Loading...
Plans PoPzc (i -cnZ-`57 City of Tigard At ? o ed Plans t IB A� , Date q b i-- MU LVAN NY G2 1 1� C_Ft C-- TRANSMITTAL • DESIGN AT WORK REVISIOI\T OFFICE COPY TO Community Development DATE 8.31.12 13125 SW Hall Blvd. PROJECT Tigard FM#375 Tigard, OR 97223 PROJECT NUMBER 11 0029 02A 10 ATTN Dan Nelson NUMBER OF PAGES (15) Including Cover Page PHONE 503.718.2436 FAX FROM Myra Vaughn CC Rob Fagliano Bill Mercer SEND VIA Courier 1 2 3 4 hours (circle one) RE Proposal Request No. 13 Submittal J = C o LL = G i WW WV Er, . QTY DESCRIPTION ° ` ` °° EW °ww �O Y O w r 0 O r W W W W O U =0 UM ma 6C 1 Proposal Request No. 13 Submittal: 11x17 sketch A-SK-18, 1 X X Stamped/Signed Structural Calculations and Drawings (MF-1, MF-2, MF-3, MF-4, MF-5, MF-6, FD-1, SR-21, SR-22, SR-23, SR-24) NOTES Hello Mr. Nelson, I have attached items pertaining to Proposal Request No. 13 for your review which incorporate structural revisions to existing mezzanine platform bearing walls in order to accommodate the Seafood Prep area below. The existing mezzanine is supported by poured concrete, load-bearing walls. New steel columns and beams, and associated foundations will be required in order to remove portions of the existing bearing walls to accommodate the Seafood Prep design and fixture layout. I will contact you Tuesday morning to discuss this submittal, review time, and answer any questions you may have. Thank you, Myra Vaughn AIA, LEEDTM AP I Associate D: 503.419.4722 F:971.998.1642 E: myra.vauohn(a�mulvannyg2.com Privileged and confidential Information:the information in this document is intended only for the use of the above named recipient. Any wrongful review,dissemination,distribution or copying of this communication is strictly prohibited. If errors occur in transmission,or enclosures are not as noted,please notify us at once. 503.223.8030 60t SW SECOND AVENUE I SUITE 1200 I PORTLAND.OR I 97200 503.223.8361 MulvannyG2.com KG STRUCTURAL CALCULATIONS FRED MEYER RETAIL FACILITY Bearing Wall Removal Tigard, Oregon For Mulvanny G2 Architecture August 30, 2012 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. f <8°47. 6,f,e4 J i' if 4/"Xilir '14,// '4, 17/*,■:ki*V h'C. GENN' 3o ' - 1 - EXPIRES: 6-30-20 13 KRAMER GEHLEN & ASSOCIATES, INC. CONSULTING ENGINEERS 400 Columbia Street, Suite 240 Vancouver, Washington 98660-3413 (360) 693-1621 (503) 289-2661 Fax: (360) 696-1572 7 Y? C).A F. CT ( yC 1 ()7. 1 011 P(.v v , be. /41- 1) i.) 1 T /OA/ 4-c r rr )M4/ To / -ttLcOw� / p/� 442 tiv v.r i L4.ys -o 8�E. f� c? Y i [J E �-o w !._ y f! E.:tx.€ ! 0 N `�/ PROJECT . r..,"1 T I c /'i' Pk.Yt. C) J g f! ,F/oA1 „` '/AV CLIENt KRAIVIERCONSULTING ENGINEERS—STRUCTURAUCIVIL DATE DESIGN G E H L E N 400 Columbia St. 360 1 693 1621 eye,. s,z P 7 10 Suite 240 503/289-2661 PROJECT NO. SHEET ASSOCIATES Vancouver,WA Fax:360/696-1572 rr 98660-3413 www.kga.cc !1 f a 9/C cl) — --z.- ....._... ..._....--... .,..---• (0 4,. 6 II II II 3 I, 1 „..•XI Ii 3 . II I II 1 11 wie..xt..c. 1 e 1_17 ------------- — 1 =— -1— - 0 , rt--) -r )\--Ite jet:: FEGA PROJECT CLIENT 6 t. KRAMERCONSULTING ENGINEERS-STRUCTURAUCIVIL DATE DESIGN GEHLEN 400 Columbia St. 360/893-1821 Suite 240 503/289-2661 Ste 6/i Z. ii"j" PROJECT NO. SHEET Vancouver,WA Fax:360/696-1572 ASSOCIATES 98660•3413 www.kga.cc f 1 0 1 6.-. t/1 F-I 1 1/4,7 (L E. se" epo rtr RLIZ. c.nc) (74P) 1 IX -f&//2.) I.S? t tsy(tc/Z) = t6spi-f ,f 7'-- "ccisit) �;- ,Y,-"if € oot 1(.iO\l '- L ,z 24- (14,s Iz) = Coo& ? (—C ToTwc IX:: 863 + (075 + CO 61;.• 1<00Z. u w it ss E Ito an( Fort fri CDC) i S°T 1) Prot-0m /'s r'/ S, to 084 4F r � V (IS W PROJECT f .r'.r 7 `6 � � rl G e- s CL eloo .r CLIENT ,i,r7-p 3r1S. KRANIER CONSULTING ENGINEERS—STRUCTURAUCIVIL j �q� DATE DESIGN Li E H L E N 400 Columbia St. Suite 240 360/683- 621 503/289-22681 e e a)!I Z- V-.n? PROJECT NO. SHEET Fax:360/696-1572 ASSOCIATES V98c6o ,3 WA www.kga.cc (` ■V(4 `^ r Project: pa9e Rick Jones Location: B-1 Kramer Gehlen&Associates, Inc. Multi-Loaded Multi-Span Beam �+r 400 Columbia Street Suite 240 of [2009 International Building Code(AISC 13th Ed ASD)) �„�,+'�' Vancouver,Washington 98660 A992-50 W12x40 x 25.0 FT(7+18) Section Adequate By:5.6% StruCalc Version 8.0.112.0 8/29/2012 3:29:09 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Left, Center Live Load -0.02 IN L/4037 0.18 IN L/1213 Dead Load -0.03 in 0.28 in • Total Load -0.05 IN U1824 0.46 IN U468 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 3805 lb 21774 lb 8627 lb Dead Load -1769 lb 36172 lb 14147 lb Total Load 2036 lb 57945 lb 22774 lb Uplift(1.5 F.S) -6638 lb 0 lb 0 lb Bearing Length 1.02 in 1.02 in 1.02 in REAM DATA Leif Cen er 7ft left -- - - Span Length 7 ft 18 ft Unbraced Length-Top 4 ft 4 ft Unbraced Length-Bottom 7 ft 18 ft STEEL PROPERTIES UNIFORM LOADS Left Center Uniform Live Load 1169 plf 1169 plf W12x40 A992-50 Uniform Dead Load 1902 plf 1902 plf Properties: Beam Self Weight 40 plf 40 plf Yield Stress: Fy= 50 ksi Total Uniform Load 3111 plf 3111 plf Modulus of Elasticity: E= 29000 ksi Depth: d= 11.9 in Web Thickness: tw= 0.3 in Flange Width: bf= 8.01 in - Flange Thickness: tf= 0.52 in Distance to Web Toe of Fillet: k= 1.02 in Moment of Inertia About X-X Axis: Ix= 307 in4 Section Modulus About X-X Axis: Sx= 51.5 in3 Plastic Section Modulus About X-X Axis: Zx= 57 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 7.78 Allowable Flange Buckling Ratio: AFBR= 9.15 Web Buckling Ratio: WBR= 33.42 Allowable Web Buckling Ratio: AWBR= 90.55 Controlling Unbraced Length Lb= 18 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 6.85 ft for Eqn.F2-2: Lr= 21.12 ft Nominal Flexural Strength w/safety factor: Mn= 101389 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: h/tw= 33.42 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 70210 lb Controlling Moment: -96052 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 • Controlling Shear: 33335 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia(deflection): 157.44 in4 307 in4 Moment: -96052 ft-lb 101389 ft-lb Shear: 33335 lb 70210 lb Project: Page Rick Jones Location: B-1 g Kramer Gehlen&Associates, Inc. Multi-Loaded Multi-Span Beam �, 400 Columbia Street Suite 240 [2009 International Building Code(AISC 13th Ed ASD)] ` jy,iy'" Vancouver,Washington 98660 °f A992-50 W12x40 x 25.0 FT(7+ 18) Section Adequate By:20.9% StruCalc Version 8.0.112.0 8/29/2012 3:27:24 PM Controlling Factor: Deflection DEFLECTIONS LOADING DIAGRAM ref Cen er Live Load -0.39 IN 2L/436 0.31 IN U697 Dead Load -0.14 in 0.33 in Total Load -0.53 IN 2U320 0.64 IN U338 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A g Live Load 20295 lb 10521 lb Dead Load 33715 lb 14835 lb Total Load 54010 lb 25356 lb Bearing Length 1.02 in 1.02 in BEAM DATA Left Center Span Length 7 ft 18 ft �n ---tau- --- Unbraced Length-Top 4 ft 4 ft Unbraced Length-Bottom 7 ft 18 ft STEEL PROPERTIES UNIFORM LOADS Left Center W12x40-A992-50 Uniform Live Load 1169 plf 1169 plf Properties: Uniform Dead Load 1902 plf 1902 plf Yield Stress: Fy= 50 ksi Beam Self Weight 40 plf 40 plf Modulus of Elasticity: E= 29000 ksi Total Uniform Load 3111 plf 3111 plf Depth d= 11.9 in Web Thickness: tw= 0.3 in Flange Width: bf= 8.01 in Flange Thickness: tf= 0.52 in . Distance to Web Toe of Fillet: k= 1.02 in Moment of Inertia About X-X Axis: Ix= 307 in4 Section Modulus About X-X Axis: Sx= 51.5 in3 Plastic Section Modulus About X-X Axis: Zx= 57 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 7.78 Allowable Flange Buckling Ratio: AFBR= 9.15 Web Buckling Ratio: WBR= 33.42 Allowable Web Buckling Ratio: AWBR= 90.55 Controlling Unbraced Length: Lb= 18 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 6.85 ft for Eqn. F2-2: Lr= 21.12 ft Nominal Flexural Strength w/safety factor: Mn= 101389 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: hltw= 33.42 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 70210 lb Controlling Moment: -76219 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 32233 lb • At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rea'd Provided Moment of Inertia(deflection): 253.87 in4 307 in4 Moment: -76219 ft-lb 101389 ft-lb Shear: 32233 lb 70210 lb 1\11 E z ; eeolt_ r o c N 71 Ev E Li-)61 A ss /NG Tic.x) J4- (II S Li4 ACTION DC. z-- E /1z-)(1S-0) -t- IS-1 ( 15 — 17 ZS.•pl 1414Y 7- 112S-pi-C —..00111/11111111111.111■ 11111111=11111111111 PROJECT F te.1 ic; 141-c_D e i C fk27 CLIENT KRAMER CONSULTING ENGINEERS—STRUCTURAUCIVIL DATE DESIGN 400 Columbia St. 360/693-1621 el?(3) Z-- G E H L E N Suite 240 503/289-2661 PROJECT NO. SHEET Fax:360/696-1572 ASSOCIATES 9Va8n6c600u3v47,3WA II 61G' (-S • www.kga.cc Da ge Project: Rick Jones Location:B-2 Kramer Gehlen&Associates, Inc. Multi-Loaded Multi-Span Beam 400 Columbia Street Suite 240 or [2009 International Building Code(AISC 13th Ed ASD)] Vancouver,Washington 98660 A992-50 W 12x22 x 15.0 FT Section Adequate By:26.5% StruCalc Version 8.0.112.0 8/28/2012 6:13:51 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.18 IN U993 Dead Load 0.28 in Total Load 0.46 IN L/387 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A R Live Load 4219 lb 4219 lb Dead Load 6634 lb 6634 lb Total Load 10853 lb 10853 lb Bearing Length 0.73 in 0.73 in BEAM DATA Cen er Span Length 15 ft istt Unbraced Length-Top 4 ft Unbraced Length-Bottom 15 ft STEEL PROPERTIES W12x22-A992-50 UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Properties: Beam Self Weight 22 plf Yield Stress: Fy= 50 ksi Modulus of Elasticity: E= 29000 ksi Total Uniform Load 22 plf Depth: d= 12.3 in TRAPEZOIDAL LOADS-CENTER SPAN Web Thickness: tw= 0.26 in Load Number One Two Flange Width: bf= 4.03 in Left Live Load 0 plf 1125 plf Flange Thickness: tf= 0.43 in Left Dead Load 0 plf 1725 plf Distance to Web Toe of Fillet: k= 0.73 in Right Live Load 1125 plf 0 plf Moment of Inertia About X-X Axis: lx= 156 in4 Right Dead Load 1725 plf 0 plf Section Modulus About X-X Axis: Sx= 25.4 in3 Load Start 0 ft 7.5 ft Plastic Section Modulus About X-X Axis: Zx= 29.3 in3 Load End 7.5 ft 15 ft Design Properties per AISC 13th Edition Steel Manual: Load Length 7.5 ft 7.5 ft Flange Buckling Ratio: FBR= 4.74 Allowable Flange Buckling Ratio: AFBR= 9.15 Web Buckling Ratio: WBR= 41.73 Allowable Web Buckling Ratio: AWBR= 90.55 Controlling Unbraced Length: Lb= 4 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 3 ft for Eqn. F2-2: Lr= 9.13 ft Nominal Flexural Strength w/safety factor: Mn= 68399 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: h/tw= 41.73 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 63960 lb Controlling Moment: 54056 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 10853 lb • At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s . Comparisons with required sections: Reo'd Provided Moment of Inertia(deflection): 96.63 in4 156 in4 Moment: 54056 ft-lb 68399 ft-lb Shear: 10853 lb 63960 lb M t A FUVNDW ftON bISrGN Cot. rYCe 1") X L.0G = 5E3 +- 11 = C>, SK fgLLoct) ScatL p sS : W C)ps4. Gtsfii CAL o" So. x it rTC-t \ /t 0G to ( o rr COL Fr"L-, CzD /\ /a x 1_/X) = Z s-1(- 214_44. D F -r , ZSZ _ 3, s Use_ 4'-o SC1N I '—O FTCam_ PROJECT r� 777 f C itt et) Al if_ cc, /L.-ref e r7-65 Kgh CLIENT T-/r ") C. I 0 KRAM E R CONSULTING ENGINEERS-STRUCTURAUCIVIL mbia St. DATE DESIGN 400 Columbia 360/693-1621 ell 9/1 (�C rJ G E H L E N Suite 240 503/289.2661 PROJECT NO. SHEET Vancouver,WA Fax:360/696-1572 ASSOCIATES 88660-3413 www.kga,cc /I "- Oa, (7 '" r) • . cop PROF V/ 'i'('4/ /4-, &, i , , .., . . t-;:,, . ... , ,r , ,,,,...4,,, „ : q 1 0 A'7 C. GEN�'3o Ava. IZ, --..I EX IRE3:6-30-20 I'' ---11././Y\11 . I. -- - . .. .! . :1 • 0 • t ___.1. ./ , • , / ., . _ / . , / / , ,.; / ;:, ii r e 1 i. f ,•-• i /' I f i'----1. .- - . .- {'J .WIZ-) G -- - :_6X �,-f I ,,r �1 l + _:°f t4 N RE MI VV M6 / �j I I - v4ALt- 561-QV.' 1"/* .,i ",-\: i, " :�I / --- /�I i l _IM� / S R-ZZ nip il. •AKI7,4 / SR qiiiW, I rl K6-M0V - Ir.laL,I. / r - _.2EMOVE- e>)S'r 1 - - -_.D.vEr/-HAIJCY -1 _ 1 \__-N WIN z--$ 4O _NeH. I�tsS4x4x ! = - �A t r.i, f 3 I L I,".4.)(4.,0 I! I," k_E-ta. - ,.€M Vv.• = & 1/ / 7-#Fx..` .I L Et-DCJ • _-5 '- Cat! g,. .T.. " CST _. ---Nt.("1 I-15S 4.x 4x "43 WV 47- 1"17--0 It Mr -_KCf .Fr4.k S I_4 I G I�__ _ -- _ . . . - -- - - . - DoT ),(3,1„._ 11_00 PROJECT F ('/I 1 cr 2D E.X.1 ci- H e E d- I`.-€ I N lova,I-, CLIENT 1,./1 KRAIIII E R CONSULTING ENGINEERS-STRUCTURAL/CIVIL 400 Columbia St. 380/893-1621 �/Z DATE �/I� DESIGN G E H L E N SuIIO 240 503/289-2861 ..J, I 0 PROJECT NO. SHEET Vancouver,WA Fax:360/696-1572 • `�I! �`�I ASSOCIATES w I I -v SOCIATES 98660-3413 w w.kge.cc v I Wso .,EicD PROF 'C•5 GIN s,.,, i� /I/I as al/ / / %A '�Ca v"C. GENE ,3o Aim t i EXPIRES:6-30-20 1'5 I - EXIT COW_ Kt b.L t. + 5L4a N e•w V. It 40 P1/41/Si NIKON] 4i • 1 I`f Ii.N P D A NNCI.4Gk� l\1\ �'- I l tl C4�-� 9_�+ , ��� _ J- 4 A F F _31 S"(I FF � EO � , S, v I p M,6. N%S, �I -t1 \ I kJ/ 3- .44" 0 10 o -�� I I� NEW W IZXz . � Q� I I � cc)pC a�� rtE& oL m I �q- I I"�I`-- H 5s 4-1c 4 }c � 0 }. Kok al-- IO Ki/ 4 -Y4-'10 MGM INSIDE FP,c Or. It-,14.1,1, PROJECT r M .11 CY A R.L) 1,-16 V-I M 6j G R r31.4 „0 i r-, CLIENT N. I c 1 ,: . L c C Imo' KRAMER DATE DESIGN CONSULTING ENGINEERS liE H L E N 400 Columbia St 380/899.1821 631zy/I z I.� I 0 Suite 240 503/289-2661 PROJECT NO. SHEET ASSOCIATES Vancouver,WA Fax:360/696-1572 ('I:_6 ISO �-Z 7 98660-3413 www.kga.cc �,cOPR;pq itr / - ; lli 1 l' A 7 it , . , (,. :Jr / yC . GO 3o Aua iZ • Exisf SL>4(3 -'re) EXPIRES: 6-30-20 ' R M A I N f � r Ay / IA —' ( 10 � COPE, PAM AS P-6d() NeN w 12kZ. I FOIE. AAN6-L E (N/SI1 Psoki I C 1 344 0TIT�N ` .'„ H D A I.1 C ud2. -- --'--I C 3 64"9/9 CC)N C yl A I� I 4# °'' REMOVE. Exls-r co II C I-I A I.r. I AF�, � � � M �`�--- VGI-k4 � 3�8 kZI_31I I NST4rL. LED ----� Nf 3- `�.( MPSC HVlc XSn .-r-II EN U R ,N. NAei-IUQS or I'? M I ' I e"U.C. d- = - 344.145 I'll,6, IO • I PROJECT N r 1.4-1 F3 I-/ e. YI ,C. e z hol ,I-, CLIENT N .1 L 1 c1 KRAMER CONSULTING ENGINEERS—STRUCTURAUCIVIL DATE DESIGN ..) 0 Li E H L E N 400 Columbia St. 360/693-1621 503/289-2661 13/0 IL rZ Suite 240 PROJECT NO. SHEET Vancouver,WA Fax:360/696-1572 F. ASSOCIATES 98660-3413 www.kga.cc Ft f(Ii S a-Z 3 41 of col. F-r6r- �1 i/ - . I N 64.4 coo L FirE-r •f— 5 1 1 N S+ALL'D ,„.fi:i'ia e.v•t% 4..144,;,,,, ex 1ST I I I •� / ' s -,6.6 `;;�� aw A t I / 3o Auk�7, ________._A . SAXisi fr t - o—F 7 Cr EXPIRES:&30-20 - A _ _ II xd�_ IOI II, - II , I J ! 10 • 2& > I27V L�J 6 ® © ' 3 MUM , i /CORRIDOR e'i A P : N �y ^�( 150 -■ ©© :•I W/VENr,ii'. L.4 ® 19 101 I �`,�, 8,6 1 „ ' /TYP r.k1 ;l' --.�•_ © .a s :o■ , •SEAFvs. -z..._ _ — -7 - -- PREP iz - M _ ---- - 1 F B• I ®i i \ 0 _ 21 10 i, -- �. * Nun \171 OMEAT/SEAFOOD PREP FLOOR PLAN SCALE: 1/8"=V-0" . i iUJ ` BSM#2 j w5 • I ( 10'-0' ) III �ii1 i CORRIDOR, 1 :• f' SEAFOOD -MATCH(E� COOLER l' .,... .,. .... I I�' " iiiL. 69,.i v �i.sirar , -, ii 1 - 1,_ . tEMID ' I I/ 210 © m I 21 B.O.F.AT I, A1.41/ 8'-O � �I B.O.F.AT v 29.-8" 8'-0" 2 MEAT/SEAFOOD PREP RCP SCALE: 1/8"=1-0" •-0" .ea NO P"no Nc tlOOU wn1 yWregotl c• a.., „wby�Oy rxx wMOU permis O inwpq* MW�n G2Adbwre 11-0029-01 M U LVA N N Y 1_G TIGARD#375 PM:ROB FAGLIAN 11565 SW PACIFIC HIGHWAY TIGARD.OR 97223 �•3p•12 1&2/A4.1-5 ME 601 SW SECOND Ave SUITE lzoo MEAT/SEAFOOD PREP FLOOR PLANS A-S K-1 8 PORTLAND.OR I 97204 PR#013 1 503 223 8090 I f 503 223 8381 . , a 10 /1T5 2 18 88 6 YPI 48111111 r CORRIDOR ®,TMP L ea _ R 150 34 4b ..- uI EAT 10� 9 ®© : "1 / o 61 19 4M1 19 10 Eo .1 7" 8' 6" o . 0 TYP I C•: P- . II/ �� © ♦�— X40. -- – 19 (DI) 10 ® F1 d ' 0—i 9 M0■ .M : L• SEAF•i. , k_— - �— wpm minim \ N.1 I ® B ■ PROP p ® ® I \/ 10/, M p,rz/ 'l` ®A 17 r g i- MEAT/SEAFOOD PREP FLOOR PLAN 1 SCALE: 1/8"=1'-0" 10 .::.L . .,• 188 (I 101-0" � /\ . _ ■ R 1 MEAT \/ CORRIDOR `. , — PREP 150 }. , AC-003, �„ 7 171 1.15112 SEAFOOD :l ATC H. ': COOLER - At i . '.-1,, a a P lur . : iiaii . 1 Miti . Efillt —140 8 21 © 18 f 21 B.O.F.AT A1.41) 8-0" /B.O.F. AT { 29'-8" 8'-0" MEAT/SEAFOOD PREP RCP 2 SCALE 1/8"=1'-0" ©MulvannyG2 Architecture: All rights reserved.No part of this document may be reproduced in any form or by any means without permission in writing from MuNannyG2 Architecture. Fred tr 11-0029-01 TIGARD #375 PM: ROB FAGLIAN �� 8.30.12 11565 SW PACIFIC HIGHWAY TIGARD,OR 97223 601 SW SECOND AVE I SUITE 1200 A 1 &2/A4.1-5 MEAT/SEAFOOD PREP FLOOR PLANS A—S K-1 8 PORTLAND,OR 1 97204 t 503.223.8030 I f 503.223.8381 PR#013 I RECEIVED COMPUTERIZED • STRUCTURAL MAY 31 2012 DESIGN, S.C. CITY OFTIGARD I =I BUILDING DIVISION CONSULTING ENGINEERS 8989 N. Port Washington Road-Milwaukee,WI 53217-1633 Telephone(414)351-5588 FAX(414)351-4617 SEISMIC/WIND STRUCTURAL CALCULATIONS FRED MEYER STORE # 375 SKYLIGHT CURB Portland, OR Prepared For AES INDUSTRIES, INC 1:30P20( -02:)-215-7 Tallassee, AL City of Tigard Ap• roved Plans By 469 Date 6(l (17— Pages SI - S3and1to10 ( 5( �&) Rc 19 ` OFFICE COPY Date May 28, 2012 CSD Project Number J120353MAM sokU C ruite __its()PRop,�e v*g� oNOINEF4 S� W 84558 0i C • �►JJ •lWL��1 OREGON \ �9ydfOuD1 tMO 1 P • (EXPIRES\'%.+%`f 1.&t1, 52 ARC-3 / 5060 SKYLIGHT moSTRIES.Qom, 4 i:-----7.7i7 8 -*--16--.-�3 ---r----: 1 ,. T 628 598 _ � \ F 24" 1 16 T " IL2X2 NAILER li F.- Xy 2.5„ 3/16 SECURITY GRID 16 QTY: . 18 GA LINER WITH INSULATION CHANNEL TAG: 3-a %f 3W DENSITY INSULATION FEATURES: - 14 GA GALVANIZED STEEL CONSTRUCTION - 18 GA GALVANIZED LINER - 1 1/2" THICK 3Ib DENSITY FIBERGLASS INSULATION LEAD TIME QUOTED BEGINS AFTER APPROVED - FULL HEIGHT MITERED AND WELDED CORNERS COPY OF THIS DRAWING IS RECEIVED BY AES - FACTORY INSTALLED 3/16" SECURITY GRID ® 6"OC - 16" HEIGHT APPROVED: - FACTORY PAINTED INTERIOR AND GRID (EGGSHELL WHITE) DATE: - 2X2 NAILER - GRID WELDED TO FRAME 2.5" BELOW WOODNAILER AES ORDER NO: JOB: KROGER FILENAME: KROGER_5060_16H LOCATION: DRAWN BY: JOE DATE: 9/08/08 COMPUTERIZED .. ......, DESIGN, C. •C;i:t VI KR(' l 6" f . S. Project .1: 1=2 01 c\031 te4ERS PA m tA f CONSUL/WI ENGE Job No. A By '.. 8989 N.Post Washint ton Rd. . . , .. f., Miwaokoe,WI 5321 -1633 . . S- It- 0 c'.1 SS __4 414-381-5688 FAX 014-351-4617 . ;Date Page-_,..of_ ,.- !. / . p. k I . t I . 1 It11. 1; : t ) : , , . . i . • t . I 1 • 1 . •• , ,, N k-Vii,'4 A bk.i. - iritA.. .RiO IA fk 9 • . i -—1-- -- • ---", - - ' '— --- 'Pk tt\A i.1. . 114----ZZAtt . -11,0 .:11-A 1-I f • 1 , ) , 1 . . . . i . . . ! 1 . . 1 . . . i . . . .01si-- bv\-4 vs)6.k .,,f 14.11,t, ! i .. 3 1 3 , 6'1 p 4 F , 6 - o"• ,. - i . i. , . . , • . . , , , . . .• . , , , , ---i i , 4 . , . . 4 . , . # kVA \lbtas, ctv \oat It i 0 v■ ce b p i . 1 1 .. f. *1.t... ......*9„....4ty","\l1 s•Na__i\C 4 1 4 \AK' \C• t*A V JA0 0 C C.)4-'AQ . , i j 1 1 1 S 1 i 1 ; i n I 1 4-11 KR, i 1 . , I ; 1 I , • ! • 1 i 1 1 I t / 1 Vi, 44.0k• i ; 1 ; / . i I , ) I I I I I t , I -------- I i I CI i I 1 i I 4 I i 1 i 1 ,I i MO1' 1 1 i I 1 1 I I I Cif,t•y.. I 4i H..........................____..1........._....- 1 I 1 f 1 I I I 1 I i 1 i I I i i i COMU PERZ STRUCTURAL E D Fred Meyer Store#375 Skylight Curb DESIGN,S.C. Project _._ __ .NS ff6qC Job No. J120353MAM By MM 8989 N Port Washington Rd MFNaukee.WI 53217-1633 Date 5/28!2012 Page t of 414351-5588 FAX 414-351-4617 __---—- --_-- CHECK CURB & ATTACHMENT TO STRUCTURE FOR SEISMIC AND WIND LOADING 1 Seismic Loading The project is located in Portland, OR with Zip Code 97224. The applicable code is the International Building Code. Use IBC 2006 along with ASCE7-05. See Page 2 for the Seismic S•ectral Parameters. SMS= 1.1 g Sos=2/3* SMS= 0.73333 g ASCE 7-05 Eqn. 11.4-3 Component Importance Factor IP= 1.0 per ASCE 7-05 Section 13.1.3 ffTU&Curb --- Based on ASCE 7-05 Section 13.3 s, Seismic Coefficients for Mechanical and Electrical Comments Typej - I Roof-mounted chimneys,stacks,cooling and electrical towers laterally braced below their center of mass. N L __ T —...._ ..__....... .._......._.. e I aP= 2.5 per ASCE 7-05 Table 13.6-1 i Rp- 3 per ASCE 7-05 Table 13.6-1 ; i —. h= 50.0 ft ' z= 50.0 ft 0.4 •,, .(I + 2 Z) FP= Rr, h = 0.733 Wp ASCE 7-05 Eqn. 13.3-1 <--Controls (--) FP min. = 0.3 •SD, - ip -wp = 0.220 WP ASCE 7-05 Eqn. 13.3-3 FP max. = 1.6 •SA, •/p -wP = 1.173 WP ASCE 7-05 Eqn. 13.3-2 Use Fp= 0.733 Wp 2. Conterminous 48 States 2009 International Building Code Zip Code = 97224 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.918 (Ss) 1.0 0.333 (S1) Period Maximum Sa (sec) (g) 0.2 0.944 (Ss) 1.0 0.338 (S1) Period Minimum Sa (sec) (g) 0.2 0.895 (Ss) 1.0 0.330 (S1) Conterminous 48 States 2009 International Building Code Zip Code = 97224 Spectral Response Accelerations SMs and SM1 SMs - Fax Ss and SM1 = FvxS1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.040 (SMs, Fa = 1.133) 1.0 0.578 (SM1, Fv = 1.733) Period Maximum Sa (sec) (g) 0.2 1.060 (SMs, Fa = 1.122) 1.0 0.583 (SM1, Fv = 1.723) Period Minimum Sa (sec) (g) 2Z, 0.2 1.022 (SMs, Fa = 1.142) 1.0 0.575 (SM1, Fv = 1.739) Conterminous 48 States 2009 International Building Code • • Zip Code = 97224 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.693 (SDs) 1.0 0.385 (SD1) Period Maximum Sa (sec) (g) 0.2 0.706 (SDs) 1.0 0.389 (SD1) Period Minimum Sa (sec) (g) 0.2 0.682 (SDs) 1.0 0.383 (SD1) • COMPUTERIZED `. STRUCTURAL Fred Meyer Store#375 Skylight Curb DESIGN,S.C. Project ClYnLULnwG EtGNLEaO Job No. J120353MAM By MM 64AA N Port Washington Rd 5/28/2012 Milwaukee,WI 53217-1633 Date Page of 414-351-5588 FAX 414-351-4517 Wind Loading „ V= 130 7mph ASCE 7-05 Figure 6-1 Hurricane Prone Region: No Structure Type: Chimneys,Tanks,and Similar Structures-Square kd = 0.90 ASCE 7-05 Table 6-4 Occupancy Category: II I ASCE 7-05 Table 1-1 Importance Factor, I = 1.00 ASCE 7-05 Table 6-1 Building Exposure: C ASCE 7-05 Section 6.5.6.3 Height Above ground level, z= 50.0 ft kZ= 1.09 ASCE 7-05 Table 6-3 kz,= 1.0 ASCE 7-05 Section 6.5.7 G = 0.85 ASCE 7-05 Section 6.5.8 Building Enclosure: Enclosed GCP;= ± 0.18 ASCE 7-05 Figure 6-5 CP= 0.90 ASCE 7-05 Figure 6-6 Height(RTU + Curb)/Width = 1.0 C,oN)= 1.30 ASCE 7-05 Figure 6-21 Height(RTU + Curb)/Length = 0.3 C1(L.)= 1.30 ASCE 7-05 Figure 6-21 qh= 0.00256 -K, -K , -Ka •V 2 •I = 42.44 psf ASCE 7-05 Eqn. 6-15 Horizontal Load on RTU &Curb F 1 to Width = q h • G • C flw I • A f = 46.90 psf• Af ASCE 7-05 Eqn. 6-28 F I to Length = q h • G • C no • A j = 46.90 psf- Af ASCE 7-05 Eqn. 6-28 ASCE 7-05 Section 6.5.15.1 Factor = 1.9 ■ Wind Load: F I to Width = F I to Width " Factor = 89.11 psf• Af Wind Load: F J to Length = F I to Length* Factor = 89.11 psf• Af Roof Uplift Load qn=qi= q2 : 42.44 psf p= q h •G -C p—q,-GC p, _ 40.11 psf• Af ASCE 7-05 Eqn. 6-17 COMPUTERI S , TRUCTUR,��ZED Kroger ARC3 5060 16in Skylight Curb DESIGN,S.C. .b■« Project Ga , �,.�. Job No. J090337MAM By MM 6965 N.Port WasNngtnn Rd , 5�t Zl2009 waukee,WI 532 1 7-1633 Date Page 1 , of 414-351.5566 FAX 414-3514517 -I UNIT ID/TAG: Skylight Curb 1 Curb Analysis Check curbs self-weight under seismic/wind loading: Check flexure between top and bottom of curb. Continuous support is to be provided. t= 0.0713 in h= 14.5 in Fy= 33 ksi 4= 0.9 Seismic Wp= 2.911 plf/ft Fp= 0.316 plf/ft Wind Fp= 89.11 plf/ft x 1.6(Load Factor)= 142.57 plf/ft <--Controls Use FP= 142.57 plf/ft F P h2 Mu= 12 8 = 312.2 in-lb/ft 12 • t 2 r 2= 4 = 0.015 in2 /ft 4Mn(k-in)= 6 b • Fy • Z = 453.0 in-lb/ft OK J ==>Curbs are adequate for seismic/wind loading. 1 1 See Page .S and 6 for curb profile and section properties. loa o 8 _ 1 04 k , kQ If.1kj- 6 F9, C-Ji■,rj (.14.3.1 . 5 CFS Version 4.12 Page 1 Section: Section 1.sct Zee 14.5x1.5x1-14 Gage Rev. Date: 5/12/2009 11:53:06 AM r _.4._____ • (t) r J� Section Inputs 6 CFS Version 4.12 Page 2 Section: Section 1.sct Zee 14.5x1.5x1-14 Gage i Rev. Date:5/12/2009 11:53:06 AM J Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in^4 Stiffened Zee, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 3.000 0.000 0.13600 Single 0.000 0.000 1.500 2 14.500 90.000 0.13600 Zee 0.000 0.000 7.250 3 1.500 0.000 0.13600 Single 0.000 0.000 0.750 4 1.000 -90.000 0.13600 None 0.000 0.000 0.500 Full Section Properties Area 1.3950 in^2 Wt. 0.0047430 k/ft Width 19.565 in Ix 36.351 inA4 rx 5.1047 in Ixy 3.354 in/ 4 Sx(t) 4.8393 in^3 y(t) 7.5117 in a -5.342 deg ; Sx(b) 5.2017 in^3 y(b) 6.9883 in Height 14.5000 in . Iy 0.802 in^4 ry 0.7583 in Xo -0.0682 in Sy(1) 0.2807 in^3 x(1) 2.8569 in Yo -3.7064 in Sy(r) 0.5103 in^3 x(r) 1.5718 in jx -2.2025 in Width 4.4287 in jy 3.7666 in I1 36.665 in/4 rl 5.1267 in I2 0.488 in^4 r2 0.5917 in Ic 37.153 in^4 rc 5.1608 in Cw 25.712 in^6 Io 56.323 inA4 ro 6.3541 in J 0.0023639 inA4 Fully Braced Strength - 2001 AISI Specification - US (ASD) Compression Positive Moment Positive Moment Pao 10.030 k Maxo 76.290 k-in Mayo 5.548 k-in Ae 0.54708 in^2 Ixe 32.155 inA4 Iye 0.802 in^4 Sxe(t) 3.8608 in^3 Sye(1) 0.2807 in^3 Tension Sxe(b) 5.2102 in^3 Sye(r) 0.5103 in^3 Ta 27.566 k Negative Moment Negative Moment Maxo 59.058 k-in Mayo 1.636 k-in Shear Ixe 25.675 in^4 Iye 0.252 inA4 Vay 2.290 k Sxe(t) 4 .3448 in^3 Sye(1) 0.0828 in^3 Vax 3.422 k Sxe(b) 2.9887 in^3 Sye(r) 0.1813 inA3 . Stiffened Zee element 2 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. COMPUTERIZED ' = Stflikrt.inAt DESIGN,S.C. CONG ENGINEERS Project Sf.11*;-\)\-.‘t- C J A SULTIN Job No. .11.4r5t) By.2: 111‘11::1:11°\t:b: 8989 N.Port Washita('Rd. Milwaukee,WI 5321 ,-1633 e at .5- v).- 6 cl 414-351-5588 FAX 1114•351-4617 , , D Page i of • t . 1 . , 1 . \e- ,.. „:„... . _,...,.....f.\g4...., 4—■,...t six ii o.c%It.,‘ \-k _m_ 1.4.4 Yk ., . ; . . , . I , : . T i. • i . 1 , . . i r , , .. . . . t 4,.., - - • j . . . ; . 1 : I .• ) . . ■ 1 % • I , 211M111011111111111111111111' , t i t , . , :. . . , ,. i . • ; . . . • ,, .... : . . • ., . s Li' l : • '-. —-- • .._..........i..„.......... ...umn.....,....;_iln41.4\v..)., *- -,..: 6111) l' „ ' ‘.0\.il..‘11?1, ky.,.: ./ c.\. ....r-i I., G • . . . • cv, ., . ri . , ‘ . . ; , . . b ,try,4.4 : s f i - , f % . , i 1 / 14\et ':. Cs, .2i ‘°‘•1 •Oi k 0 1) 7 0.!10 t "" -\ / t.\.„ i t J i gi g 0 0, ) i 1 IkS14tAL. I tt (.1.4.."..\Ts ti.V.1 e... .: it. (-0,,,4o4 \,4g■ , . a 4 1 i t... iitt. &e: ,,., i ,t1, . i. Ail ck . ; , I ? I i , —..f _ — . " 4 i 1 10 i i . I i i :•, . , t 1 f 0 { 0 4 C.. Niel fN.,t 1 H I of 1:/4 sfit51.4..eC) 1 1 i ‘.• 1 1 ssz-ob F I - 1 i 6V-1, I i I ! j 1 : I , I I t nua.,......gm,.+P.M* .0.M.Milk MYR•■•■•••••••••■•■,•••......4•1110...illi Okapi......0.01,11 .10.•■■■• I i oa.............■,,ft....+a, ..,1 a...,...r......•■■•■•.,• •■•-at.... ,........../Wammay..6—H.,........................,,.....••••.. 1 i I I I 1 ! i i i C :COMPUTERIZED a TRC�cZITL. Project lcro���r h�tc Ib S�t-�`" `,\S c�r� ® DESIGN,S.C. �(1 0� (� -/� CONSULTING ENGINEERS Job No. J fl { 6 33 I M k f'� 1 By M 8989 N.Port Washi ton Rd. '1 R Milwaukee,WI 5321-1833 S- 1'L• t el 414-351-5588 FAX 414-351-4817 Date Page 8 . of f I . C.10.AI, (AI\A3 kktQ(.\„toNtw\. Al S\-fi `VJn L■-\1-1-10a\ tjtv\ 5`nsa( rtk-L-V,4v. . 9t1. q Qsf ,. 1. :..K Ct. 111 .1 1a, pp 1 t \)-1,. CL ;iA-u-.Z-o r� 5-,.N • AA W.`^ S�1',c ilI t . ill-t- tea 1 F'Q! 41■V f t � 11 1:1_'._--R4' ? I\'.--L ---- — V + ;f'-r - Ia._t_kirs s ti\\v■, 1,.. of S Lit.)S +al ok :.-. �tiu . 3∎'4, tioy r. 0. VI ___..__ ,._..._ .._........._r. .�.. .__..,_ 'IOWA • • ikstilsftrINTRIWORP Pullout Values for INTERCORP Self-Drilling Screws One Piece Metal SIZE POINT GAUGE(lbs.) 22 20 18 16 14 12 1/8 3/16 1/4 6-20 2 I49 277 462 571 855 1043 8-18 2 260 292 479 685 933 1533 10-16 2 267 360 534 763 1005 1606 10-16 3 261 293 487 690 941 1432 2017 12-14 3 283 333 537 737 1034 1585 2349 2911 12-24 4 484 679 959 1489 2371 3384 3732 12-24 5 475 672 951 1486 2269 3593 3882 14-14 3 287 339 595 856 1114 1805 2337 4416 4885 The complete line of INTERCORP Self-Drilling Screws meets or exceeds the applicable ASTM Standard C954 A510,(American Society of Testing Materials)for steel screws.Tested in accordance with F.I.P-1000.7 Shear Strength Values for INTERCORP Self-Drilling Screws Metal to Metal SIZE POINT GAUGE(lbs.) t 22-20 20-20 11-11 16-16 14-14 12-12 1/13-1B 3/16-3/16 1/4-1/4 6-20 2 8-18 2 546 721 1031 1049 10-16 2 574 808 1173 1233 10-16 3 709 1231 1497 1508 12-14 3 749 1320 1574 1914 1929 12-24 4 1989 1972 12-24 5 2622 2641 2682 14-14 3 905 1401 2040 2509 2573 2738 The complete line of INTERCORP Self-Drilling Screws meets or exceeds the applicable ASTM Standard C954 A510,(American Society of Testing Materials)for steel screws.Tested in accordance with F.I.P-1000.7 Copyright 2002 INTERCORP Division of U.S.Nitto Corporation.All rights reserved. http://www.intercorpusa.com/test.htm COMPUTERIZED tj i STRUCTURAL Kroger ARC3 5060 16in Skylight Curb DESIGN,S.C. 0.1..,1.0 P0.1..,1.0 POWERS Job No. J090337MAM By MM 8989 N.Port Weahinglon Rd. —.___.�_—_.__.__�.._.......�_ ._._,_,-,- MD.veukee.WI 53217-1833 Date 5112/2009 Page ,0 . 414-351-5588 FAX 414-351-4817 — - Df FILLET STRENGTH BASED ON AIS1 2007 'r -.1 t, Li tM t % W2 Length of weld, L in = 2.00 t, ` \ ® w,�t, w thickness Gage,t1 = 14 �!//���/////, tz I �� thickness, t1 (in)= 0.0713 Ftgure E2.41 RIiet Welds-Lap Joint Figure E2.4-2 Fillet Welds-T JoIrrt Fu (ksi)= 58 thickness Gage,t1 = 118 j A� /�// /// thickness, t1 (in)= 0.1250 //�/` /�0���" Fu (ksi)= 58 �•���kW Y Longitudinal Loading a.SheetTearPiet b. sheet i,Fillet t(in)= 0.0713 Lit= 28.1 ( O.O1L Fu(ksi)= 58 P =11—- l•L•t•Fu For L/t<25 (Eq. E2.4-1) Pn (k)= 6.203 (Eq. E2.4-2) ` t 4tv(LRFD)= 0.5 Dv(ASD)= 3.05 P =0.75•L•t•Fu For L/t_..25 (Eq. E2.4-2) 4Pn(k)= 3.102 Pn/0(k)= 2.034 Transverse Loading t(in)= 0.0713 Fu(ksi)= 58 Pn (k)= 8.271 (Eq. E2.4-3) P„ = t - L • Fu 1 •v(LRFD)= 0.65 Qv(ASD)= 2.35 +Pn(k)= 5.376 Pn/f2(k)= 3.519 Pn Max(if applicable) Fexx(ksi) = 70 w1 (in)= 0.1875 w2(in)= 0.1875 tw(in)= 0.1326 Pn (k)= 13.919 (Eq. E2.4-4) P„ =0.75•tw, •L-F� ¢v(LRFD)= 0.6 Dv(ASD)= 2.55 ¢Pn (k)= N/A Pn/fl(k)= N/A EACH COLUMN REQUIRES BRACING IN BOTH FRONT TO BACK & SIDE TO SIDE DIRECTIONS (BY INSTALLER). BRACING SHOWN IS FOR REFERENCE ONLY - CONSULT INSTALLATION INSTRUCTIONS. BRACING MUST RESIST ALL DYNAMIC OPERATIONAL LOADS. FOR REFERENCE, THE VERTICAL CONVEYOR AS SHOWN IMPOSES APPROXIMATELY 525# OF ' STATIC LATERAL LOAD AT 2ND FLOOR ELEVATION. 6'-6" X 4'-0"HG RECEIVED 4'-0" HIGH STUB �— ENCLOSURES ON WALL WALL BY OTHERS 3'-6" 3' MAY 31 2012 ■ • I CITY OF TIGARD "' BUILDING DIVISION . 4 1 I 4'-6" X 4'-4" 3'-7,. 8'-0" HIGH OPENING i1�1: CLEAR 4'-6" ON TO GATE WIDTH ENCLOSURE CARR. WIDTH 1 i ' - Pjl 2" • 3 -6" 3' SWING GATE P M l r � �� 6'-4" FLOOR 1OC�K EFT �� cy-A U P--�"I �� OPENING LENGTH � ES„�t�t�- IL - T "� 6'-6" X 8'-0 HG y of -rt}� ENCLOSURES BY PFLOW ,�:_g o e. Plans PLAN VIEW - 2ND FLOOR /C'• (( 1�� w� � Date -,- I. I' '5 -54.1 • r 1---- 6'-4" OFFICE COPY -I 5'-3" PIT LENGTH .\-"--,... I I �� f f ® �1 7'-0" HIGH 4'-4" 4'-O" 3'-1" I�I EXP. METAL , 3'-5" 3'-8" PIT & OA. OA. (3) SIDES CLEAR EFF. 4'-3" SHAFT CARR. BACK THRU CARR. GATE WIDTH WIDTH FRAME II DROP BAR ' GATE WIDTH WIDTH / i �1. & SNAP ® CHAIN j r �-SWING GATE WALL BY OTHERS LOCK LEFT AROUND LIFT PLAN VIEW - 1ST FLOOR 16" WIDE X 21" LONG X 27" HIGH . MOTOR/PUMP TO BE LOCATED WITHIN PFLOW WILL SUPPLY (4) REV DATE BY ECN 10'-0" OF LIFT AT 1ST FLOOR. WALL ATTACHMENT KITS REVISIONS ❑ APPROVED PFL INDUSTRIES, INC. (414) 352-9000 67272 0 North Teutonic Ave. (414) 352-9002 FAX ❑ APPROVED AS NOTED Milwaukee, WI 53209 info®pflow.com TITLE ❑ REVISE & RESUBMIT FRED MEYER 375 BY: TIGARD, OR. DATE SCALE DRAWING NUMBER SRT REV DATE: DRAWN 5/11/12 CHECKED N.T.S. J14863—GA or 1 AEB JB 2 LIFT BRACE SUPPORT TUBES BY OTHERS FOR \ LIFT BRACING P - 7'-7" 8'-0" CLEAR GATE THRU HEIGHT 18'-11" GATE TOP OF CARR. AT UPPER FLOOR I I 17'-84" B ACK FR AM E HEIGHT 1" CARR. I TO FLOOR 11'-6" , FLOOR i TO- : :- - :- - - - FLOOR • & APP X:: ::: :- - - -: - • - - • • '' •- • •-• •-- -:::: s :s::s : : 141 4 BRACE ■• - = CLEAR 7'-41 - ----------::::: TH R U ? • • .•t •---'- s-: CLEAR OA. :• -:-:-:_- : GATE FOR CARR. :::::::::::::::t=2:-::: - .1..:.:.-:-:-:-:=:===-:- HEIGHT • • •-•-•••-••--- GATE .••:::::::::•:-::::-: --- LOAD GATE 5'-6 = ' _ ? HEIGHT HEIGHT UPRIGHT =••••:•z•:•z-:-: • Aj 7/ff '',/). /' 4 " 1H 11 5" PIT DEPTH J j� � 4.-0"CARR. LENGTH CARRIAGE 4'-101" OA. THICKNESS �— CARR. LENGTH PFLOW WILL PROVIDE AN � _ 5'-1 " OA. ANGLE SHIPPED LOOSE FOR UNIT LENGTH FIELD WELDING TO TOP OF ' ❑ APPROVED CARRIAGE EXPANDED METAL 5'-3" PIT LENGTH ❑ APPROVED AS NOTED ' ❑ REVISE & RESUBMIT (414) 352-9000 (414) 352-9002 FAX BY: infoQpflow.com REV DATE BY ECN DRAWING NUMBER SHT REV DATE: J14863—GA OF 2 REVISIONS 2 A Electrical Overview Series D ELECTRICAL OVERVIEW PUSH BUTTON STATIONS. One station is nor- mally supplied for each level. ANSI/AME B20.1 NOTE code requires that they be remotely located so The following is a standard description they cannot be activated by someone standing of the electrical wiring of the VRC ONLY on the carriage. Each station has an UP, It DOES NOT include specifics on options DOWN, and EMERGENCY STOP button. available or ordered. A copy of the schematic can be found in a manila enve- The UP and DOWN switches are momentary lope in the parts crate. contact. This allows the operator to depress the button and let go. The EMERGENCY STOP All electrical devices are tied into the MAIN button is pushed to activate but will stay in and CONTROL PANEL. It contains a fused trans- must be pulled back out for the unit to operate. former which reduces the high voltage needed for the motor down to the voltage required to Required by NEC code, the MAIN DISCON- operate the control circuit, motor starter and NECT should be fused, lockable, and located push button stations. Overload heaters are pro- within line of sight of the control panel. (Not vided to protect the motor should excesive cur- supplied by Pflow.) rent draw cause overheating. The fixed timing relay is used to time the solenoid to lower the The MOTOR/PUMP unit has three electrical lift to the first level. components: a motor, a pressure switch, and an electrically actuated valve. The control panel and motor pump unit will be pre-mounted to a lisilftlimmilm . Vii; 3 stand that must be located within 15 feet of the IN I' ;,vi ;• unit. `'({ i 1, ©WARNING ,0 . j Q IJ IA : .. ' All gates or doors accessing the lift I i I� _Jll �!■, area must be electro-mechanically �; i 1si _I r ,/l, INTERLOCKED. This requires electri- 14 �;omi -`i " '� 1 I,!It,,, fll- cal contacts to prevent the lift from .—"'"—morn operating if a gate is open when the 'i 1 I carriage is at that level and mechani- 1 I I� :.;,,a cal locks to lock the gate until the I►A� , l fi.' ' carriage is at that landing. .11 L C �, Different types and styles of interlocks are sup- ._ l�,lit�4� , plied depending upon the type of gate and on- 2 A ( I site conditions. Standard styles incorporate i from one to four electrical components per gate. . k 4 •,;i ?r• PFL-1351-1 1. Main Control Panel 2. Pump/Motor.Unit 3. Second Level Push Button Station- 4. First Level Push Button Station •• 'Ow 070199-EIG B185-11 PFLOW INDUSTRIES GENERAL ARRANGEMENT IGA)DRAWING APPROVAL CHECKLIST DESIGNED TO ASSIST PFLOW'S REPRESENTATIVES WHEN APPROVING PFLOW'S GA DRAWING PACKAGE Meet at the site with the purchaser (end user) of the equipment. A site visit should be mandatory to verify site dimensions. While reviewing the approval package,ask your on-site contact to walk with you or meet with you after your review. Take pictures,make sketches,and confirm any concerns in writing to your customer. 1) Did you review the GA drawing(s)and VRC specification sheet(s)carefully for any discrepancies between the quote,your P.0.,and the Pflow submittals? YES NO 2) The GA drawing shows the overall width,length,and height of the lift,which you should think of as a"box"area in which the lift must fit. a) Did you locate a benchmark with your customer to ensure proper location of VRC? YES NO b) From this point,did you mark off the"box"area at each level? YES NO c) Did you carefully check all sides to ensure there are no obstructions that would protrude into the "box"area at each floor level as well as the area between floors? YES NO d) Do you have enough overhead clearance for the lift? YES NO 3) Did you check to make sure you have enough clearance at each floor level for the gates and enclosures,which are installed outside of the envelope for the lift? YES NO 4) All the dimensions of the overall sizes of the major components we will ship are available on the GA drawing. Can you move each major piece(e.g.,overall carriage W x L x H;one-piece column lengths,etc.)from the truck to the install area(through doors,hallways,or aisles,etc)? YES NO 5) If the unit is to be placed in a pit,do the existing pit dimensions match the dimensions shown on the Pflow GA drawing? YES NO a) Is the pit square? YES NO b) Is it plumb with upper floor edges? YES NO c) If there is no pit,will a ramp be necessary? YES NO 6) Will the gates be able to function freely in the space provided(e.g.,can they swing,lift,or slide without interference)? YES NO 7) Will all site construction required to install lift be complete,and will there be free access to the site? YES NO • 8) Is there a pick point available to support hoisting Pflow equipment during installation? YES NO 9) Can the building structure support reaction loads specified on GA drawing(s)and VRC spec sheet(s)? YES NO 10) Do you need to provide a fork truck or other equipment,or can you use the customer's? YES NO 11)Will additional bracing material be required to properly brace the unit? YES NO 12) If this is a shaftway application: a) Are the shaft walls plumb? YES NO b) Are the door openings centered where the lift carriage will be located? YES NO c) Are the shaft openings large enough to accommodate beams and carriage,or will they need to be spliced? YES NO d) Will the conduit for wiring run inside shaft walls(be sure it will not interfere with lift travel)? YES NO 13) If this is a through-floor application: a) Do the floor openings shown on the GA drawing match existing/planned site dimensions? YES NO b) Will the floor openings support and allow for bracing? YES NO c) Are the enclosures properly sized to fit around the hole? YES NO d) Is the hole in the floor properly aligned with the pit? YES NO 14) If this is a mezzanine application: a) Can the VRC be braced as shown on the GA drawing? YES NO b) Where/how will you brace the gates and enclosures? YES NO 15)Check onsite voltage near lift install area. Does it match voltage listed on VRC Specification Sheet? YES NO Pflow needs your signature on the GA drawing(s),VRC specification sheet(s),and any other documents submitted. Our contract is with your company,not your general contractor,end user, etc. Whether you are approving the drawing package without exception,approving with changes,or requesting the drawings be revised and resubmitted for approval, you need to check the box and execute the signature block on each separate sheet of paper. CONTACT THE FACTORY AT ANY TIME DURING OR AFTER YOUR SITE INSPECTION IF YOU HAVE ANY QUESTIONS OR CONCERNS REGARDING THE DRAWING APPROVAL PROCESS AND RESPONSIBILITIES. PFLOW INDUSTRIES,INC.,6720 N.Teutonia Ave.,Milwaukee,WI 53209 Phone(414)352-9000;Fax(414)352-9002;102904-R:DAT/DOC/SL/DANW/GA APPROVAL CHECKLIST 2 Pflow Industries, Inc. 6720 N.Teutonia Ave.,Milwaukee,WI 53209 VRC Specifications Job # 14863 FRED MEYER TIGARD, OR 375 • 5/11/2012 Page 1 —Specification Revision: 0 General Arrangement Drawing Revision: 0 Model: D Speed: 17 fpm Maximum Load: 1500 lbs. Deck: Smooth Plate Paint: Pflow Blue Ind. Enamel Power Unit: 3.0 HP, 208 VAC, 3 PH, 60 HZ, 9.5 F.L.A. Controls: 24 VAC, 2 Level, NEMA 12 Rated Momentary Contact PB Stations, NEMA 12 W/UL LABEL Rated UL Labeled Control Panel • Unloading of equipment at site NOT BY PFLOW • Mechanical erection NOT BY PFLOW • Safety enclosures BY PFLOW WHERE NOTED • Gates BY PFLOW • Interlocks BY PFLOW • Main power supplied prior to mech. erection within 10'-0"of lift motor&control panel NOT BY PFLOW • Disconnect supplied NOT BY PFLOW • Complete field wiring from main control panel to lift motor&control devices NOT BY PFLOW PLEASE NOTE THE FOLLOWING: 1. Gates, interlocks, & safety enclosures are mandatory per ANSI Standard B20.1 (Conveyors) & OSHA. The VRC is a freight conveyor to be used for the movement of material only. 2. The attached drawing is supplied for your approval. It represents the equipment, as it will be constructed. Site dimensions are for reference use only. Pflow Industries, Inc. cannot accept responsibility for their accuracy. Please verify that the equipment fits! 3. The frame supports 4200 lbs maximum static load and is anchored by (6) 1/2"diameter stud type anchors. 4. Gates and enclosures must be braced to the VRC or building structure by the installer. Use of structural angle suggested. Enclosures not shown in elevation view for clarity. 5. Each column requires bracing for stability in both front to back and side by side directions(by installer). Refer to installation manual. 6. Quick connect electrical cables for plug in connection to push button stations and gate interlocks. 7. Special licensing requirements for installation, service, and/or maintenance apply. An operation permit, inspection, & load test are required -not by Pflow. Permit must be received prior to start of installation. Load test with documentation is informally required every 60 months-not by Pflow. 8. Edge of carriage to landing threshold shall not be less than %" and shall not exceed 1 'h"- not by Pflow. Distance from edge of carriage to the inside of gate panel shall not exceed 5" -not by Pflow. ❑ APPROVED ❑ APPROVED AS NOTED _ (414) 352-9000 pnow ❑ REVISE & RESUBMIT (4f1.444052.-.9002 FAX BY: DRAWING NUN8ER SHT REV DATE: J14863-SS OF 2 0 Pflow Industries, Inc. 6720 N.Teutonia Ave.,Milwaukee,WI 53209 VRC Specifications Job # 14863 FRED MEYER TIGARD, OR 375 5/11/2012 Page 2—Specification Revision: 0 General Arrangement Drawing Revision: 0 9. Floor levels below the lowest level serviced by the lift shall be enclosed or made inaccessible—not by Pflow. 10. Enclosure panels or mezzanine backstop panels on open carriage ends must be within 1 '/" horizontally of the open carriage end(s), and for mezzanine application only, backstop panel must extend at least 2"below carriage deck—not by Pflow. 11. All equipment areas (e.g., control panel, power unit, etc.) shall be illuminated & have a GFI outlet per code- not by Pflow. 12. A code approved fused disconnect or lockable circuit breaker shall be mounted next to the control Panel - not by Pflow. 13. Mechanical installation shall be performed by a State licensed elevator contractor. Electrical installation shall be performed by a State licensed electrical engineer& meet NFPA 70 requirements and UL508a Industrial Control Standard. 14. If lift is to be installed in a public or tenant access facility, special provisions are required (e.g., enclosed machine rooms, carriage ceiling, keylock access, audio/video surveillance, lift operating agreement, etc) not by Pflow. 15. Hydraulic units require simulated hose burst test. 16. The carriage is designed to ship in 1-piece. See GA drawing for carriage dimensions& other major components to ensure they can be moved from the truck& into lift installation area. ❑ APPROVED ❑ APPROVED AS NOTED (414) 352-9000 ❑ REVISE & RESUBMIT PFIow info42,pFlDw.ao002 FAX BY: DRAIIING NUMBER S1T REV DATE: J14863-SS OF 2 0