 0.17667 Total Weight 14.50 (kips) Base Shear 2.56 (kips) THORSON BAKER & Associates, Inc. Consulting Engineers Project No: 9(CsF.)-aloPics Sheet No: e ik-r" • Project: Date: Project Site: Prepared By: t;SA QcJv N'S I te■ . 7 e b= 1.ze p- (Ipic23v. o Sek 3 VC ‘ )(2r-5 CI .52a, B i15 0 ,S\ ( . 0 „ . 5 o-16 ic) k. CA la 3:15 ., .1 015 tc>,58 "e() 1CN-33 B z e 0 ;15 \ \ \ .2A A A 2.3 AVREQ ■‘QC_3 C) c;■■ U3 Gti 0,ect cc( 2.4t a\--AZE.20 014;0;1514 THORSON BAKER & Associates, Inc. ■� Consulting Engineers Project No: 2 0V' S'nNI �- Sheet No: �' Project: P Date: \--‘G - 035 Project Site:'\ C- &. cZ- Prepared By: 'S C61- \PACZE S \S \ \C tom- LSE SP%C -.E s43■Aeks, C.E S' = L2.G5 5.g .i3O\ti6 ' + (3 c :, 5v.c) :-' 4 O A \'. 5,1- V= P " C.SEC Fuca Gc ERas use sa & c--A9E =(.5) \ s-" c �- c,1, W. 1\� { \5a 'P�o!'cE.S% �A't-- oC ' >< 2- i " E..11.-^.' 0 SSE \t- 'GR1Cv.. c2>j` us $= 110 o XC3 -2 B 33 $ \•in -► z 0. O `' 2, d ► 3 11 O ,4 X33 a L4,1 8 ,\Z 2 z 2 = 0.3 2.4 3C1 0. )CB-- 5 \ :64 p a 1 3 2 0.2 d ,A p . 2 By misPE,exxolv , UBE> SA a ` s\-r aw w 'U a S - vu 't' THORSON BAKER & Associates, Inc. IBC 2003 Seismic Consulting Engineers Project No: 2005 -0689 Date: 10- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Note: Required values denoted by blue box. Site Class c V W\ V42 S 1.060 *enter in decimal value not percentage S 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 SMS 1.060 S 0.532 Sos 0.707 Sp, 0.355 Height 30 (ft) MWFRS Other building systems V CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames V R 4 I 1 C 0.17667 Total Weight 5.10 (kips) Base Shear 0.90 (kips) THORSON BAKER & Associates, Inc. Project No: >'£tif Sheet No: ��t ‘ . r; ' ■ Consulting Engineers Project: 'r`+NVV" Date: • 111 Project Site: 1 , A. 1 k `' (5 CZ Prepared By: 1:tP4.1. r 19.iNt\ TV. f- I.0 -.1•) l? \.1., A -5, .� aL = \oP QD -- LL= 1-2-5 p5F 4: wA111111 'T'yp�caa,�`. . I c ii U6 V`x \ C L°w t\s, o.c 1 7— L. a - P .. c c= 0�,.� -\ 4 4 A. 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Site Class C V ` R'S - JrF0 Vv1 tk3 S 1.060 *enter in decimal value not percentage S1 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 SMS 1.060 SM, 0.532 SOS 0.707 Sol 0.355 Height 30 (ft) MWFRS Other building systems V CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames V R 4 IE C 0.17667 Total Weight 5.40 (kips) Base Shear 0.95 (kips) • • THORSON BAKER & Associates, Inc. � , � Consulting Engineers Project No: 2.�C�1c4� Sheet No: ■•■ Project: Pt$V Date: $ \ c5 Project Site: l O, 0 Prepared By: C)C1 o C1 \ - 2( 3 3,'"o ' 2 O ' 1 c),k4, 05 fi 1:45 k `7. Z,t ) 1,., .Vt-'L ''>5 s,) Pc st t A • THORSON BAKER & Associates, Inc. _ Project No: =C"�" �'� Sheet No: k,.. �--` ■� Consulting Engineers Project: �� _ 1%0ff Date: WACI� ••• Project Site: ( "c- - '&\.) 4 ::1: 31 7-. 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Site Class C ?-'*I 9„KNIN 4 \ (J.;) S 1.060 `enter in decimal value not percentage Si 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 S 1.060 S 0.532 Sos 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems V CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames V R 4 IE 1 C s 0.17667 Total Weight 2.70 (kips) Base Shear 0.48 (kips) • THORSON BAKER & Associates, Inc. IBC 2003 Seismic • • - Consulting Engineers Project No: 2005 -0689 Date: 10- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Note: Required values denoted by blue box. Site Class c V cAstac " '& . 6 Cs?) S 1.060 *enter in decimal value not percentage Si 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 SMS 1.060 SM, 0.532 Sps 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems V C 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames V R 4 I 1 C 0.17667 Total Weight 8.00 (kips) Base Shear 1.41 (kips) THORSON BAKER & Associates, Inc. • Consulting Engineers Project No: 2Ci: L oR l Sheet No: ' Pt: 1 . �� Project: i" Date: 1 \--& • 111 Project Site: V:= • C3C2.- Prepared By: . b ) \ c> " rye C' `-K mµ:1 't CCt�I�► "' i c= 0.s + )(a-1 (1 ,25 5 12 0,5 \3.I, ')( :Z A 6 X0,25 U ,5 cs .3 \ lQ . , O.to u 2' Va \A SNA- gde i Zo 1i ri 2. \0\2.. ht 8' [,c,xt ECZa 10(44) - mva ( � 'L''A) �,� c��, � �� t_E,T :> "42:3-3 4 $ 3 , 5 0 .1_5 2 0,5 8 n ©.va e-A ,w2. a 3 S C3 ^..-5 a 3 .4 C1.4 c> 5 1,02 - 7 3,5 4 0.3 \414 3.1.0 v .)/ )(2:15 11.:A 1 `I \ THORSON BAKER & Associates, Inc. Consulting Engineers Project No: 90C~.ri-lw� loP Sheet No: VI Pt —V1 • Project: I A - S. Date: 4! - � � • • Project Site: C QX) CAZ Prepared By: V LE - Ai‘ - -). bicy \+3,,c \0, h= e'= ,c5 Cio:z)LQ? W l03 s CO.CA4 ,z.5 C. Az.6 7-)) N=P- . S \`' C,6... ..L 1 "Fcxcz C5*,.cu -pct) Sot . b C4 \, c_c1 Tc�.kes z ? 0 , ..\ , . :04 _d- Let c, 4 C vrz. 'Xtarl an.z e _ 05 A 05 ‘2_ © .-( '%r r .9€ \cam, V�.,Z 2 "x \Sesa SA- P 4 . 5‘1-4 51 Sl y.- 2 lam, ,.. vim/ -., 17,..; rk%` O ; ., ..t \ » 5Q6F k t o'R,. ° e> = 10,1 P- ,C Cao,kN ?:-' c), (,..,(c‘is-rzt.:0 \ c, I ' h "'� C. ' .?;C�, L c - ",Ci' \ fi - '- - t � C- .) s ' ,Ir `t, °_ - c - -4 'Xe - --i 5 a 5 ,� A c\ .4 o5 - 61 1► .�s p -�'vo�, u6� __ 2: X 1c GPt €75NVW ) slc tf 5\ L 0 WL- l ., ) i" 4 )< 2. Ev \erk 1_1 \--N-k Of y t &cs °ice; c Ave. W P.K,,t'r -w1, • ®.� THORSON BAKER & Associates, Inc. IBC 2003 Seismic el IN Consulting Engineers Project No: 2005 - 0689 Date: 10 - Nov - Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Note: Required values denoted by blue box. Site Class C V S 1.060 `enter in decimal value not percentage S 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 S 1.060 SM, 0.532 SDS 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems V C 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames V R 4 I 1 C 0.17667 Total Weight 4.30 (kips) Base Shear 0.76 (kips) S Kept «E,'2NOc e) • THORSON BAKER & Associates, Inc. Consulting Engineers Project No: i� ' Sheet No: X PA ▪ • � Project: 4�� - Date: ,��\�"'(� � • .■ Project Site: -- \ C . . C� c Prepared By: V a 1 (.. r 11.i ( P = CO 0 2.1.2) \ -C) !..0" CO\ \CE:13.7-)GC \ . (A) = 2,1 = gK _ W6=iLLS ¼Y= a\ SV-- (2so. - \ Pt i) Q.:A AZii;) 2, -‘...sz \c t. ..r L.,cs1 Ks* L .CY.� -V1. \2) z + (1 I a., ] X1(31 42}8) Ce,,I.. y (srz A= r13 s .F. l .J`- L,c2\ \ 4. = 2. C Zy 'M. 2 FL?) \.3 (.__E._9- ,\tCe) `I 3,.V = 2 ,s Ls czm.ce • >('(2;.-2 THORSON BAKER & Associates, Inc. IBC 2003 Seismic • • ~` Consulting Engineers Project No: 2005 -0689 Date: 10- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Note: Required values denoted by blue box. Site Class C S 1.060 *enter in decimal value not percentage S1 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 S 1.060 SM1 0.532 SDS 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems V CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS Ordinary steel braced frames 1 v R 4 IE 1 C s 0.17667 Total Weight 10.60 (kips) Base Shear 1.87 (kips) _t ,3 "- (5,- 'Zzv10E. ?C8 3 THORSON BAKER & Associates, Inc. IBC 2003 Seismic .. Consulting Engineers Project No: 2005 -0689 Date: 10- Nov -05 Project: Abercrombie & Fitch Prepared By: JJM / PF Project Site: Tigard, OR Principal: GRB Note: Required values denoted by blue box. Site Class C yr — :..d &r S 1.060 'enter in decimal value not percentage S 0.372 *enter in decimal value not percentage F 1.000 F„ 1.430 S 1.060 SMi 0.532 SDS 0.707 SDI 0.355 Height 30 (ft) MWFRS Other building systems V CT 0.02 T 0.256372204 Use Group 1 (enter integer) Design Category D Basic SFRS, Ordinary steel braced frames R 4 IE 1 C 0.17667 Total Weight 19.80 (kips) Base Shear 3.50 (kips) 2 ,5' cb t2 J Q ) THORSON BAKER & Associates, Inc. Q—� ■� Project No: Z2' . — € S' Sheet No: Consulting Engineers t Project: CAA Date: `� 11111 Project Site: CSCZ-- Prepared By: • �C— bf2�CE l5 •l ,K 1� cZ I 3Q ? '2,,- . "C3 C- \ .25" Z Ler. 15Za L2 B 15.1 2,81` 2•s1 = o •ro = orb _ , 043 " x t 4 a) .. c . ‘ " < = (2) c -` F \ccTL LEARWP 22 ti5,1z 23 ,1' - TSTRAp A . 2 � K (2,z, 1 5,1 _ I \II(3taY= G • 1 3112 \1-S q 1` 3`' -' �= ©nSkw ' off. "b Uts 14e610k(0.1 Cc u.kr -A0 THORSON BAKER & Associates, Inc. Consulting Engineers Project No:- �' '"' + Sheet No: • Project: Date: \1 C 1111 Project Site: ;-V C Prepared By: 'CIF 1 , - 1 k ` C t= CA.css.'‘A. \ c',C' 'D wG p � a -(eb' 1 ke, a� � S-../ 2 cow,t -+\ 0 r43K . N-'\m 1 c-V 11-\G Ail s c:) L \ ►• � 1-k S SA i x 3 x 0 ,---2.- I • :IFICATIDNS AND DATA CAR 01 CLASSIFICATION GENERAL PURPOSE /PASSENGER " "PACI TY 3500# EED, UP /DN (NOMINAL) 150 FPM EED, UP /DN (ACTUAL) + OR 7% ❑PERATI ❑N SELECTIVE COLLECTIVE '' -NTR ❑L 330A I NDINGS /OPENINGS 2 LANDINGS ( 2 F/ 0 R OPENINGS) ;E 18' - 4' POWER SUPPLY ( +SS)480 -3 -60 - - WER FAIL ❑PERATI ❑N NONE ENCLOSURE (TYPE) FRAME - 125 ' GUIDE SHOES /ROLLERS (TYPE) 5' SLIDING ;AR TOE GUARD (LGTH) 24.00' ITFORM (TYPE) PLYWOOD - STEEL FRAME JOR RECESS 0.38' f INSIDE CAB AREA 36.84 SQ, FT. UFFERS (TYPE /STROKE) SPRING /2.5' RAILS RF -9 IMUM BRACKET SPACING 12' - 0' IP (MFR /SIZE /TYPE) A4PIC -217 OR 40 H.P. uRKING PRESSURE AT PUMP (P5) 492 PSI ELIEF PRESSURE (P7) 590 PSI SYSTEM WORKING PRESSURE RATING 600 PSI EF VALVE /BY -PASS (SIZE) UV- .SAW -,75 I 1. LLD LINE (SIZE /SCH. NO) 2.38 O.D. SCHED 40 (0.15 ") 2AULIC ❑IL (TYPE) CITGO TRANSGUARD THE '1 (QTY) 164 US GAL ri.r. ASS'Y (TYPE /PKG) 330A 2 -STAGE JACK (75 -2N) IRKING PRESSURE AT JACK (P3) 455 PSI GER O.D. (EQUIVELANT) 4.64" ICI H GER LENGTH 237.50' STAGE 1 I STAGE 2 1 STAGE 3 r1NGER SECTION O. D. 2.970' 3,560' N/A GER SECTION WALL THICK, 0.165' 0.165' N/A JDER O.D. 4.151' RECEIVED LINDER WALL THICK. 0.165' 1 I TNDER LENGTH 147.6' r JDER PROTECTION (TYPE) N SEr 2 2005 i ! 1 2758# 'OSS WEIGHT 6668# THORSON BAKER ' MD UNIT 1 ROLLER 100 ## A Associates, Inc. ul ASS'Y EACH 265.0# ' PIT REACTION �!i RAIL - REACTIONS "' JACK (2 RI) BUFFER R2 F P SYNCH. BAR HOISTBEAM HK HB ]2683# 19549.# 263.71# 239.43# 582# 5000# , � all NON SEISMIC NON- SEISMIC N 12126.39# 889.22# SEISMIC SEISMIC ICIER P11 REACTWJ S Pc 11( aL NNaCE FUR MCI ] I ° L TY SYNCR SCHINDLER ELEVATOR CORPORATION i PER SIDE "I` F P GETTYSBURG, PENNSYLVANIA ...AR LOAD DIAGRAM RAIL LOAD DIAGRAM 330A HYDRAULIC ELEVATOR - PLANS AND DETAILS - BUILDING: WASHINGTON SQUARE PHASE 2 - WILLIAMS SONOMA LOCATION: 9585 SW WASHINGTON SQ RD. TIGARD, OR. 97223 29 JUL 2005 KC. OWNER: MACERICH PARTNERSHIP LP aN 21 2005 KC. ARCHITECT: DLR a REVISION DATE & APP'L ENGINEER: MARCI CROPP - p FOR CONSTRUCTION: SUB 02 GENERAL CONTRACTOR:HS WRIGHT - FOR MANUFACTURE: SUB 02 DRAWN BY: RUN330A DATE: 7/29/2005 APPROVED BY: aRparIEOT DATE: 14 2005 CONTRACT CAR SUB. SHEET f/7 HG C2 14 7 01 J 02 11 of 8 WE INVITE YOU TO VISIT OUR WEB SITE: http: / /www,us.schIndler.co THORSON BAKER & Associates, Inc. l Consulting Engineers Project No: Sheet No: —` , ■�_ Project: C Date: \\-\C ■ Project Site: V , C:1` Prepared By: Z2o \b S C.Nrs-co ab ' ' 6. e 2.`A \ ), CA-ksci6 3121415r o.\aKt + nlrcrax = k " �2 crop 6:C4 `T \'A \\ \ A r \ C b 5W F. Q,. gvok / 34) c-te --2. ,S .A C2 .51 CO ,7 G c -t csi 2 o 2 = 21,2 ,33 _- EAC, 1h s --. US's h = 3S' w V05, • Wprntrn S Ca ?N � s Mc) W Q 3C no' (.T ,22t \\c. ) w1�= Cz1 ate () " (1) L\ cz.. Coc 1,5 ) THORSON BAKER & Associates, Inc. Consulting Engineers Project No: 2CC a c 6 C� 1. Sheet No: 9 ■� Project: ?.V' Date: \' \f3--( NUM Project Site: "1" (A Prepared By: F er6RSF : F WITgL 46 1 - 00 0 146A. CLIP ANGLE • EA. STUD r `/ r(1) -110 ?SC iCR8V6 \ I L- k 5 ( S . 3 , 5E5 4 , 5E5a 3.5S; -Z 5 �2� , n 111 = v.! \ -- !C� ■TT. .VIII IQB.1 I:= FCTAL orx • • 1' o.a t? - amp. an t VO I \ac 1, _ ULM SEE ARCA 3 z, .� ARCA T /1 ,Q "RSA 4 l 1.2A 0 '4 4 C.2 8' 1‘a. GP, C€ I la 69' - Cr'r Ch=,'1 8►a l tr'' C¢3, ( q,b-'r,' SECTION 0 Pe'a't 2 1 u = 1t0,5' w= PL .cE 1 } C.c K F (. : ail U eE (Zl Es "x 11Q.Gpir C&6 1\42 C AP+ - r+ iPtC I " ti, 13 T)y o , vs'E, Cz )— a w/ k THORSON BAKER & Associates, Inc. Consulting Engineers Project No: [aA C i Sheet No: �. ■ Project: 1111 Project Site: t ` .), �� Prepared By: 44 1"' 4 .c, c.W \ ? li =25 oA C2 r..acialLAk "e = 1,0 Vii = 81 p Q- -4 \ T = 23lo FiLF( ) • • 3, 1 A • 1,1 y (5 03e!, Aa,�= 0.55tps USE. (2) 8`X \toG% CSS % 2,$ k.A.3I \ "7"aS3 E - 11,1S THORSON BAKER & Associates, Inc. • Consulting Engineers Project No: ?�:a:›1g_ Sheet No: 6'r•' • Project: C it E Date: \_\, ,) 0 — CZ ■.• Project Site: 1 ) CzKV—P i 1 : 1 '9.. Prepared By: V , etcs'(2e F- K FQ -CM 11s..)G AA _ 1 6 _Ci , /Ed1U t. :LE • G. _ STUD � lU 2 CLIP ANGLE 1 G. STUD SCREWS TO (E) STEEL 4 1 )-I 0 1A SCREWS TO (E) STEEL SCREWS TO STUD F.)_R,O TEIC SCAM. TO STUD l Ls ] 4 ( 4 ", T 4�� )-`— \ 1 \/ . (.)..W TE] ` `4V I•,OAGA. METAL DECK WOW •10 SCREW' •v D C. ■• r g:A METAL I h D' • w• o l Elltit / M•D.C.• . NND SIGN, SEE A RCH. 4 / _ - � EILING . I • T li 6TOREFRCHT, , SEE ARCA SECTION 0 THORSON BAKER & Associates, Inc. (� • Consulting Engineers Project No: 20Cfrf OP Sheet No: -h ■ Project: c �' Date: \,� \ 8 4`'--5--/ am ■•■ Project Site: T\ . , 4A Prepared By: N R Ey 1 S.\N LS 2 �LCQCZ SU b =C) L l at c fi�'� f�C ' It,..PF cS2),m EX IST. SNipicb C0��� �'�IJCC�Ol� u` ` X.) C CktsC'.. 2.`)c \ Q CJ< Pr\1et.o. '-N Low \lag ? �c tint_ \ \ '\iE Lsaa ' \25 50 = \ \4v Lx) 0 0 .25 13 .25 No o5\ `66v- 0, 2 5 0.255 os \N/.tct��c* � rr, L o.9O O,O'7 0.12 O.55 \t" P'ESZ w cat St- .Rb ,025 ' O. 2-5 \ Qo)WO csveC lo" b.-2 = L ,, \O t2" '64 z C.a) A- 0 2I- c \- ) C� s' a,c\ C -) Uzi = 2 1,2.5" = (42.` cDa 5\.5 \b- c m - `a. 7 1 1 5 THORSON BAKER & Associates, Inc. �7A� _ Consulting Engineers Project No: l�.�S C7� Q � Sheet No: \ -� ^ • Project: pt PiF Date: \\ -1, ■• • '�\ to %� ��. Prepared Site: pared By: �f1 V CF . Sly �1C� CG i'�� C�Z U! 1Y 0. Lam\(, ' ‘G -o,5 C = 2C3 - i - 1 3 \bs 4 (.0c5\ , S \`DS �1 L cvht . a 1� THORSON BAKER & Associates, Inc. Consulting Engineers Project No: '2_E, (254 Sheet No: � ��, Project: ' ►It� Date: Ve-k t'0-5 • • Project Site: l '(Z2C) Prepared By: *-A cx.3ct N 1wG FC5 2 SA ''. CZ-C.: Lea Y► s) 5m)ert-A5/Gkiz,oreR:, Akcy\ie swIENftz.. 3' •� j Lan>\ F MLA Scp'z., O -- cZ `i wM oRssuvt), MME t---\,5 G1R.o 1l 1 fL '°o NzVolZ rot- *k. 4, 1 AN> PS Floor Map . rim RAM . 2005 -0689 Steel Stockr oom Floor Review RAM DataBase: 2005 -0689 Stockroom 11/09/05 17:21:23 P TERNATKM:AI Building Code: IBC Steel Code: AISC LRFD Floor Type: Upper Level W16)31 r 29. �I t II�7�II I � ( ( I ;1 '110 II V o •1 .1 ! § 4i1 1x62 24 VU6::10 4111191" V o s); e � 1 )6 i� (12) =(3) (13) N i 0 — 111111 I i IIIIIIIIIIII IIM r IJAI 6a :�1 A 26.', 0(12)6 I (3) r o. :x10 1 - NN O N M . ;x10N1 ...* / 4 ! 6 fwgx1 W12x19 (12) § I v\&10 1 24 a4 1I IIIIIIIIIIIIII W18x40 9 , , 4110 FCC .. a Floor Map . wil RAM Steel v10.0 Page 2/2 2005 -0689 Stockroom Floor Review RAM DataBase: 2005 -0689 Stockroom 11/09/05 17:21:23 INTMqADDNAL Building Code: IBC Steel Code: AISC LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf I I DL + LL 75.0 51.0 75.0 Reducible 20.0 51.0 (Original) DL + Shelf 75.0 51.0 86.0 Unreducib 20.0 51.0 le r� Office 75.0 51.0 50.0 Unreducib 0.0 51.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L1 Platform 1 0.027 0.000 0.340 Storage 0.000 0.027 L2 Platform 2 0.070 0.000 0.890 Storage 0.000 0.070 L3 Platform 2a 0.030 0.000 0.380 Storage 0.000 0.030 L4 Platform 3 0.050 0.000 0.600 Storage 0.000 0.050 Floor Map RAM Steel v10.0 2005 -0689 Stockroom Floor Review • RAM DataBase: 2005 -0689 Stockroom 11/09/05 17:21:23 NTINATIoNN Building Code: IBC Steel Code: AISC LRFD Floor Type: Upper Level VV16)61 29* - ( ( (7) H I W8x10 O V18x1 R W8x1 28.. 1x62 ( H I _pp N J s vvox14 N W8)C1 g CI D V12 1 6 2 (12) (3) (13) H I VV8x10 I r, pppp M M N W8xi (4 N N � D VV8x1 I 11121)6 26. • ( (3) (1 0) :x10( aD :x10N Cfl § •� � O X O 1/118x1 VV12x19 (12) Wexx10 24 _'.., 8x40 9 • • 11101 , it f p P si 1 G ..; .,,,, gi•i :• z r o - -, tiP UPI P 6 � ' A. a al gar m r l ial §Pvg u F Ho 144 Ni !ftll 0.1 w Cw I 102'4 V. 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Ft Section s � _ I Theoretical SPAN Modulus uS I 1. ;i .: Weight Plate cal 6 2' 0" 2' 6" 3' -0" 3' 6" 4' 0" 4' 6" 5' 0" 6 1 per lbs ft Thickness i inches per ' -0" 7' -0" of width ft dth In lbs. inches i j - - - - - .031 _, 6.15 /e 148 83 �- - 53 37 - - - 070 8.70 3/46 333 188 5 120 83 61 47 - - 11,25 14 593 333 213 148 109 83 66 53 - - .125 l ! v • _ -_ - .195 .=i• ::I I" 13.80 5 /16 927 521 333 232 170 130 103 83 58 16.35 3 /6 1333 750 480 333 245 188 148 120 83 61 .281 I , , 18.90 '/i6 1814 1021 653 453 333 255 201 163 113 83 .383 .. 21.45 1 /2 2370 1333 853 593 435 333 263 213 148 109 .500 �=1','Ili 24.00 9 /16 3000 1688 1080 750 551 422 333 270 188 138 .633 P 26.55 5 /e 3703 2084 1333 926 680 521 412 333 232 170 6it P9 1 y6 4482 2521 1613 1121 823 630 498 403 280 206 .945 g,' lei 31.65 3 /4 5333 3000 1920 1333 980 750 593 480 333 245 1.125 3 34.20 13 /16 6260 3521 2253 1565 1150 880 696 563 391 287 1.320 !' 36.75 2 /e 7258 4088 2613 1815 1333 1022 807 653 454 333 1.531 39.30 75 /16 8333 4688 3000 2083 1531 1172 926 750 521 383 1.758 41.85 1 9481 5333 3413 2370 1741 1333 1053 853 593 435 2.000 } 44.40 1 - /i6 10705 6021 3853 2676 1966 1505 1190 963 669 492 2.258 j 46.95 1 /e 11999 6749 4319 3000 2204 1687 1333 1080 750 551 2.531 l ' I , I, 49.50 1- 13369 7520 4813 3343 2456 1880 1486 1203 836 614 2.820 g. I 52.05 1 - 14815 8333 5333 3704 2721 2083 1646 1333 926 680 3.125 ,' 54.60 1 -3/46 16332 9186 5879 4083 3000 2297 1815 1470 1021 750 3.445 11 � i 57.15 1 - 17925 10082 6453 4482 3292 2521 1992 1613 1120 823 3.781 j i 59.70 1-3/4 19593 11021 7053 4898 3599 2755 2177 1764 1225 900 4.133 = ' I 62.25 1 - 21333 12000 7680 5333 3919 3000 2371 1920 1333 980 4.500 I �i � 1 64.80 1 - 23149 13021 8333 5787 4252 3255 2572 2084 1447 1063 4.883 i 67.35 1 - _25036 14082 9013 6260 4599 3521 2782 2253 1565 1150 5.281 I,, Ii 3 I � 69.90 1- 26998 15186 9719 6750 4959 3797 3000 2430 1687 1240 5.695 III' , 72.45 1 - 29037 16333 10453 7259 5334 4084 3227 2614 1815 1333 6.125 1 .1 J l 75.00 1- 31146 _17520 11212 7787 5721 4380 3461 2803 1947 1430 6.570 , 4 Y J;' II I I 7 1-% 33332 18749 11999 8333 6123 4688 3704 3000 2083 1531 7.031 80.10 1 - 35593 20021 12813 8898 6538 5006 3955 3204 2225 1634 7.508 82.65 2 37926 21333 13653 9482 6966 5334 4214 3414 2370 1742 8.0004. I Deflection ' . Coefficient .037 .066 .104 .149 .203 .265 .335 .414 .596 .700 .810 E = 29,000 ksi ='1`'' 1 31' I; i ' iii I' Loads above and to the right of the heavy black lines will cause deflections of more than 1/164 of the span. '; : G To find the actual deflections for the loads given above, divide the coefficient of deflection for the span by the thickness of the plate in inches. �' To find the deflection caused by loads less than shown above, first find the deflection caused by the loads 1 ' given above. Multiply this by the actual load and divide by the load given above. For safety, loads greater than I i those given in the above table should not be used. - `l tl Loads are based on an extreme fiber stress of 16 ksi and simple span bending. AMERICAN INSTITUTE OF STEEL CONSTRUCTION li d i - , "' 1