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Specifications re 11 SPECIFICATIONS 1 14' high density urethane 1 1S 1/2' wood frame urethane 4,_4-14,61 Indoor produce cooler with column notch (no floor) i / I NSF Foam Gasket, Cam -lock layout #2 1----1 WCND - Pin Housing Special Wall Panel Base Connection 1r-37/8'11357M) Y T-41/4'1881/41 Q Dado -out 1/2' x 3/4' I ` ©� WALL PANELS /� Bottom Plato I I 1 Construction: 4' high density urethane �Tf�� — ��I Exterior Finish: 26 ga. stucco galv. (t�tt� , SPL SPL T SPL SPL r Interior Finish: 26 ga. stucco galv. \ 0 41 11/16 47 47 47V 41 3116V 47 47 47 47 47 361/2 Connections: Lag down / Spl dado W29 1 W31 1 W32 1 V1.6 V2.B W33 1 W34 1 W35 W36 W37 } W38 r CEILING PANELS W30 T [B] W39 i o J Construction: 5 1/2' wood frame urethane _a n CO I I 3 y, (::) • Exterior Finish: Metal trio 3 Interior Finish: 26 ga. stucco galv. / 221bs /R / HSS4'- 4'x3/16'x2085/8'SteelCdum `• Ceiling Caps: Loose Typ@aLOntions q Live Load: 10 psf 0 DOORS (A1[1:11: r 1: 7' -4 1/4' (88 1/4) x 9' -2 1/8' (110 1/8) opening only I I N o . O V a PARTS z . ° (20) ea. Interior Tie -Down @ Ceiling Level 2' x 2' x 96' (26 ga. stucco galv.) 8 (20) ea. Interior Tie -Down @ Curb 1 1/2' x 2 1/2' x 96" (16 ga. smooth galv.) ° (20) ea. (1' x 5') x 96' x 26 ga. stucco galv. ceiling trim I I a T z 0 a (6) ea. (1' x 5') x (5' x 5') x 26 ga. stucco galv. ceiling trim (outside corner) U ; ° (2) ea. (1" x 5') x (5' x 5') x 26 ga. stucco galv. ceiling trim (inside corner) n N LU z o 0 (18) ea. 96' angle screed N ° 3 I- o w • 2 ° a CEILING SUPPORT •° i ° a co u Internal roof support steel post and beam 1 1 u:,... z o (2) ea. W14 x 22 lbs x 33' -8' Beam a z z re (4) ea. 4' x 4' x 1/4" x 208 5/8' Support post 3 r w H LI 53 V2 SPECIAL PANELS ° 3 E E z w W7 & W33 m m (1) ea. Analog 2" flush mount dial thermometer w/ 12" capillary 9 I col w a o. - .1 a J 2 m K z OREGON SEAL o o N \ 2 2 \ a a t o w k. yN 3 y PRODUCE COOLER 3 w re 4 REVISIONS g m - -° a a a w #1: Changes per red - lines, prep for engineering review. n N W21 a N N n w m N ; W20 N o v j Y a w m v 3 CITY of �� � O w ° CC 8 3/16 W Z W j co a to , 4 3/4 `'i / l `w `' z `')°,--,_ 43/4 83/16 3 __ \ 3 1 ) Z . . • L) ° z ° a • ` I 1 N 8 5 ix 3 SOD latter toc Fo1low............,- - j ! vi 4t z o 7 8 NOTES do ,:::. �; t L3 0 ° m z ° 2 co V. 3 Foundation, footings anchor bolt embedment, edge p enn f t N an th er: it 0 0 w x N z 2 0 distances and all reinforcing are to be designed by a I I • :, .; 46 ) % ~ w L�1 ]w_- LL Cl LL 0 = o w LL ° • qualified professional engineer based on concrete �� G e 0 — 0 a ° m = E strength and specific soil condition at the building :') a`Q�i• 12 P.,,,- �!: i•� O w O W 0 o - a g site. N• Z t? Z Q o LL w `a h 0 1 0 ° z 1;+ .` p O 2 j (� C6 I— 2I ,, Z U 6 All foundation dimensions to be field verified. t, o ; I I ; r - All mechanical unit anchorage and support to be mmll 0 x E designed by others. - • . CI r E' c 0)N 0 ■/ COPY � V • ICI a W 0) w u� I °n All connectors or elements in contact with aluminum to 221bs /R. 0 OFFICE �"' F �o`D`O� be stainless steel (STL /STL) you I / / I ( a i s CV U w mm r 3 3 .U) w •C ,n,n a Foundation to be designed for loads designated on plans. W11 IA1 W2 Z .� 0 M E • W10 W9 'W8 V2.A V1.A W7 W6 410 WS W4 W3 W1 ( �.y a �a o k \ \ ( ( ( t ( ( ( ( ( NO�O A M 4111/16 47 47 413/16V 47V T 47 47 47 47 47 361/2 Naafi. o SPL SPL SPL SPL t REV# DATE BY T-4 1M")881/41 22'47M1271741 07/28/2008 RP �0� 90 PR W ALL PANELS A C 4 , F, F F.p ss � © O � DO NOT SCALE 77)15 DRAWING r ),00977P SCALE: 3/16' = 1'-0' l DATE DRAWN: 4/18/2008 QQ �� DATE PRINTED 8 /5/2008 • • 11 DRAWN BY: RON PRUCHA F �■ 0 CHK'D BY. ss' ANNE M� O R W #: 08 - KS - 175940 2 SHEET: 1 OF 4 I EXPIRES: 12 -31 -02, 18, -0. 12161 18' -0.12161 i 7114 2031/4 7 512 71/4 2031/4 512 i / TniZ 101 9/16 101 9/16 N 101 9/16 101 9/16 m �, °i w w 61 m m e e D ° 01 m A in m '' +� e* n+ , —I n 1 1 1 d 1 1 1 M n1 1 1 1 n. N n, 1 a 1 ' n 1 n, _ O a A X Z r 10 • • s b • W , CO • 1 N N I m • Co N N• • • f DI N O 8 e N 1101/8 / Se 100 a — ,f V 62 v 1 1 1 • • X �4 543/4 I 1 I 1 ;so N CO CO N N `1 N a 01 g co en 110118 100 3/8 , • < • 62 ° d H 1 1 1 10 — ' • I • A . w ' g • I 6 I I I I ' O 1 0 • X N ci ♦ .SO - ` .F� /sue • _3 c& F < z- ° ' - g coo z m •o m N : z v I 'P O 4/Cy0 5 v f)DDD P z WINCO FOODS, INC. • T X m m z ��' Im erial BOISE, ID FP m ° o a WINCO FOODS #23 0° { A * n cn m TIGARD, OR X 57 N o ° NOTE: TO PREVENT CONDENSATION, THERE MUST BE A MINIMUM CLEARANCE OF 2• FROM THE WALK -IN EXTERIOR Co MANUFACTURING SURFACE. HIGH HUMIDITY CONDITIONS MAY REQUIRE FORCED VENTILATION IN ADDITION TO CLEARANCE. m V 0 (A Z y 2271 N. 194TH NOTE: FLOORS OF INSTALLATION SITES SHALL BE TRUE AND LEVEL WITHIN 3/16' PER 10' OR ADDITIONAL a . o °: ° PORTLAND, OR 97230 COSTS MAYBE INCURRED. 0 o p c 1 Phone: 503 -665 -5539 SHOP PRINT ri - 1:1 O n o c il x to Fax: 503 665 - 2929 NOTE MANUFACTURER IS NOT RESPONSIBLE FOR ELECTRICAL, PLUMBING, PERMITS OR CONCRETE WORK A N °m °m `C Www.imperialrnfg.c UNLESS LISTED ON THE QUOTE. 16 13/16 47 47 47 17 15/16 29 1/16 47 47 47 47 225/8 r - - - 1 wlr - - --1 2E 1T - � 325/16 N 2 n n C 2 n C1 C1 r n N A W N + 0 e CO 32 5/16 m 32 5/16 12 47 n n A N + - .T. + + + ..a. + + CO O 0 07 N Cl N A W N + O W I W 1 ' O IID N N en NI A N N N m + IJ • L-- - - - - - -- J - O 1 N N x la K 4 s f 0 wog, I . - ,. .. \` 2 -i m I„m fd 'c r y, 14 x MH v^ y,x x CO y Z 0 N m A 3 Fr3x to C7 = x c$ N d D " ?-+ 3 a g - 0 1- VI I x 2 CO a �� 1111k o N * 1 pd 0 4 g x , CO £° 5 5 s —4 0 CI. � CD �° ' C 3`N - E� ` O �5 � , " 1-•I r m n . .a c F v m o .— , a _ � � 0 O � m 'o 0 o� �J m 0 v z m v -I o — .� - : i._ �° O m -- `\ n � F 5 x. r ° m D v, v WINCO FOODS INC. m x D A ° A a D RI D RI ©��,, Im l m ° z ° m eria BOISE, ID a ° o WINCO FOODS #23 0 <oo - � CO :5 m -3 TIGARD, OR el v� N N - ° NOTE: TO PREVENT CONDENSATION, THERE MUST BE A MINIMUM CLEARANCE OF 2' FROM THE WALK-IN EXTERIOR V 0 Co MANUFACTURING SURFACE. HIGH HUMIDITY CONDITIONS MAY REQUIRE FORCED VENTILATION IN ADDITION TO CLEARANCE. 01 Z 2271 N.E. 194TH NOTE: FLOORS OF INSTALLATION SITES SHALL BE TRUE AND LEVEL WITHIN 3/16' PER 10' OR ADDITIONAL o o A z N n Phon e: a; iv PORTLAND, OR 97230 COSTS MAYBE INCURRED T N , c 0 e: 503 - 665 -2929 SHOP PRINT c 2 ° o ° o z x to Phon 503 -665 -2929 NOTE: MANUFACTURER IS NOT RESPONSIBLE FOR ELECTRICAL PLUMBING, PERMITS OR CONCRETE WORK A N m m •C www.imperialmfg.com UNLESS USTEDONTHEQUOTE. . ' 9 H SHOP DRILL (4) 7/16'0 HOLES 1 FOR 3/8• x1 12' 2 1/2 PPP 41' -6' 14981 I BOLTS 8 WASHERS 11'-4 318 f T -5 1/4 (891/ O „�, 4 Typ �� rri — e _s___,_ ; F 4 ll _1 . , , M. 41)- + A _ , 2 SHOP DRILL FOR • 2 0 12 I I 1 I #14 x1 1? PHSMS 3/16 I @24'0C. -. I I a 2 . F , � I f'I END POST TOP PLATE trz 4./1 I I - • 2 TS 4'x4'x3/16' 1 1 w w J PL 3/8'x5'x9' I I c -2 z O Tom .4 1 .� I w10 0 5 0 c4 21 w r 2 I SHOP DRILL (4)518" HOLES , I I = p ° 3 FOR 1? x 41? I I r- o w MIN. 3' EMBEDMENT 1 I I ¢ a ¢ I I J u_ 2 F B N I 4 I w o 2 0 i c N W� ,, ? U J § H e > W a a IiIIIIIIII C . • • J 0 J — Q 6 TYPICAL CURB LAYOUT & DETAIL. 4 � : d IW� 0. IMO z 4 no SEE P.S.A. DWGS. FOR SPECIFIC O Typ. ' . = L I . t • APPLICATION. 3/16 R_ .. ' i ce � 112 I 11 h ¢ e p I re co to W T �� 4 X 0y m I END POST BASE PLATE ci ° Z 0 0 a 9 / TS 4'x4'x3/16' Z N vz V g a/ PL 3/8x5'x9' o 1 Z o I q w oR O R POST & BEAM DETAIL O O 8 m o uj, s (NTS) O O cc x „1 2 2 c LL LI- o ¢ O O m l p O p a. O y Uui 0 E °�� v I > Z p Z of of yI 1 > m 1- 2 N Z U 2 p — 1, x8�W INTERIOR EXTERIOR .� cl. r - u , 0 Wall panel X 610 7 � Ed mmd 1 1/2' x 2 1/Y x 16ga. galv. tie -down angle F •p � i o w /#8 x1 /2' MTHSMS@ 12' o/c into wall Q w g oo C w/ 1/4' x 1 1/2 concrete drive pin Z iD1O o Pl Dado 112'H x 3/4'W ��+.y� z q \ * L _ J @ 24' o/c into concrete (min. embed. 1 1/4') Bottom of Pane E CV F 0 X ii��MM m o m 1 12 1 M N a n. Cx. 1'-4 3/8' 136318 T•5114']89114 C' Lipit. / C I I 1 l 4 TYp- I �M Curb (NIC) REV�J DATE BY kk-- Q 07/28/2008 RP • �� p R�,c� s 21rz •• •. � �G) 6 � G (�� E C - Concrete floor (NIC) • . ' • 2 If I 0977'E V +:'e DO NOT SCALE THIS DRAWING ./ / / � / SCALE: 3/16' = 1'-0' .f� ✓ W - E 4 / = DATE DRAWN: 4/18/2008 G/ 0'' DATE PRINTED: 8/5/2008 ss ANNE Vv- DRAWN BY: RON PRUCHA 4O TYP CURB & TIE -DOWN ANGLE DETAIL DRW #: 08- KS- 17594 -01 1 EXPIRES: 12 -31- OQ I Wall on curb BOX: 1 OF 2 (NTS) SHEET: 4 OF 4 R .,. RECEIVED Mk AUG 15 200 MILLER CITY OFTIGARD CONSULTING BUILDING DIVISION STRUCT CAL CULATIONS Winco # 23 08 -KS -17594 Ncn2o' 8_ d �{ T 3 G • Tigard, Oregon G C, Imperial Manufacturing 7501 Ste' -j- v S'i August 4, 2008 Project No. 080741 14 pages Principal Checked: /6 THESE CALCUL: ' . _ • RE VOID IF SEAL �� P O -i , • I 7097 . 7PE 0 . . . ,, .. . ,, 0 ; AND SIGNA 4"'': I: ' I*�" ORIGINAL EXPIRES: 12 -31 r M' * * * LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246-1250 Fax (503) 246-1395 www.millerengrs.com American Consulting all Engineers Council Building Code: 2006 International Building Code as amended by the state of Oregon Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure: N/A PSF Material: Wood: X Steel X Concrete: Masonry: Vertical System: Panelized System Lateral system: Panelized Shearwalls Roof Framing: Manufactured roof Trusses designed by others? N/A Snow PSF Attic PSF Floor PSF Other PSF Basic Design A= A= A= A= Loads: Deck PSF Garage PSF Corridor PSF A= A= A= Lateral Design Parameters: Importance Factors I = 1.00 I = 1.00 I = 1.00 I, = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw = 1.0 with wind concurrent with ice) Seismic Desi • n USGS ; 1 Earthquake Hazards Program , Latitude = 45.43406 Longitude = - 122.75326 2% PE in 50 years, 0.2 sec SA = Ss Spectral Response Accelerations Ss and S1 2% PE in 50 years, 1 0 sec SA = S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.951 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) Design Summary: The following calculations are for the vertical and lateral resisting elements of the proposed indoor cooler box. The foundation is to be designed for the loads indicated on the plans. The foundation is by others and outside the scope of this engineering. The support and attachment of all mechanical units is by others and outside the scope of this engineering. 9570 SW Barbur Blvd. Project Name: Winco # 23 08 -KS -17594 Project #: 080741 Suite One Hundred Portland, OR 97219-5412 Location: Tigard. Oregon MILLER Consulting (503)246 -1250 Client: Imperial Manufacturing Engineers FAX: 246 -1395 BY: MAM Ck'd: /1 Date: 08/04/08 Page 1 of • 1 iaphragms Since the maximum shape factor tested was limited by the testing equipment, it is recommended that the maximum shape factor be extended to 3:1.. The maximum end shear that can be resisted by roof diaphragms should not exceed the following: 3.5 -Inch WD Urethane Core 400 ppf 3.5 -Inch WD Fiberglass Core 169 4 -Inch HD Urethane Core ppf • 200 ppf Shear Walls Though testing equipment limited the size of shear wall that could be it is recommended that the maximum dimension ratios of shear walls be extended to.3:1. The maximum allowable shear loads for the various shape factors should be: • ALLOWABLE SHEAR LOADS (ppf) Shape Factor 3.5 -Inch 3.5 -Inch [height:width] WD Urethane WD Fiberglass HD Urethane 3.0* : 1 133 56 67 �� `�° 2.0 : 1 200 �' 1.5 1 257 84 - - 100 1.0 : 1 400 167 200 • 200 • Cam -Lock Panel Connectors .The shear resistance and tension strength of the cam -lock panel fasteners should not exceed the values below. These values can be increased one -third for wind or seismic load conditions. Spacing of cam -lock connectors should not exceed 48 inches for the 4 -inch HD urethane panels nor 57 inches for the 3.5 -inch WD urethane and fiberglass panels. ALLOWABLE CAM -LOC SHEAR AND TENSION LOADS (lbs) • SHEAR TENSION 3.5 -Inch WD Urethane Core Panel 600 3. -Inch WD 'ber• lass Core Panel 330 4 -Inch HD Urethane Core •ane 6 4 0. 3 130 40 3 15 z/ /t Wall Panels Ceiling Panels Exterior Wall Skin 26 ga Steel v Interior Ceiling Skin 26 ga Steel V Interior Wall Skin 26 ga Steel V Exterior Ceiling Skin 26 ga Steel V Type of Panel 4" HDU V Type of Panel 5 1/2" WFU V Connections Loading Base Angle z -clip V DL (ceiling; 5.3 Top Angle 26 ga Angle v DL (walls) 3.7 psf Top Connection Camlock V LL 10 psf Coil Weight . 200 Seismic Calculations - 2006 International Building Code Vs = Sds = 0.078 Wt 1.4 *(R/I) Sds = ' . 0.71 Rp= 6. 1p = 1 Vdesign = 0.078 Wt 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd B Date 8/4/08 Page 3 //t Box #1 W2 ►► l 1► 1 1 1111 L1 = 34.67 ft R1= 33.167 ft – — L2 = 41.33 ft R 2 = 22.58 ft _ H= 18ft R3= 34.67 ft _ Area 1433 R4 = 22:58 ft k- L1 Roof Trib. _ R1= 6ft. _ R2= 2ft. _ ce R3= 6ft. IE L2 �I R4 = 2 ft. Total Weight = 12856 Controls: : 0.078 *w lbs = 1003 Seismic W1 = 29 W2 = 24 Shearwalls R = shr = R/I (plf)_ __ Allowable shear R1 = 502 15 . < .. 133 OK R2 = 502 22 < ; 200 OK R3 = 502 14 < 200 OK R4 = 502 22 < - 200 OK Holddowns Mot = R *H (lbs-ft) Mr (lbs-ft) FOS = Mr /Mot Holddown Req'd? R1 = 9027 61501 6.81.. > `''' ' 1.1 NO R2 = 9027 25696 2.85. ; . >'� . ;_ 1 1.1,1 NO R3 = 9027 66782 7.40 ! ;> • : 1.1 I NO R4 = 9027 25696 2.85 ' ! ``> 1.11 NO Hold Down Force R1 = 0 R2 = 0 No hold down Required R3 = 0 R4 = 0 9570 Sw Ba Project Name Winco # 23 08 -KS -17594 Project # 080741 Suite One Hundr rbur Blvd 4 , Ma Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 - 1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd Date 8/4/08 Page 9"1/9 Top Connection: Type of Screws #8 5M5 • CEIU+G PANEL 1't ' 1 ' f't Ire / �0000 + / ` a . SPLICE DETAIL 3/: P PNSMS SUS AN fa AT 9'UCES. A A FOR REFERENCE ONLY WALL PANEL CEILING ANGLE PLOW Top Connection v ult (lbs) = 294 based on smaller of (2) skin gages v allow = 98 lbs (v ult/3) R1 15 : <. . 98 #8 SMS at 12" o.c. Each Leg R2 22 : < ' ; 98 #8 SMS at 12" o.c. Each Leg R3 14 ; -- < 98 #8 SMS at 12" o.c. Each Leg R4 22 <':- • ;98 #8 SMS at 12" o.c. Each Leg Chord Tie: T1 = w1 *L1 ^2/(8 *L2) = 149 ' <;; ;--1T allow = 782 I(4) #8 PSHMS Each Leg I Wall Camlocks: v max = 22 = v *H *4/4 = 400 ' < T allow = 10801 (Min. (2) camlocks panel to panel Ceiling to Wall Camlocks v = 5 psf * (H /2)= 45 - < T allow = 65: 13/8" Dia. Lags at 24" o.c. 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd S Date 8/4/08 Page S /it Base Connection: Type of Screw #8 SMS v I WALL PANEL ANGLE SCREED SCREW FOR REFERENCE ONLY ANGLE L/7AN FLOOR (NIC) CHOR Wall Panel to Angle: v ult (lbs) = 294 based on smaller of (2) skin gages v allow = 98 lbs. (factor of safety of 3) R1 15 < 98 #8 SMS at 12" o.c. Each Leg R2 22 < 98 #8 SMS at 12" o.c. Each Leg R3 14 < ; 98 #8 SMS at 12" o.c. Each Leg R4 22 '< 98 #8 SMS at 12" o.c. Each Leg Angle to concrete v allow = 112.5 plf R1 15 < 56 1/4" dia. Simpson Nailon at 24" o.c. (min embed = 1 1/4 ") R2 22 < 56 1/4" dia. Simpson Nailon at 24" o.c. (min embed = 1 1/4 ") R3 14 < 56 1/4" dia. Simpson Nailon at 24" o.c. (min embed = 1 1/4 ") R4 22 < 56 1/4" dia. Simpson Nailon at 24" o.c. (min embed = 1 1/4 ") 9570 SW Barbur Blvd Project Name Winco # 23 08 -KS -17594 Project # 080741 a Suite One Hundred _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd K Date 8/4/08 Page (opt 5 1/2" WFU with Steel Skin (Roof Panel) 26 go STEEL SKIN 2 x 6 RAIL Core Thickness c := 5.5-in 2# URETHANE Panel Length L := 15.5 -ft Panel Width W := 47 -in F . Skin Thickness t := .0179•in . Panel Thickness h := c + 2•t h = 5.536in • 47" MATERIAL PROPERTIES 2# Urethane: Fbf := 6.75-psi Unit designations used: F kips = 1000-lbf vf := 11.2 -psi E := 475 -psi ksi =kips A := (W – 2.1.5 -in)•c A = 242 in in 2 Ibf If =— lc – c 3 -44-in I = 610.04 in 4 p ft 12 Ibf Adhesion ad := 10 psi psf = — ft 2 Shear Modulus G := 262 -psi lb = lbf 26 as Steel Skin: Fb := .66.36•ksi Fb = 23.76 ksi F := 16-ksi E := 29000-ksi A := 47•in•t -2 A = 1.683 in 3 I := 47• in- [(c + 2•t) – c I = 12.808 in 12 2 x 4 HF #2 Rail: Load Duration Cd := 1.0 Size Factor CF := 1.3 Fb := 850•Cd•CF•psi Fb = 1105 psi F := 75•Cd•psi Fvr = 75 psi Erail := 1300-1.03- ksi Era;l = 1.339 x 10 psi Arail 2•(1.5 -in) -c Arail = 16.5 in 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MI LLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd S Date 8 Page 1 pi . c 'rail 2 1.5 in 3 12 'rail = 41.59 in 4 E Composite 1: Core 11 := � •I I1 = 9.992 x 10 3 in E • Rail 1 2 := Erail 'I I 1.92 in E rai 2 = Skin 13 I I3 = 12.808 in I := I1 + 12 + 13 1 = 14.738 in Moment of inertia per foot of wall panel = I := I w .ft I= 3.763 in Section modulus = S := I S = 0.682 in Ch +cl 2 CHECK DEFLECTION Let maximum deflection = L/240 co := 240 Rail Stiffness: total rail width b 3•in f == 2 effective width of skin at rail section t := c 1 — ad t = 2.477 in F (c + 2.t) — c 4 of l' := (bf + 2•t 12 I' = 2.167 in E s "rail 'I's + Irail frail = 88.54 in Erail Elrail Erail'I'rail Elrail = 1.185 x 10 Steel and Foam Stiffness: c 2 D:= Es•t• 2 D = 7.851 x 10 D.(W — 2•t EI := 192 c D El = 1.314 x 10 in +1 [5.L 2 •G c •(2•c) 2 1 Total Stiffness: EItot Elrail + Elsf Eltot = 2.5 x 10 Allowable uniform load from deflection: 144 •Eltot 12 • (DA := c 47 ft w0 =� 38 psf -7 (qp -rI0 pS )- 5 pc - [l5._.L I , . 8 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd 4 Date 8 Page g /14 CHECK BENDING Frail = 88.536 in S := I'rail' S = 32.195 in r. Eliot = 2.5 x 10 Elrail = 1.185 x 10 in Fb S' 8' Eltot 12 1 cob := EI 47 ft wb = 53 psf , „_ f f . rail 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 fl ENGINEERS Fax: 246 -1395 By MAM Ck'd hs Date 8 Page qpi WALL PANEL: (Per 2006 IBC "Sandwich Panels" See Section 2325) Bearing Wall Panels 5 psf on wall panel Exterior Sheathing: 26 ga Steel Skin E := 29.10 t := .0179•in Rails: 4" HDU E := 3020•psi t := 4•in Interior Sheathing: 26 ga Steel Skin E; := 29.10 t; := .0179•in • • Height of Panel: h := 16.94•ft ttotal te + t + ti ttotal = 4.036 in !262.psi Width of Panel: w:= 47•in rG E. '47,5•'ps.i Width of Rails: w 3-in Convert rails and interior sheathing to exterior sheathing: Ee Ee n 1 := n I= 1 n2 := n2 = 9602.65 Ei E r Normalize per foot: w•12 wr12 —5 b := b; = 12 b := b = 7.97652 x 10 n1•w n2 Determine Location of Neutral Axis: Shape y A Ay c Ac ^ 2 Exterior y = 4.027 in A = 0.215 in Ay, = 0.865 in c = 2.009 in Ac, = 0.867 in Rails y = 2.018 in A = 3.191 x 10 Ay = 6.438 x 10 4 in c = 0 in Ac = 0 in Interior yi = 8.95 x 10 3 in,; = 0.215 in Ay; = 1.922 x 10 3 in c; = 2.009 in Ac; = 0.867 in Sums: A = 0.43 in Ay = 0.868 in AYt Yc:= A yc = 2.018in t 12•t brt b1 t ; Ie 12 1r 12 1; 12 I = 0.00000574 in I = 0.00043 in I; = 0.00001 in 9570 SW Barbur Blvd Project Name Winco # 23 08 -KS -17594 Project # 080741 1 Suite One Hundred _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 � ENGINEERS Fax: 246 -1395 By MAM Ck'd !1 c Date 8 Page ID f )f • Tact := 1 + Acr 'iact := It + Aci leact := l + Ac leact = 0.867 in4 tract = 4.254 x 10 4 in liact = 0.867 in 'total leact + tract + liact 'total = 1.734 in "total S := S = 0.859 in • (ttotal — Yc) 'total Sb := Sb = 0.859 in Yc h p • = h h p = 203.28 in Sfinal St 2 n 'Ee''total 1 Pcr _ (2 12 Pcr = 6157 Ibf [(h [(hP)2.[1. in + C 'Ee''total) ft + t 1 3 Ccr := .5- Ee Ec Gc C = 7670 psi Load: w := 5 lbf perpendicuar to wall 3 ft 5 w h 1728 in 2 12•in ft w h • ft A = Ab + As A := + A = 0.355 in 384 •Ee''total 4 '(ttotal + t lbf P := 115 per lineal foot along top of wall ft P 9 P A Amax := P Amax = 0.361 in Delta max less than Delta allow? 1 — - h ` Cri.e— P cr Aallow 2 '40 Aallow = 0.847 in 1.5•w•h 2 • i ft + P•A ft fbmax S final fbmax = 2553 psi P•ft fcmax _ 12•t + ti•bi•in + fbmax fcmax = 2820 psi fcmax less than Ccr? C = 7670 psi OYi P ft Fc 12•t + t; bi•in F = 14332 psi Fc greater than fcmax? Fc less an � (.6)Fy? a— • 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd / (S Date 8 Page 1l Of P.201 D 5 ((4 bar; 1 - ( ► 5,z/Z 'f /5' 2Y7 2 / t 2Z = 251 ' ' 3 1 113 4c `, '135Z £ - 49/ _4 &/e— 39 295 d35z • X3524'-' J Vi Kr7, 2- rt,= : Psi ezttutoV P 4352• Mol (s. = ,416 bt%15 -0" 5-14-W1- Z I-I X 1-"X v/ = k t 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 • S4 Suite One Hundred Project Name Project # 080741 Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd AS Date 8 Page 12M Section F2 ANSI /AISC 360 -05 • This section applies to doubly symmetric I- shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4. Steel Section Properties Shape: W14X22 b 5.00 j in Lb = 7.00 ft t, = 0.34 in Cb = 1 00 conservatively taken to be 1, see section Fl for more t = 0.23 in information (page 16 1 -46) E = 29000 ksi r = 1.04 in Fy = 50' - - ksi C = 314 In s • d = 13.70 • _ in I 199.00 in kdes = 0:74 - - in l = 7.00 in S, = 29.00 ` in J = 0.208 in Z, = 33.20 • in Table 84.1 (page 16.1 - 16) for compact requirements, Case 1 Flanges: b/t = 7.46 . compact flange ) = 9.15 =0 38x E/F 'r 24.08 =1.0x E /F Table 84.1 (page 16.1 - 17) for compact requirements, Case 9 Web: h /t = ..53.17 compact web )`p= 90.55 =3.76x rE7 Tty Yielding F Ar 137.27 =5.70x E /F Lp = • 4.4 :in L = I.76r, — (EQ F2 -5, pi F,. E Jc ( 0 . 7 F Y S, h „ L. 125 in 1.,= l.95r „ 0.71,.�J',h„ I+ I +6.76f T Jr 1 , [EQ F2-6, pc f C its = . . .1:27 • . : in r 2 = S , w (EQ F2 -7, pc h ' 13.37: • in = d - tf c = 1.00 when L b s L p : M =F = • 1660 in - kip (EQ F2 - 1, pc Lateral Torsional Buckling z I 2 Frr = ( L n E /I +0. ;h ( Lb ) = 71 ksi (EQ F2 -4, pc k 1 YYv \\ rn /J <L 5L M„ =C, M,– (M, o.7F„s,) Lr — L when L r')] _ 4.f 1343 - in v b r• r r (L. – Lr / J v = 1 P (EQ F2 -2, pc whenL L M = F a S x 5M =.- 1660 in - kip [EQ F2-3, pc Allowable Stress Design: Ultimate Strength Design: Mn /0 = ; • , :. 804.1 iii -kip ! . 'AM„ = - ... - .1208:6: in -kip Mn/C1= 67 011`:,ft- kip: (IM„ _ ' 100.717 f1 -kip 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 _ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By MAM Ck'd g Date 8/4/08 Page 191 Steel Column /Beam Design -AISC 13th Addition Shape: HSS Shape Capacity = 0.15 < 1.0 Size: 4X4X3/16 ASD Axial Capacity, Chapter E Pr = 4.35 k, axial compression load Aeff = 2 58 in Mr, = 0.91 ft -k, strong axis moment Qa = 1 (Section E7, pg 16 1-42) Mr = 0.00 ft -k, weak axis moment Fe„ = 47.75 ksi, (Section E3 pg 16.1 -33) • Vr = 0.00 k, strong axis shear Fe = 47 75 ksi, (Section E3 pg 16.1 -33) Vr = . 0.00 ; k, weak axis shear Fcr„ = 30.74 ksi, (Section E3 pg 16.1 -33) Tr = 0.00 ft -k, torsional load Fcr = 30.74 ksi, (Section E3 pg 16.1 -33) K„ = 1.00 (Table C -C2.2, pg 16 1 -240) Pn„ = 79 k, (Section E3 pg 16 1 -33) Ky = _ . _.1 .00. : (Table C -C2.2, pg 16 1 -240) Pn = 79 k, (Section E3 pg 16.1 -33) L„ = 10.00 ft Moment Capacity, Chapter F L = 10.00• ft Seff„ = 3.1 in' Lv = N/A ft, (for round shapes) Seff 3.10 in' KUr x = 77.42 Mn„ = 14.07 fl-k, (Section F7 pgs 16.1- 55,56) KUr y = 77.42 Mn = 14.07 ft-k, (Section F7 pgs 16.1 - 55,56) E = 29000 ksi Shear Capacity: Chapter G Fy = 46 ksi kv = 5 (Section G5, pg 16.1 -68) Ag = 2.58 in` Cv„ = 1.00 (Section G2, pg 16.1 -65) t = 0.174 in Cv = 1.00 (Section G2, pg 16.1 -65) Z„ = 3.67 in' Aw„ = 1.21 In (Section G5, pg 16.1 -68) Z = 3.67 in' Aw = 1.21 in (Section G5, pg 16.1 -68) S„ = 3.1 in" Fcr = N/A ksi, (Section G6, pg 16.1 -68) S = 3.1 in' Vn„ = 33.4 k, (Section G2, pg 16.1 -65) = 6.21 in` Vn = 33.4 k, (Section G2, pg 16 1 -65) l = 6.21 in` Torsional Capacity: Chapter H r = 1.55 in Fcr = 27.60 ksi, (Section H3 pg 16.1 -75) r = 1.55 in C = 5.07 torsional shear constant i) = 1.67 (Section El, pg 16.1 -32) Tn = 11.7 ft-k, (Section H3 pg 16.1 -74) t?b = 1.67 (Section F1, pg 16.1 -46) Allowable Capacties: Rn / fl (ASD); Rn • (LRFD) fl = 1.67 (Section Cl. pg 16.1 -64) (ASD) Pc, k Mc, ft-k Vc, k Tc, ft-k OT = 1.67 (Section H3, pg 16.1 -74) x -axis 47.5 8.4. ' 20.0 7.0 (1). = 0.9 (Section El, pg 16 1 -32) y -axis . 8.4 20.0 4 = 0.9 (Section Fl, pg 16.1 -46) Interaction Equations: cl)„ = 0.9 (Section G 1, pg 16.1 -64) = 0.9 (Section H3, pg 16.1 -74) Pr /Pc = 0.09 b /t„ = 20 Tr/Tc = b /t = 20 0.15 < 1.0 OK b/t � = 28.12 (compact limit) Table B4.1 16.1 -17 Equation H1-1b, AISC 13 ed., pg 16.1 -70 b/t ?, = 35.15 (noncompad limit) Table B4 1 16.1 -17 I Use HSS 4X4X3/16 h /t„ = 20 hit = 20 h/t � = 60.76 (compact limit) Table B4.1 16 1 -17 h/t = 143.12 (noncompact limit) Table B4.1 16.1 -17 D/t = 0 Section is Compact in the strong axis (x) Section is Compact in the weak axis (y) 9570 SW Barbur Blvd Winco # 23 08 -KS -17594 Suite One Hundred Project Name Project # 080741 111/ Portland, OR 97219 -5412 Location Tigard, Oregon MILLER Client Imperial Manufacturing CONSULTING (503)246 -1250 I ENGINEERS Fax: 246 -1395 By MAM Ck'd Xc Date 8 Pagel �{ ��