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Plans ",'1'r P,A.YLESS DRUG STORES, II\IC. 161C.3 S.•w. 72ND AVE. • 24 070 SF POPE lei i Ca('11441 ..IMI 1.0 maN: Cak uuuaS Dull:WOKS -^mom ,ro��r�, rrr- y� '�i:ma': MIMI. :57 i' 1 :71.11. iir�..��-'��_ C�:"���..`:ter% II • {. .. . . L Ql .___._.- 1 gm, r. G� - �. 4, l , --,..== 7 ,7--—— ,_ 4 ,, ,, 1 ,, ¶ 1 r San: - -� . - .. ;IJ� �a: = i If 7 ! „..., T , Er CITY O TIGARD - IP> ...�3.11- -- -� i L'_ ; Approved � -J i? r o-Y l . r� ; Conditionally Approved [ ] Ei:� See Letter to:Follow [ ] co•���� "`T Permit N WZ 'f ® ., - New By: e':.�: Date. ' ' —........." . . Z I IF ��. _ ��3 -- 1 ,��. ._.D�.— -- i� approved plan: MIVf M D1uR6 10TEs. shalt be on Sob site. UILDING sPRIN<LERED - DRY STY STEW ..F_._ r... UILDING HAS NSULATION iLECTRIC SERVICE 277-480 VOLTS ENCORE BROKERS, INC. 'EIUNG NT. 20- UNDER BEAM OFFICE COPY JFFICkS A R CCNDITIONEC 16112 S.W. 72ND AVE . 10,000 SF ____ A . '�; Pte .:: /� :'p. • f:" 4 !!..- :: --� SCALE 1 3c) BUILDING #" 8 (PTR 4128'1 16100-12 SW 72ND AVE:. '� la - `- '»tea 0 1a 2a Sp► 40' 50' 60. PORTLAND, OR 97224 A. PA,CTAUSr PP1:I0PERTY 8/13/2012 ' SPECIFICATIONS REVISIONS p2: Added exterior ramp. RECEIVED Indoor freezer (-30 F) (with floor) p2: Change refrigeration to 460v/3 phase and prep. for shop NSF Foam Gasket (1/16" joint thickness), Cam-lock layout #12 ' WCND - Pin Housing �'o• M SPECIAL INSTRUCTIONS NSF LABEL N Meets 2009 Federal Energy Independence and Security Act Requirements. N.S.F. LISTED (STD #17) MAR 2 S 2 013 CC Standard crating N.S.F. GASKET rb ALL PANEL JOINTS v, 43/4 421M 47 47 47 47 43/4 ,^ m )_i 1 ) ) 1 co V I WALL PANELS W11 W12 W73 W14 W15 CITY OF TIGARD r+ Construction: 4^ high density urethane 3 3 Exterior Finish: 26 BUILDING QIVISIDN ^ y N ga. stucco galvalume N Interior Finish: 26 ga. stucco galvalume Ceiling connections: Cam-lock Floor connections: Cam-lock a 3 I. ,r 3 a CEILING PANELS 0 I Construction: 4" wood frame urethane ‘../ Cr) Exterior Finish: Metal - "" Interior Finish: 26 ga. stucco galvalume Ceiling Caps: Factory mounted Live Load: 10 psf Qo 3 a - FLOOR PANELS Model: Special (NSF) 1 E Construction: 4" high density urethane b - FREEZER -20 Degree Z O w/ .10" aluminum diamond tread 0 interior R Y O ix over 3/4" plywood O w/ Metal o exterior v 3 e w5 DOORS a w i (A]: 60" x 83" horizontal single sliding freezer door, 4" thick, manual Z }O Frame: 26 ga. stucco galvalume "' LL Z& Plug: 26 ga. stucco galvalume both sides 6 5 z g w/ plug heaters: (SL-4-172W] F- 1- (24' - 0" x 3.5 ohms 0 7.2 watts/ft + Pepi - 120V, 1.5A) ,. 1p 0 S 44" high .10" aluminum diamond tread both sides = w/ (1) ea. 14 ga. stainless steel, heated U ZO SPECIAL PANELS co" `,o g O 02: (1) Modularm 75LC temperature monitor w/ panic button Z LL w 11r (2) Kason 1832 heated air vent (115V, .2A, 23W) 5 (A) 2 z U a .n W4 W3 /-—=�V���z�( W2 WI �n N , I •--1 1� 1 ) N m Q m PARTS 43/4 1 38 1H8 • 1 60V 38 1/16 47 4 3/4 F, w (6) ea. 4' fluorescent low temp light fixture (Accepts F59T5H0 lamps. Lamps NOT included.) B4" g� BKG BC )- ? Y 111 ea. Low temp Chase Doors strip curtain for 60" x 78" net opening SPL SR- ZZ w/ 8" strips 0 25.00% overlap 93 m 90 (41) ea. Prefabricated floor seismic restraint system / D_ w Z R Simpson Titen or similar concrete screws 0 24"o/c 2 Z O 7, tg (11) ea. (2" x 2") x 96" x 26 ga. stucco galvalume Interior seismic tie-down 0 ceiling level WALL PANELS O o g (2) ea. 48" x 84 3/4" x 1/8" aluminum diamond tread wainscoting U < (1) ea. 48" deep, model *950ES exterior ramp for sliding door Q } -Z1 r �++ Includes an extra 16" landing (64" total depth) and is 12" wider than opening for sill =-I c Q y § 5 and stay rollers with non-skid strips 0 1 Z ¢ ar 8334 833/4 0 vi T LL W REFRIGERATION O J i m �1 5 y S, 6 (1) ea. System 91 - Outdoor R404a split system w/ mounted parts (-20°F holding temp.) Gi _ K (1) Heatcraft air cooled condensing unit #ICZT1300L63C (-20°F) QQ w SS z �U E w 8 w/ mounted defrost timer, liquid line assy & accumulator N Q o ` it n 460V/30/6OHz/13HP Scroll compressor W IX 0 21 MCA=88, MOPD =125 W LL W h 63.75W x 36.75D x 39.25H x 9101bs. 2 .~m ¢U' y ZI �I (1) Climate Control evaporator model #LFF204SK (master) (-20°F) 1 w/ EC motors (3A) & electric defrost (23.5A) ^} 0 xv°1"1N E w/ mounted thermostat, solenoid valve & TXV 41.2 83 a 208-230V/10/60Hz NOTE s~� W W�� 109.5W x 13.44D x 12.38H x 1201bs. W�n40oirg is al©morel ID-1". r pCmi 1 (1) Climate Control evaporator model ##LFF209SK (slave) W3ffglaysdalto start l2 �1' •O I I a) w/ EC motors (3A) & electric defrost (23.5A) bad,Girterorcanes&1/8'a W U W _me"-,C w/ mounted TXV edekrodnB15. ZQ u' 0. a4 o M 208-230V/10/60HZ ' `yLs.P'}y/ itr1; 0)0 c X 109.5W x 13.44D x 12.38H x 1201bs. L11Ui�x3W A✓tf}9� �{ x N0. 0.G4 OREGON SEAL V2 i,.._ ___,.. '<\�. '�c: ,L'1�j i/ __ - STANDARD ENGINEERING NOTES - N%, ,"1y .�, REVN DATE BY Foundation, special inspection, footings, anchor bolt embedment, • .� • • �''� B�pOy-- 02/27/2013 AU edge distances and all reinforcing are to be designed by a qualified M /#40: 0 �'A 03/12/2013 NW professional engineer based on concrete strength and specific soil condition at the building site. r' 440111„. Foundation and freezer pit to be designed for loads designated on plan. '9 • • • All foundation dimensions to be field verified. • All mechanical unit anchorage and support to be designed by others. \ , G�lL'�• R All connectors or elements in contact with aluminum to be stainless steel (STL/STL). . If walk-in ceiling is suspended existing roof structure to be , `',:1 � ) ,'.� ' /;;� ,i� DO NOT SCALE THIS DRAWING I designed by others for loads induced from new walk-ins where shown on plans. 1OWAINSCOTING DRILLING PATTERN '.A"' Yy;')�+'A Walk-in is designed for code applied loads. (D WAINSCOTING • x 8' sheet, typical '�M-`���j`. .,, SCALE: 3/16".1-0" Design does not include static pressure review. (27) screws Components of all doors, windows, and openings to be designed for loads induced by wind, design by others. [ DATE DRAWN: 2/19/2013 All loads are service loads. p�/�� DATE PRINTED: 3/14/2013 Special Inspection is required per CBC 1704 and 1707 for Titen HID (for California, follow CBC 1704 and 1707). �P�R L DRAWN BY RONNIE WEAVER CHK'D BY: WARNING - ELECTRICAL SEAL After wiring devices, ALL conduits must be sealed to DRWM: 13-KC-55123-01 stop moisture transfer through electrical raceways. BOX: 1 OF 1 Failure to seal device per NEC codes WILL VOID WARRANTY. SHEET: 1 OF 3 ♦ • , . • . . . C B Co op— .4— • 5 a O * a t n 23/4 33/4 1 DS x D.D., Ft,o• x ///.��� INII ..1 ii, o, Ku d m ii 61 bs5'IV S74 "4 H P r a 78 *VI- It 90 9 1 43/4 64 ` EQUAL(30"MAX.) EQUAL(30"MAX.) J 1� ¶ 1 W N s :„.......„17.2,- ° N, o —.. N. xtri . VI f g J.,. . U) XI 3 H m n ,'i1 W • 'O // - Ui // m r F� O txl (/] al 1 Q DI 0 H $ r, f� IF o 4.13 o o N \ a ^��';a — P .y ; ZO m I 18((or slider stay rollers)�•s 111 4,„, r-- n 7 �'N m OW 2 3 m m Z D Im er al THE WILLINGHAM COMPANY 1 3-KC-55123-�1 -BIRMINGHAM,AL M.. o o N ,, ACOSTA w N ti M -CLACKAMAS,OR moo . N N C O o o NOTE:TO PREVENT CONDENSATION,THERE MUST BE A MINIMUM CLEARANCE OF 2"FROM THE WALK-IN EXTERIOR w z Z g W W MANUFACTURING SURFACE.HIGH HUMIDITY CONDITIONS MAY REQUIRE FORCED VENTILATION IN ADDITION TO CLEARANCE. Fn- 2271 N.E. 194TH NOTE:FLOORS OF INSTALLATION SITES SHALL BE TRUE AND LEVEL WITHIN 311r PER 10'OR ADDITIONAL O O N A N ,Ti; PORTLAND, OR 97230 �g MAYBE MCURRED. W D ° aD Phone: 503-665-5539 r T O m Jf b x w Fax: 503-665-2929 NOTE MANUFACTURER IS NOT RESPONSIBLE FOR ELECTRICAL,PLUMBING,PERMITS OR CONCRETE WORK w CO w b E -C www.imperialmfg.com UNLESS LISTED ON THE QUOTE. LTC 10372 SW Bonanza Way Tigard, OR 97224 LAUREN THOMAS 503-317-1023 CONSULTING,LLC Ltcstructural @gmail.com Acosta (IMP#13-KC-55123) 12438 ES Capps Rd. Clackamas, Oregon Client: Imperial Manufacturing LTC#: 13-36 Date: 3/15/13 By: Lauren Thomas, P.E. THESE CALCULATIONS ARE VOID IF SEAL �c�p PROFS <v�GI h ` ir $.839?E AND SIG ..OT ORI INAL EXPIRES: g 130 �� No. of Calculation pages included: 15 pages Engineer has been retained in a limited capacity for this project. The design of this project is based upon information provided by the Client who is solely responsible for the accuracy. No responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond that indicated on these sheets. Not valid without original signature in blue ink. Project Design Criteria Design per 2009 International Building Code as revised by the State of Oregon. Provide vertical and lateral analysis of freestanding indoor freezer box structure constructed using a panelized system. Concrete foundation to be designed by others for loads designated on drawings. a) Floor live load: N/A b) Roof Live Load: 10 psf c) Roof Snow Load: N/A d) Wind Design: N/A e) Earthquake Design: Ie = 1.0 Occupancy Category = II Ss = .913; S1 = .316 Site Class= D Sds = .69 Sdl = .37 Seismic Design Category = D Force resisting system = Light framed shearwalls Base Shear = .107*W Cs = .107 R= 6.5 Procedure = Equivalent Lateral Force Procedure ASCE-05 Section 12.8 \off' I „ � 1 V•11 I \ D �2 Z° 1"( FREEZER -20 Degree L 1 g„( _ , S rl _ Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN THOMAS CoMSVLmnc uc Client Imperial Manufacturing 10372 SW Bo Way Tigard,OR 97224 303-317-1023 By LMT Date 3/13/13 Page 1 of lLI; Ltcstr uct u ral*gmm Lcom Calculation for Seismic Forces, using Analysis per ASCE 7-05 (For Buildings, per section 12.8, "Equivalent Lateral Force procedure") Spectral Response Accelerations: (from maps) SS= 0.913 0.2 sec. S1 = 0.316 1.0 sec Determine Site Coefficients: (from Table 11.4-1 and 2) Fa= 1.135 F„= 1.768 Sm5= SS x Fa = 1.036 Sm1 = S1 x Fv = 0.559 SDS= (2/3) Sm5= 0.69 SD1 = (2/3) Sm1= 0.37 Site Class: D (Use Site Class D unless Geotech Report available) Occupancy Category: II (From Table IBC table 1604.5) Seismic Design Category (SDC): D (From Tables 11.6-1 and 2) Compute Approximate Fundamental Period: For Buildings: Ta= (C,) (h„)" C,= 0.02 hn = 10.5 x = 0.75 Ta = 0.117 Structure Type(from Table 9.5.5.3.2) C, x Steel Moment-resisting Frame 0.028 0.8 Reinf.Conc.Moment-resisting Frame 0.016 0.9 Eccent. Braced Steel Frame 0.03 0.75 All other structural systems 0.02 0.75 • To = 0.2SD1/SDS= 0.108 If Ta > To, < T5, Use SDs for design Ts = SD1/SDS = 0.539 TL = 16.00 per Fig 22-15 Calculate Base Shear: V= C5 W (Eq. 12.8-1) Response Coef. R = 6.5 (From Table 12.2-1) Structure Weight W= 4000 lbs Importance Factor I = 1.0 Cs= SDS/(R/I) = 0.107 \ (Eq. 12.8-2) V= CS W= 0.107 W= 427 lbs C,7')( I;5 ) (Eq. 12.8-1) V= SD1/T(R/I) = 0.494 W(Max.)= 1975 lbs (Eq. 12.8-3) V= .01 W= 0.010 W(Min.)= 40 lbs (Eq. 12.8-6) Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon • LAUREN THOMAS CON511LTNCa LLC Client Imperial Manufacturing IU772 SW B Way Tigard,OR 97224 503-317-1 02' By LMT Date 3/13/13 Page 2 of 11/4( Llcstr•c t n rsl*gm4il.com vrt-= CSCC23C2.->_L S ( 2o Cek) � L °'\ L.LA = viz t e l c 2co .5 F.-- t c c t • iefr Z eZ VoNt- \L. ?, ? �= co CD S yl e 3 t l 1 I oL�- -�_ 7c Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon Lwni'T1c ctTM� tt Client Imperial Manufacturing 10372 SW Rouua Wsy Tigard,OR 97224 503.317-t023 By LMT Date 3/13/13 Page 3 of \,c- Ltcstruttunl8{msil.com ZeW e0k._)%.. fur- -46cd /COw" = Z "''►.t >> (2 t Z . 01A-- 4A Tr1C k307 2.4' or C M \ r t s-'v) _ .a'( e f\A Project Name Acosta (IMP#13-KC-55123) Project # 13-36 LTA Location 12438 ES Capps Rd., Clackamas, Oregon LustENTIIOWS coautTMauc Client Imperial Manufacturing 10372 SW Ro.mum Way Tigard,OR 97224 503-317-1023 By LMT Date 3/13/13 Page e-of Lttatr ut.nIQgtuil.tom Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : Acosta #13-KC-55123 Date/Time : 3/14/2013 3:10:39 PM • 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-2713 a) Layout Anchor : 3/8" Titen HD Number of Anchors : 1 Embedment Depth : 2.5 in Built-up Grout Pads :No cx1 Cx2 7—_ fay Cy2 UY b + M �• :b y1 Vuax co 1 ANCHOR 'Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. +INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cxl : tin cx2 : 2 in cyl : 60 in Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LAUREN LTC Location 12438 ES Capps Rd., Clackamas, Oregon • THc.- CONSUL mc.UC Client Imperial Manufacturing 10372 SW Bonanza Way Tigard,OR 97224 Ltcalrucct ral*gmaiLcom By LMT Date 3/13/13 Page of �'� cy2 : 6 in bX, : 1.5 in b712 : 1.5in by, : 1.5in bye : 1.5 in b) Base Material Concrete : Normal weight f : 2500.0 psi Cracked Concrete : Yes 'I'c,V : 1.00 Condition : B tension and shear (I)Fp : 1381.3 psi Thickness, ha : 4.25 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Appendix C Nua : O lb Vuax : 01b Vuay : 250 lb Mux : 0 lb*ft Muy : O lb*ft ea : 0 in e . : 0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC-ES ESR-2713 • Anchor Model = THD37 da = 0.375 in Category = 1 het-= 1.77 in hmin= 4.25 in cac= 2.6875 in cm;,, = 1.75 in Sm;❑ = 3 in Ductile =No _ 2) Tension Force on Each Individual Anchor Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN THOMAS CONSULTN4 LLC Client Imperial Manufacturing 10372 SW Bonanza Way Tigard,OR 97220 503-317-1023 By LMT Date 3/13/13 Page tp of L Icstruc l u ra 1(a),g ma i l.<om • Anchor#1 N ual = 0.00 lb Sum of Anchor Tension ENua= 0.00 lb • ax = 0.00 in ay = 0.00 in ▪ e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 250.00 lb (V ualx= 0.00 lb ,V ualy 250.001b ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay=250.00 lb e'vx = 0.00 in = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa= 10890 lb (for a single anchor) [ ICC-ES ESR-2713 ] • = 0.70 [D.4.5] INsa = 7623.00 lb (for a single anchor) • 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANcoTed,N'Yc,NPcp,NNb [Eq. D-4] Number of influencing edges = 2 hef= 1.77 in ANco= 28.20 in2 [Eq. D-6] ANC = 21.24 in2 Smallest edge distance, ca,mi„ = 2.00 in `I'ed,N = 0.9260 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `I'c,N = 1.0000 [Sec. D.5.2.6] 'Pcp,N = 1.0000 [Eq. D-12 or D-13] • Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon CONSUlmc LLC Client Imperial Manufacturing 10372 SW B Wny Tigard,OR 97224 503-317-1023 By LMT Date 3/13/13 Page 7 of VS Ltcslroc turd!�gmail.com • Nb = 10.4 f' c hef1.5 = 2001.61 lb [Eq. D-7] k� = 17 [Sec. D.5.2.6] Ncb = 1396.21 lb [Eq. D-4] = 0.75 [D.4.5] 4)seis = 0.75 (Kb = 785.37 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 12351b (fc/2,500 psi)°5 = 1235.00 lb 4) = 0.75 �seis = 0.75 4)Neq = 694.69 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 2855.00 lb (for a single anchor) [ ICC-ES ESR-2713 ] - 4) = 0.65 [D.4.5] Veq = 1855.75 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx/Avcox'1'ed,V11'c,v'1'h,V Vbx [Eq. D-21] Cal = 2.00 in A,,cx = 18.00 in2 Avcox = 18.00 in2 [Eq. D-23] 'I'ed.v = 1.0000 [Eq. D-27 or D-28] • Project Name Acosta(IMP#13-KC-55123) Project# 13-36 1 LTC Location 12438 ES Capps Rd., Clackamas, Oregon • LAURENTNO,.s CoNsurrN uc Client Imperial Manufacturing 10372 SW Way Tigard,OR 97224 503-317-1023 By LMT Date 3/13/13 Page of `'S Lustr urtu nlnigmaiLrom • Tc,V = 1.0000 [Sec. D.6.2.7] `Ph,V = 1 (1.5Cai /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )°.2 4 da?,1 f c(Cal)1 5 [Eq. D-24] 1e = 1.77 in Vbx = 826.83 lb Vcbx = 826.83 lb [Eq. D-21] = 0.75 4seis = 0.75 Vcbx = 465.09 lb (for a single anchor) In y-direction... Vcby =Avcy/AvcoyPed,V'Pc,v`Yh,v Vby [Eq. D-21] Cal = 2.83 in (adjusted for edges per D.6.2.4) Avcy = 17.00 in2 Avcay. = 36.13 in2 [Eq. D-23] `I'ed,V= 0.8412 [Eq. D-27 or D-28] `Pc V = 1.0000 [Sec. D.6.2.7] `I'h,V = 4 (1.5cai /ha) = 1.0000 [Sec. D.6.2.8] Vby = Ale/da)°.2 daA,I f c(Cai)1 5 [Eq. D-24] le = 1.77 in • Vby = 1394.18 lb Vcby = 551.88 lb [Eq. D-21] • = 0.75 4 seis = 0.75 4 Vcby = 310.43 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx i edge Vcbx =Avcx/AvcoxPed,VPc,VPh,V Vbx [Eq. D-21] Cal = 2.00 in Avcx = 18.00 in2 Avcax = 18.00 in2 [Eq. D-23] Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon • LAUREN TNOFIAS Co1$1ETN1;uc Client Imperial Manufacturing 10372 SW Banana Way Tigard,OR 97224 503-317-1023 By LMT Date 3/13/13 Page ` of \ c LlrstructaralfvgmaiLrom Ted,v = 1.0000 [Sec. D.6.2.1(c)] `Fey = 1.0000 [Sec. D.6.2.7] Thy = (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da)°.2 daX'J fc(Cal)I 5 [Eq. D-24] le = 1.77 in Vbx = 826.83 lb Vcbx = 826.83 lb [Eq. D-21] Vcby= 2 * Vox [Sec. D.6.2.1(c)] Vcby= 1653.66 lb = 0.75 Oseis = 0.75 •Veby= 930.19 lb (for a single anchor) Check anchors at cyl edge Vcby=Avcy/Avcoy'I'ed,V41c,v' 'h.v Vby [Eq. D-21] cal =2.83 in(adjusted for edges per D.6.2.4) AVey = 17.00 in2 AVeOy= 36.13 in2 [Eq. D-23] 'I'ed,V = 1.0000 [Sec. D.6.2.1(c)] • Ye,V = 1.0000 [Sec. D.6.2.7] Th,v = (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby= 7(1e/da )0.2 j daX, / fc(cal)' [Eq. D-24] le= 1.77 in Vby= 1394.18 lb Vcby = 656.08 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 1312.17 lb = 0.75 Oseis = 0.75 • Vcbx = 738.09 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/Avcox'Ped,V'ljc,V'Ph,v Vbx [Eq. D-21] Cal = 2.00 in Project Name Acosta(IMP#13-KC-55123) Project# 13-36 1 LTC Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN TNava CONSULTNgLLC Client Imperial Manufacturing 10372 SW B011111za Way Tigard,OR 97224 503-317-1023 By LMT Date 3/13/13 Page \O of \c LlnlruclonlG7gmai Laom Avcx = 18.00 in2 Avcox = 18.00 in2 [Eq. D-23] . I'ed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] = 1.0000 [Sec. D.6.2.7] 'I'h,v = 4 (1.5cai /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da)0.2 j da? I fc(cal)'.5 [Eq. D-24] le= 1.77 in Vbx = 826.83 lb Vox = 826.83 lb [Eq. D-21] Vcby= 2 * Vcbx [Sec. D.6.2.1(c)] Vcby= 1653.66 lb = 0.75 (1)seis = 0.75 (Vcby = 930.19 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AvcoyPed,V'Fc,V` h,v Vby [Eq. D-21] cal = 2.83 in (adjusted for edges per D.6.2.4) A„y = 17.00 in2 • A,,eoy = 36.13 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] `1'e,v = 1.0000 [Sec. D.6.2.7] ` h,v = (1.5cal /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(1e/da)0.2•V daA.'I fc(Ca1)15 [Eq. D-24] le= 1.77 in Vby= 1394.18 lb Vcby = 656.08 lb [Eq. D-21] Vox = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 1312.17 lb = 0.75 Iseis = 0.75 OVcbx = 738.09 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] • Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon L.UREM T.cri.s Copsucrolckuc Client Imperial Manufacturing 10372 SW Roa.a:a W.y Tigard,OR 97224 s0'-"7-'02' By LMT Date 3/13/13 Page ( of \ Lustroct.nlpgmail.com By — Page \S Vcp = kcpNcb [Eq. D-29] lC�p= 1 [Sec. D.6.3.1] No = 1396.21 lb (from Section (5) of calculations) V�p = 1396.21 lb = 0.75 [D.4.5] 4)seis = 0.75 4)Vcp = 785.37 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.1347 - Breakout (case 1) : 0.8053 • - Breakout (case 2) :N/A - Breakout (case 3) : 0.2688 - Pryout : 0.3183 T.Max(0) <= 0.2 and V.Max(0.81) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 3/8" diameter Titen HD anchor(s)with 2.5 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per ACI 318-08 Section D.3.3.4, anchors shall be designed to be governed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times for the anchors of stud bearing walls)the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must exercise own judgement to determine if this design is suitable. • • Project Name Acosta(IMP#13-KC-55123) Project # 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon T LAUREN 1 H .s CONSULTING.[AC Client Imperial Manufacturing 10372 SW Beason Way Tigard,OR 97224 So3-3174023 By LMT Date 3/13/13 Page of LtcstructuraRgmad coin 4" WFU with Steel Skin (Roof Panel) - 26 cc STEEL SKIN t / ^ /— 2 x 4 RAIL k Core Thickness c 4•in 2# URETHANE Panel Length L 20-ft V. Panel Width W = 47-in Skin Thickness t:_ .0179-in Panel Thickness h:= c+ 2-t h= 4.036-ire--- - - ----- F 47" MATERIAL PROPERTIES 2#Urethane: Fbr•- 6.75-psi Unit designations used: F := 11.2-psi kips 1000•lbf = E�:= 475-psi ksi= laps 2 Ac:= (W- 2 1.5•in)•c A = 176-in2 in 3 plf= lbf k.- c -44-in k= 234.67•in4 ft 12 lbf psf= — Adhesion ad:= 10•psi ft2 Shear Modulus G,:= 262.psi lb = lbf 26 qa Steel Skin: Fb6:= .66.36•ksi Fb,= 23.76•ksi Ft:= 16-ksi Es:= 29000•ksi As:= 47-in-t•2 As= 1.683-in2 3 3 Ig.- 47 in (c+ 2•t) — c Ig= 6.791-in4 12 2 x 6 HF#2 Rail: Load Duration Cd:= 1.15 Size Factor CF:= 1.3 Fbr:= 850•Cd•CF•psi Fbr= 1271-psi Project Name Acosta(IMP#13-KC-55123) Project# 13-36 LTC Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN THOMAS CONSULM C LLC Client Imperial Manufacturing 10372 SW Borman Way Tigard,OR 97224 SO3-317-1023 By LMT Date 3/13/13 Page l5 of ( 'S L tt st r ut t o rnt(vt mn i 1.C0 m F„:= 75•Cd•psi F„r= 86.3•psi E,.ai1:= 1300.1.03-ksi = 1.339 x 106-psi An61:= 2•(1.5•in)-c Aral= 12•1n2 3 • Trait:= 2 1.5 in• 1,ai1= 16•in4 12 Composite l: Core II := —.I, I1 = 3.844 x 10 3 in 4 Es Rail I2:= I ;I I2= 0.739•in4 Es Skin I3:_ I3= 6.791•in4 I:= It + I2+ I3 I= 7.533.in4 Moment of inertia per foot of wall panel = I:= w I.ft 1= 1.923•in4 Section modulus = S:= S= 0.479.in3 (h+c) 2 CHECK DEFLECTION Let maximum deflection = L/180 c 180 ✓ o:= Rail Stiffness: total rail width b 3•i i/ f�= n 2 effective width of skin at rail section to:= c 1 - ad te= 1.801.in 3 3 F,f P,:= (bf+ 2•tey•(c+ 2•t) – c Ps = 0.954•in4 r j'rs 12 mail I Es + Tait Pail= 36.66.in4 cavil := E1.11 EIril= 4.909 x 107•lb•in2 Steel and Foam Stiffness: 2 D:= E•t• D= 4.153 x 106•lb•in 2 D.(W– 2.te) 8 2 EIS := r EI9f= 1.085x10 •Ib•in 192•c•D + 1 [5.L2•G,-(2-c)2 Total Stiffness: E1 := Elfeg+ Elsr EI1o,= 1.576 x 108.1b•in2 Project Name Acosta(IMP#13-KC-55123) Project# 13-36 LAUREN Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN THOMAS CONSULTING,uc Client Imperial Manufacturing 10372 SW B Way Tigard.OR 97224 �,e„r503-317-1023 il.com By LMT Date 3/13/13 Page 1lE-of t� Allowable uniform load from deflection: 144•Elta 12 1 WA c 47 ft WA = 15 psf `S 15. o•L3 8 CHECK BENDING Frail= 36.662•in4 S:= P ;l ? S= 18.331•in3 Eltot= 1.576 x 108•lb•in2 EIr,;t= 4.909 x 107•lb•in2 FbeS•8•Eltot 12 1 47 ft tab= 32•psf l L •EI�;t Project Name Acosta(IMP#13-KC-55123) Project# 13-36 Lr� Location 12438 ES Capps Rd., Clackamas, Oregon LAUREN THOMAS CONSULTI tic Client Imperial Manufacturing 10372 SW B Way Tigard,OR 97224 50}j7-1023 By LMT Date 3/13/13 Page ` t5 of 1'S Ltcstructu ral@`mail.com