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Plans ■F Zarosinski Engineering & Design, Inc. RECEIVED 1400 NW 155` Circle SEP 0 Q 2011 o Vancouver, WA 98685 Phone: (360) 513 -2746 CITY OFTIGARD ZAROSINSKI yy.. Email: dzaro(aozarocng. com BUILDING DIVISION ENG lNEERI NG DES GN ' A' Calculations for Anchorage and Foundation Design Tank is classified as an Occupancy Category III requiring an importance factor of 1.25 For 6000 Gallon Nitrogen Tank At Plastic - Metals Tech 7051 SW Sandberg Rd. Tigard, Oregon 97223 For Stride Construction Calculation by Dean P. Zarosinski PE CITY O-�,,T� August 25, 2011 T T [ � � Approved ... Conditionally Approved [ ] See Letter to: Follow [ ] Attache. ' r r r � Permit Number: a ! „r, - 00 ' rri ' Addr- di0 I* : � *� st , N K ' B . Dater 16 d i y' &WM / °\ ON r OFFICE COPY . XPIi S: G -3o- Zarosinski Engineering & Design, Inc. 1400 NW 155 Circle • Vancouver, WA 98685 � p Phone: (360) 513 -2746 ZAROSINSKI Email: dzaro@zaroeng.com ENGINEERING 8 DESIGN Calculation Sheet for Plastic - Metals Tech 7051 SW Sandburg Rd. Tigard, OR 97223 PA&E eir- / /A/6 Mo//te'' / - 6, 2 / 3! r OA" LEE. 5, /4 Az- , iz- / G ®m,o = / ° x 3 /o// 8 /''-f oG� ,� 3, �� Y /-//L77 fT 14I-Cv c -77 0 /`1--_5 S, ®cJ / 1/ 0 4,7-S li/s/ j e, -- N00 - 4,90z , /4 / /50 Ax-AX /77-7/ Ci /-/ / , k_;7 )4./ L U614-44-77•CWS "W® .". 7 A /8 c` pd o ,v,d/4-77 ®s ( Pie) to /7771 Zarosinski Engineering & Design, Inc. 1400 NW 155`'' Circle G Vancouver, WA 98685 Phone: (360) 513 -2746 ZAROSINSKI Email: dzaro<<?zaroeng.com CNOINCERINO A DESIGN Calculation Sheet for Plastic - Metals Tech 7051 SW Sandburg Rd. Tigard, OR 97223 'PACE 2 0 5) M d 5 1 A as 6M 7" `p O - ry - D MA T i � 1 1 SA 4 $fit ��C TZ D�l t' 5Q Q A-12-EL A0I &.61 -' 5u Peo re S • mot KL. I ■.t V T14 ! 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STRIDE CONSTRUCTION ® ®® Title: 7051 SW Sandburg Rd. 9222 SE Woodstock Blvd, Portland Or 97266 Tigard, Or. 97223 PH #503- 771- 9606/FX #503 - 771 -1871 Date: 503- 771 -9606 FAX 503- 771 -1871 CCB #60395 CORPORATION INNER VESSEL DESIGN DATA M1 " C - 11517988 Model: VS -3000 THRU 6000 - 13-3/4 (349] - PSIG 175 250 400 500 50- 1/4(12761 _ MAWP: 2 s/s([67]- - 8 I/ ?[2161 � /2(1S ^ barg 12.07 17.24 27.58 34.41 ±1 (1,61 TYP 3 PLCS 0 78 -5/8 [1994 up DESIGN PSIG 189 7 264 7 414,1 514.7 4. 5/16(1101- REF PRESSURE borq 13 08 18.25 28,59 35.49 CODE COMPLIANCE: ASME SECTION VIII DIVISION I _ ° F -320 TO 100 r � \ \ X63 1/2 - 8612F DESIGN ° ° L- (�- +---t- 5/ ° 6131 RD TEMPERTURE ° C 1- 195.56 TO 37 78 t 1 ° ou 16/ VESSEL MATERIAL OF CONSTRUCTION: SA553 90 NICKEL STEEL 1 7P REF DIAMETER 16- 1/4(41 I 5/811941 _ _ REF OUTER VESSEL DATA 8:1/16 + [ s 1 -1 T J CODE COMPLIANCE: (FULL VACUUM PER C -34I - ,- -�- DESIGN ° E 20 TO 300° , 4 1 � H 6f 1 E H TEMPERATURE ° C I - 28 89 TO 148 9 LUG 1 i L I RE VESSEL MATERIAL OF CONSTRUCTION: A36 CARBON STEEL DIAMETER �I 1ii83e FILL REF INSULATION TYPE: VACUUM AND MULTILAYER INSULATION i 0 EVACUATION CONNECTION: 3- 1 /2' PUMPOUT PORT (4 PLCS) pQL�Fj0�8 LA_Y_OUI VACUUM GAUGE CONNECTION: HASTING DV6R FOOT PAR TOP VIEW BUILDING CODE: 1- 3/ 8 [351 INK SCALE N/A A DESIGNED FOR CURRENT BUILDING CODE SEE MVE TYP 3 PLCS USC POLICY lINP -180 SCALE 1/8 WEIGHTS AND SHIPPING DATA MODEL: VS -3000 VS -6000 MAWP PSIG 175 250 400 500 175 250 400 500 barq 12 01 17 24 27.58 34 47 12.07 17.24 27.58 34.47 WEIGHT POUNDS 12,600 13,500 16,400 18,300 22,200 24,500 29,700 33,000 1 1 EMPTY KILOGRAMS 5,720 6,130 7,440 8,301 10,070 11,120 13,480 14,969 I 1 li r OXYGEN POUNDS 41,600 42,500 45,400 47,200 77,900 80,200 85,400 88,700 _ -- KILOGRAMS 18,870 19,280 20,600 21,410 35,340 36,380 38,740 40,234 WEIGHT NITROGEN POUNDS 33,100 34,000 36,900 38,800 61,600 63,900 69,100 72,400 FULL KILOGRAMS 15,020 15,430 16,740 17,599 27,950 28,990 31,350 32,840 ARGON POUNDS 48,000 48,900 51,700 53,600 90,200 92,500 97,700 101,000 TANK HEIGHT _ KILOGRAMS 21,780 22,190 23,500 24,313 40,920 41,960 44,320 45,813 MODEL DIM "A REF SHIPPING INCHES (L ' W , H) 228 x 86 x 86 382 x 86 x 86 VS-3000 228[5,791 21 DIMENSIONS MM'S (L N W r Hl 5,791 x 2,184 x 2,184 9,703 x 2,184 x 2,184 VS-E000 382[9,702.81 CAPACITIES MODEL: VS -3000 VS -6000 GROSS GALLONS 3, 1 58 6,075 APPROVED DAIS CAPACITY (COLD) LITERS 11,954 _ 22,996 _ ao 01 =29 =01 I` NET GALLONS 3,037 5, 841 0 NA 2 -8 -01 (((I/O'] USED oN ITVAS(1 111111. ASS) (COLD) LITERS I 1 , 496 22, 1 1 1 A - RLLEASED FOR PRODUCT 111 5 7% 1/155 1 88K 3-13-01 09+ RJR 2-06-01 APP] ICATION IOUANIIII REG'0 SCF 349, 000 672,000 REV ECR NO REVISION DESCRIPTION BY DATE D5 2 -08 -01 TD Storage Systems Dimon OXYGEN ENE 114(64IALS AND INFORMATION, INCLUDING 1[1[ MAN'L ON FAS 2-01.01 New Prague Operations NM3 9,100 17,600 PRINCIPLE] OF 0(S1(4CONFAINE0111111$PRINT, SEE 0 0 8, )M1 GHE 2 6 -01 1'' &D VS 3000 THRU 6000 GASES EQUIVALENT IS THE INCLUSIVE P(04(01101 CIRRI INC , AND AT 1 ATM AND 70 ° F/ NITROGEN SCF 282 000 543, 000 D I /IN( o1NCNP sE SPEC 10 804 S PIE D , OR LOANED, P A RT OR ROLE, PART NUMBER i o A [114 INCHES oo ti a ,75/2501400/530 0a"1e ASME S COIUIDEIITIAL AND PROPRIETARY INFORMATION NM3 7,400 400 1 4 , 200 THIS INFORM /110/ NAY NOT D( REPRODUCED, 10 A[; I ATM AND 0 ° C C- 11517988 A ARGON SCE 341 , 000 657, 000 1N /ORUA11011 NA N/A "E[ :„ [, NM3 8,900 1 7, 200 011R0Ui CHARTS PRIOR 'R lE CONSENT 11517988 I e1e<[DICIN4LS_ NA _.__ 1N0 I OF 1 ZAROSINSKI ENGINEERING & DESIGN INC Title • H0239 -9 Stride Maxtec Job # H0239 -9 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment TEL: 360- 513 -2746 EMAIL: dzaro @zaroeng.com Project Notes DEAN P. ZAROSINSKI PE x ;' F,ild "c: \aa wca62011 projects1h ,189= 10.'sttide tiga �dlcalculaf�ons1h0189 1 0 calcs e F?ro ectln = ' W��; `' ENERCALC dNC.. 1983 -2008• Vei< 6.0:21 N 48068 i& �KW- 6600603` � 1License Owner ZARQS[NSK ENGINEERING & DES1G,N NC Description • Project Title : H0239 -10 Stride Plastic Metals Description : Tank Foundation Design with Attachment I.D. : H0239 -10 Address : Plastic - Metals Tech., 7051 SW Sandberg Rd., Tigard, OR 97223 Project Leader : Dean P. Zarosinski PE Phone : 360- 513 -2746 Fax :360- 576 -8698 eMail : dzaro @zaroeng.com Project Notes 8 -0" Diameter tank 31' -10" from base to top of tank, 1' -8.." legs. Weight when full =63.9 K empty = 24.5 K ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -3 Stride Jewell Manufactoring Job # H0239 -7 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE VANCOUVER, WA 98685 Project Desc,• Nitrogen Tank Foundation Design with Attachment TEL: 360- 513 -2746 EMAIL: dzaro @zaroeng.com Project Notes DEAN P. ZAROSINSKI PE �_. �. F�F ;'' "File:;caaa work12011� roject s�i0239- 6'tac steellcaculations1h0239 -7 Tacoma steel calc.e,:3t� Caie t' I �;. -, ;° ENE :� �`" '� - RGALC; ING`1983= '2008;�Vef°6:0.2't N:480 6� Clc '#taIKW O60O6a36. , : _ , ` R N �M '��' `� �,� ..� . � OL Lirense4')whet i7. ARUStNSKtENG #NEER #NG;14i.CtESMN3NCB Description : Client Company : Address :, , Phone : Fax : eMail : Contact : Alternate Contact : Client Notes : ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -10 Stride Plastic Metals Job # H0239 -10 1400 NW 155TH CIRCLE Dsgnr• Dean P. Zarosinski PE VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment TEL: 360 - 513 -2746 EMAIL: dzaro @zaroeng.com Project Notes DEAN P. ZAROSINSKI PE "'% i�:, ' °� ' `� %;`File"claa work\ 2011 "' ro'ectslh0189a10 snide ti `ardlcalculationslh0189 =10 calcs.ec6 �` - �.: v ✓,3h.� ,,, ,�r�,,'•� , �f ; -�a. "=;�. � %y;,, s7r"��"'���'�;:' ..e ;<, e, , . AS 054Se Fa c t orIDete n5i atio °I . ,� � , g ,., �� ,�,� ;� „,4,, ��; � ENERCALC ING .1983 2008�Ver°,6 0 21 N',48068 #. KW-t 60460.36 y ` -' 4 , , i nice ise 0tifit►et CZAROSIN ENGINEERLNG & DESI,GN INC Description : Tank Seismic Calculation for Attachment "_Occupancy Category ?, ' ' _• s :. , _ Calculations per IBC 2006 & ASCE 7 - 05 Occupancy Category of Building or Other Structure "II” . All Buildings and other structures except those listed as Category I, Ill, and IV ACSE 7 -05, Page 3, Table 1 -1 Occupancy Importance Factor = 1 ACSE 7 -05, Page 116, Table 11 5 -1 "Ground Usirig.UsGS Database I ties ASCE 7 -05 9 4 1 1 Max Ground Motions, 5% Damping : Longitude = 122.778 deg West SS = 0.94417 g, 0 2 sec response Latitude = 45.442 deg North S 1 = 0.33957 g, 1.0 sec response Location : PORTLAND, OR 97223 :Site Ciass`,Site'Coeff ; and Desig` Category Site Classification "E" Shear Wave Velocity must be less than 6 = E ASCE 7 -05 Table 20 3 -1 Site Coefficients Fa & Fv Fa = 0,97 ASCE 7 -05 Table 11.4 -1 & 114 -2 (using straight -line interpolation from table values) Fv = 2.64 Maximum Considered Eartquake Acceleration S MS = Fa * Ss = 0 913 ASCE 7 -05 Table 11.4 -3 S M1 = Fv * S1 = 0.897 Design Spectral Acceleration S DS S MS 213 0.609 ASCE 7 -05 Table 11.4 -4 S D1 = S M1 * 2/3 = 0.598 Seismic Design Category = D ( SDS is most severe) ASCE 7 -05 Table 11.6 -1 E ResistingsSykteln 4, „ ; ° j "' .. ' 1 ASCE 7 -05 Table 12.2 -1 Basic Seismic Force Resisting System Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems Steel Systems Not Specifically Detailed for Seismic Resistance (except cantilevers) Response Modification Coefficient " R " = 3.00 Building height Limits System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 3.00 Category "C" Limit No Limit Category "D" Limit Not Permitted NOTE! See ASCE 7 -05 for all applicable footnotes Category "E" Limit: Not Permitted Category "F" Limit. Not Permitted R edundant Factor; :, ASCE 7 -05 Section 12.3.4 Seismic Design Category of D, E, or F, Redundancy Factor " p " Set by User to = 1 0 h Lateral.FOf,C2,PCOCedure„ ;;;, ,_t:,? _ " _ ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7- 0512.8 DetermpineBuildingPe,'r, od „” ^' x l` Use ASCE 12.8-7 Structure Type for Building Period Calculation . STEEL 100% Moment Resisting Frame " Ct " value = 0.028 " hn " Height from base to highest level = '19.50 ft "x " value = 0 " Ta " Approximate fundemental period using Eq 12.8 -7 : Ta = Ct * (hn ^ x) = 0.301 sec "TL" : Long - period transition period per ASCE 7 -05 Maps 22 -15 -> 22 -20 16.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.301 sec 3 "Cs;,"Response Coefficient 1 :< : ASCE 7 - 05 Section 12 8.1.1 S DS : Short Period Design Spectral Response = 0,609 From Eq. 12 8 -2, Preliminary Cs = 0 203 " R " Response Modification Factor = 3.00 From Eq. 12 8 -3 & 12 8 -4 , Cs need not exceed = 0.661 " I " : Occupancy Importance Factor = 1 From Eq. 12.8 -5 & 12 8 -6, Cs not be less than = 0.010 User has selected ASCE 12.8.1.3: Regular structure, Cs : Seismic Response Coefficient = S Ds J (RII) = 0.2029 Less than 5 Stories and with T «= 0.5 sec, SO Ss < =1.5 for Cs calculation ZAROSINSKI ENGINEERING & DESIGN INC Titlo: H0239-10 Stride Plastic Metals Job # H0239-10 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski FE VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment TEL: � Project Notes EMA|Ldzom@zamong.com DEAN P. ZAROSINSKI PE ENERBAtkc,INn9,83-:20085,,Vei: 6.0. 21,f f1:4 8068 a Description : Tank Seismic Calculation for Attachment B�|omio�a��Ghear--- ' � - � ����\� ' � Calculated ASCE Section �== � --_' ���'w_..^m '�' . � 03 Cs = 0.2029 from 12.8.1.1 W( see Sum Wi below )~ 63.90 k Vertical Distribution of Seismic Forces Seismic Base Shear v~ Cs *W ~ 12.96 k ^x^ xx exponent based vnTa~ 1.00 Table of buildin Weights by Floor Level... Level # wi Weight Hi. Height (wi`Hi)^k Cm Fx=Cvx * V Sum Story Shear Sum Story Moment Sum w/~ 63.90 k Sum Wi * Hi = 1.077.09 k-ft Total Base Shear = 12.96 k Base Moment ~ 218.7 k-ft ''b �f1], ASCE zOo052.0.4.4 Level # Wi Fi Sum Fi Sum Wi Fpx 1 03.00 12.98 12.96 63.00 12.96 Wpx Weight at level of diaphragm and other structure elements attache to it. F| Design Lateral Force applied at the level. Sum Fi Sum of tat. Force" of current level plus all levels above MIN Req'd Force Level 0.20 ^S ° | ° YVpx MAX Reqd Force @ Level 040 °S ° | ~ VVpx Fpx: Design Force @ Level YVpx Current level, n~ Top Level i,"LvVif| Anaforaga� 0 ��` �N�������. � ^�a:, -4 Concrete & Masonry Wall Normal Force: Minimum Force per ACSE 7-05 12.11.1 Minimum Factor: 0.48°SDS^ Importance °Weight = 0.2435 ~Weiqht Concrete & Masonry Wall Anchorage Seismic Design Category ^C^&^D^ per ACSE7-05 12.11,2.1 Actual Wall Weight Tributary to Anchor = |bs/|in.h Fp : Anchorage Design Force. . . Rigid Diaphragm Design Force =0.40°SDS°|~Trib. Weight = 0.00 lbs / foot Flexible Diaphragm Design Force = 0.80 * SDS * I * Trib. Weight = O.00|bo/foot tolAbinp«"M�� ��� 51' xnCsF000*.z.a � Qe E Load Description Dead Load Seismic Loa H & V Load Effec 0.000 0.000 s~P^Qo~0.20 = 0.00 0.000 0.00 s= = 0.000 0.000 O000 ~P'uo+o '»ub 'u = 0.000 0.000 0.000 s= ~ 0.000 8.000 0.000 s~n~Oo~020 *SOS `o = 0800 0.000 0.000 E~P`0* ~020`SoS~o = 0.000 0.000 0800 s~v~Qa~020`SoS = 0.080 0.000 0.000 E~ = 0.000 ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -3 Stride Jewell Manufactoring Job # H0239 -7 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE ' VANCOUVER, WA 98685 Project Desc : Nitrogen Tank Foundation Design with Attachment TEL. 360- 513 -2746 EMAIL: dzaro @zaroeng corn Project Notes DEAN P. ZAROSINSKI PE Filei e:Vaa w ork120,11Rpro je c1s1h 0239 ; 6 Tac steelCcalculatimnslfi0239 = 7 t acomasteel:cale.ec6 A► SCE %57� = .Sect 6.4, 11AWFR " m " I fed "Forces.. :.:. AC ,;� : , „� w t'��''' 's�' ENERCALC;' INC:. 1983'2008;Vei ° Lig ; #z...KW= 06006036 , ' .. . License;'Owner ZAROSINSKI ENGINEE RING & E ESIGNINC Description : -- None -- Analytical aft eS ;,,„ Calculations per IBC 2006 & ASCE 7 -05 V Basic Wind Speed per Sect 6.5.4 & Figure 1 110.0 mph Values based on wind speed are interpolated between tablular values Roof Slope Angle 0 to 5 degrees Occupancy per Table 1 -1 III Buildings and other structures that represent a substan hazard to human life in the event of a failure. Importance Factor per Sect 6 5.5, & Table 6 -1 1.15 Exposure Category per 6 5 6 3, 4 & .5 Exposure B Mean Roof height 11.340 ft "Lambda” is interpolated between height tablular values. Lambda per Figure 6.2, Pg 40 1.00 Effective Wind Area of Component & Cladding 10.0 ftA2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 rN.•• Minimum Additional Load Case per 6.4.2.1.1 = PSF on entire vertical plane Desigrr�WintlPressur es • • • • p p Horizontal Pressures ... Zone: A = 22.08 psf Zone: C = 14.61 psf Zone B = -11.50 psf Zone. D = -10.00 psf Vertical Pressures . . Zone: E _ -26 57 psf Zone G = -18.40 psf Zone: F = -15.07 psf Zone: H = -1162 psf Overhangs . . Zone Eoh = -37.15 psf Zone' Goh = -2910 psf & Minimum Additional Load Case per 6.4.2.1.1 =10 PSF on entire vertical plane , DesignWind=Pressu�es ;3 Design Wind Pressure = Lambda * Importance * Table 1609.6.2.1(2) & (3) Pressures Roof Zone 1 : Positive : 10.235 psf Negative : -25 070 psf Roof Zone 2 . Positive : 10.235 psf Negative . - 41.975 psf Roof Zone 3 Positive . 10.235 psf Negative • - 63.250 psf Wall Zone 4 : Positive : 25 070 psf Negative - 27.140 psf Wall Zone 5 : Positive : 25 070 psf Negative - 33.465 psf Roof Overhang Zone 2 - 36.110 psf Roof Overhang Zone 3 -59 340 psf ZAROSINSKI ENGINEERING & DESIGN INC Title H0239-10 Stride Plastic Metals Job #H0239-10 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE ' VANCOUVER, WA 98685 Project Desc.. Tank Foundation Design with Attachment TEL: � Project Notes • EMAIL' dzaro©zaroeng corn DEAN P, ZAROSINSKI PE I Description : Tank Foundation total tank weight = 63 9 K ` ' 'ben era iiiitOiriiitiiiri '� ' -1 Calculations �rIBC uVV*.CaCa007.AC|z1u'u5 Material Properties Soil Design Values f'c. Concrete 28 day strength = 3.0 ksi Allowable Soil Bea = 1.50 ksf Fy:RobarYield = 60.0 ksi Increase Bearing By Footing Weight = No Ec' Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 4` Values Flexure = 0.90 Shear ~ 0.850 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 15.0 ft Min Steel % Bending Rai f. = .00140 Allow, Pressure Increase per foot of depth = ksf Mm Allow % Temp Reinf. = .00140 when base footing is below ~ ft Mi Overturning Safety Factor = 1.5U:1 Mi Overturning Safety Factor = 1.50 : 1 Increases based on footing Width AutoCaic Footing Weight as DL : Yes Allow. Pressure Increase per foot of width = ksf AutoCalc Pedestal Wei ht as DL : No when footing is wider than = ft �0 - � "''' - '`_^ ��'At , Width along X-XAxis = 14.08 Length along Z-Z Axi = 14.0 ft Footing Thickne . 18.0 in Mimmusimusionewit Load location offse from foo nVoontec' i fil.._,zilo',ftilintilliliESItkilp',,;,. MI ex:�nng�XAxis = 0 in � � ez : Along Z-Z Axis = 0 in i Millatit 15 ', '1 '1111111e1111116 Pedestal dimensions... ;=-: BS = in �' ^ 111 wk Vale VINIEC ARMIN ~ in pz : Along Z-Z Axis Height ~ in i Rebar Centerlin of Concrete.. at Bottom of footing = 3.0 in I �`` . + MIIIMEEIMMIE `2 Re " 4 A: m��m�'m�m�r�� _ Bars | along X-X Axis Numb�ofBu� ~ 15.0 . w0" j Reinforcing Bar Size = # 5 z Bars along Z-Z Axis Number ofBars = 15.0 Reinforcing Bar Siz = # 5 Bandwidth Distribution Check yvC|15.4.&g / '�� , � m �� DimotionRoquihngCloser Sopar$ion n/a �� � ` ^_ _+e n � I ~��~ �. _�_ # Bars required within zone = n/a - # Bars required on each side of zone = n/a - ied i~ � °' �,.�N __ � . ~_ ''- ~'- ___ -__� _- D b L S W E H P. Column Load = 24.50 39.40 k OB : Overburden = ksf - M-xx = 218.70 k-ft M-zz = 21870 k-ft _ V-x . 10.0 12.060 k V-z = 10.0 12.900 k - ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -10 Stride Plastic Metals Job # H0239 -10 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment • TEL' 360 - 513 -2746 Project Notes : EMAIL: dzaro @zaroeng.com DEAN P. ZAROSINSKI PE ' " - a ,,, FiI : c \aa wor k12011-' ro ectki0189' t0 ktride ti and\ calculations \64169=10 caIcs ec6" General F o •t in ` `Desi ' � � -r; " "- 3�. 9. a •Mg .IN ° V r 8 ,,:. ENERGALC Ci 1983 =2008 e . 6.021. N. 068 Lrc ' tl800iai6 , ,' _..,' '„ .._ °, ...,.,. License t)wner tsZAROSINSKI ENGINEERING,8r` DESIGN 1NC Description : Tank Foundation total tank weight = 63 9 K iDESIGN,,3.SUMMARr;;,;;.::,. :; m- .. ,,� �' Design fltc Min. Ratio Item Applied Capacity Governing Load Combination PASS 0 50866 Soil Bearing 0 7630 ksf 1.50 ksf +D+0.750L+0 750S -0.5 PASS 2.4863 Overturning - X -X 170.10 k -ft 422.919 k -ft 0.9D +E /1.4 PASS 2.4863 Overturning - Z -Z 17010 k -ft 422.919 k -ft 0,9D +E /1.4 PASS 7.1318 Sliding - X -X 13.0 k 92.7138 k 0.66D +1.3W PASS 7.1318 Sliding - Z -Z 13.0 k 92.7138 k 0.66D +1.3W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.93821 Z Flexure ( +X) 21.0343 k -ft 22.4196 k -ft +1.20D+0.50L+0.20S +E PASS 0 93821 Z Flexure ( -X) 21.0343 k -ft 22.4196 k -ft +1.20D+0.50L+0.20S -1 PASS 0.93821 X Flexure ( +Z) 21.0343 k -ft 22.4196 k -ft +1.20D+0.50L+0.20S +E PASS 0.93821 X Flexure ( -Z) 21.0343 k -ft 22.4196 k -ft +1.20D+0.50L+0.20S -1 PASS 0.25295 1 -way Shear ( +X) 23.5528 psi 93.1128 psi +1.20D+0.50Lr +1.60L+ PASS 0.25295 1 -way Shear ( -X) 23.5528 psi 93.1128 psi +1.20D+0.50Lr +1.60L+ PASS 0.28209 1 -way Shear ( +Z) 26 2659 psi 93.1128 psi +1.20D+0.50L+0.20S +E PASS 0.28209 1 -way Shear ( -Z) 26.2659 psi 93.1128 psi +1.20D+0.50L+0.20S -1 PASS 0.84930 2 -way Punching 158.161 psi 186.226 psi +1.20D+0.50Lr +1.60L+ ,TDetailed:Results' "qtrr Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X, +D 1.50 ksf n/a 0.0 in 0.34250 ksf 0.34250 ksf n/a ksf n/a ksf 0.228 X -X, +D +L +H 1.50 ksf n/a 0.0 in 0.54352 ksf 0.54352 ksf n/a ksf n/a ksf 0 362 X -X, +D +Lr +H 1.50 ksf n/a 0.0 in 0.34250 ksf 0.34250 ksf n/a ksf n/a ksf 0.228 X -X, +D+0.750Lr+0.750L+H 1.50 ksf n/a 0.0 in 0.49327 ksf 0.49327 ksf n/a ksf n/a ksf 0.329 X -X, +D +NI +H 1.50 ksf n/a 2.6814 in 0.31014 ksf 0.37486 ksf n/a ksf n/a ksf 0.250 X -X, +D+0.70E +H 1.50 ksf n/a 29.7985 in 0.0 ksf 0.70286 ksf n/a ksf n/a ksf 0.469 X -X, +D- 0.70E +H 1.50 ksf n /a- 29.7985 in 0.70286 ksf 0.0 ksf n/a ksf n/a ksf 0 469 X -X, +D+0.750Lr+0.750L+0.750W +H 1.50 ksf n/a 1.3964 in 0.46899 ksf 0.51754 ksf n/a ksf n/a ksf 0.345 X -X, +D+0.750L+0.750S+0.750W +H 1.50 ksf nla 1.3964 in 0.46899 ksf 0.51754 ksf n/a ksf n/a ksf 0.345 X -X, +D+0.750Lr+0.750L+0.5250E+H 1.50 ksf n/a 15.5180 in 0.22354 ksf 0.7630 ksf n/a ksf n/a ksf 0.509 X -X, +D+0.750Lr+0.750L- 0.5250E +H 1.50 ksf n/a- 15.5180 in 0.7630 ksf 0,22354 ksf n/a ksf n/a ksf 0.509 X -X, +D+0.750L+0.750S+0.5250E +H 1.50 ksf n/a 15.5180 in 0.22354 ksf 0.7630 ksf n/a ksf n/a ksf 0.509 X -X, +D+0.750L+0.750S- 0.5250E +H 1.50 ksf n/a- 15.5180 in 0.7630 ksf 0.22354 ksf n/a ksf n/a ksf 0.509 X -X, +0.60D+W+H 1.50 ksf n/a 4.4689 in 0.17314 ksf 0.23786 ksf n/a ksf n/a ksf 0,159 X -X, +0.60D+0.70E +H 1.50 ksf n/a 49.6642 in 0.0 ksf 0.66303 ksf n/a ksf n/a ksf 0.442 X -X, +0.60D- 0.70E +H 1.50 ksf n /a- 49.6642 in 0.66303 ksf 0.0 ksf n/a ksf n/a ksf 0,442 Z -Z, +D 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.34250 ksf 0.34250 ksf 0 228 Z -Z, +D +L +H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.54352 ksf 0.54352 ksf 0 362 Z -Z, +D +Lr +H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.34250 ksf 0.34250 ksf 0,228 ,- Z -Z, +D+0.750Lr+0,750L +H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.49327 ksf 0,49327 ksf 0 329 Z -Z, +D +W +H 1.50 ksf 2.6814 in n/a n/a ksf n/a ksf 0.31014 ksf 0.37486 ksf 0.250 Z -Z, +D+0.70E +H 1.50 ksf 29.7985 in n/a n/a ksf n/a ksf 0.0 ksf 0.70286 ksf 0.469 Z -Z, +D- 0.70E +H 1.50 ksf - 29.7985 in n/a n/a ksf n/a ksf 0.70286 ksf 0.0 ksf 0.469 -, Z -Z, +D+0.750Lr+0.750L+0.750W +H 1.50 ksf 1.3964 in n/a n/a ksf n/a ksf 0.46899 ksf 0.51754 ksf 0.345 Z -Z, +D+0.750L+0.750S+0.750W +H 1.50 ksf 1.3964 in n/a n/a ksf n/a ksf 0.46899 ksf 0.51754 ksf 0.345 Z -Z, +D+0.750Lr+0.750L+0.5250E +H 1.50 ksf 15.5180 in n/a n/a ksf n/a ksf 0.22354 ksf 0.7630 ksf 0 509 Z -Z, +D+0.750Lr+0.750L- 0.5250E +H 1.50 ksf - 15.5180 in n/a n/a ksf n/a ksf 0.7630 ksf 0.22354 ksf 0.509 Z -Z, +D+0.750L+0.7505+0.5250E +H 1.50 ksf 15.5180 in n/a n/a ksf n/a ksf 0.22354 ksf 0.7630 ksf 0.509 Z -Z, +D+0.750L+0.750S- 0.5250E +H 1.50 ksf - 15.5180 in n/a n/a ksf n/a ksf 0.7630 ksf 0 22354 ksf 0.509 Z -Z, +0.60D +W +H 1.50 ksf 4.4689 in n/a n/a ksf n/a ksf 0.17314 ksf 0.23786 ksf 0.159 Z -Z, +0.60D+0.70E +H 1.50 ksf 49.6642 in n/a n/a ksf n/a ksf 0.0 ksf 0.66303 ksf 0.442 Z -Z, +0.60D-0,7,0,E+171 1.50 ksf - 49.6642 in n/a n/a ksf n/a ksf 0.66303 ksf 0 0 ksf 0 442 Overturning Stab llity Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, D None 0.0 k -ft Infinity OK X -X, D +L None 0.0 k -ft Infinity OK ZAROSINSKI ENGINEERING & DESIGN INC Title . H0239 -10 Stride Plastic Metals Job # H0239 -10 1400 NW 155TH CIRCLE Dsgnr: Dean P. Zarosinski PE • VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment TEL: 360- 513 -2746 EMAIL: dzaro @zaroeng.com Project Notes DEAN P. ZAROSINSKI PE " ;' '"� • - ,„ , Fil c :Caa k„ "roe' ' ' E ALC,;ti ar u s1h0 cal. „ ec6 ;. ` „... , ��G 'eneral : F oo t i ' n "; Deli " n ; 1,� . � -� � E �r„ � � 1 ? , � . ENERC LC NC ;1 ., 6 0 21 N 8E168 Lice: # .- 06006036 , , -s � .. - : , License 0w QSINSKI ENGINEERING & DESIGN INC Description : Tank Foundation total tank weight = 63 9 K 'Ove turni ;:;; u Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, 0.66D +L +1.3W 19.50 k -ft 589.073 k -ft 30.2089 OK X -X, D +L +E /1.4 17010 k -ft 745.710 k -ft 4.3840 OK X -X, D +L -E11.4 170.10 k -ft 745.710 k -ft 4.3840 OK X -X, 0.66D +1 3W 19.50 k -ft 313.273 k -ft 16.0653 OK X -X, 0.9D +E /1.4 170.10 k -ft 422.919 k -ft 2.4863 OK X -X, 0.9D -E /1.4 170.10 k -ft 422.919 k -ft 2.4863 OK Z -Z, D None 0.0 k -ft Infinity OK Z -Z, D+L None 0.0 k -ft Infinity OK Z -Z, 0.66D +L +1.3W 19.50 k -ft 589.073 k -ft 30.2089 OK Z -Z, D+L +El1.4 170.10 k -ft 745.710 k -ft 4.3840 OK Z -Z, D +L -E /1.4 170.10 k -ft 745.710 k -ft 4.3840 OK Z -Z, 0.66D +1.3W 19.50 k -ft 313.273 k -ft 16.0653 OK Z -Z, 0.9D +E /1.4 170.10 k -ft 422.919 k -ft 2.4863 OK Z -Z, 0.9D -E /1.4 170.10 k -ft 422.919 k -ft 2.4863 OK liding,Stability; ,°, ... ; :,' _.. Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X -X, D 0.0 k 101.665 k No Sliding OK X -X, D +L 0.0 k 117.425 k No Slidina OK X -X, 0.66D +L +1.3W 13.0 k 108.474 k 8.3441 OK X -X, D +L +E/1.4 9.2571 k 117.425 k 12.6848 OK X -X, D +L -E /1.4 - 9.2571 k 117.425 k 12,6848 OK X -X, 0.66D +1.3W 13.0 k 92.7138 k 7.1318 OK X -X, 0.9D +E/1.4 9.2571 k 98.9793 k 10.6922 OK X -X, 0.90 -E /1.4 - 9,2571 k 98.9793 k 10.6922 OK Z -Z, D 0.0 k 101.665 k No Slidina OK Z -Z, D +L 0.0 k 117.425 k No Slidina OK Z -Z, 0.66D +L +1.3W 13.0 k 108.474 k 8.3441 OK Z -Z, D+L +El1.4 9.2571 k 117.425 k 12,6848 OK Z -Z, D+L -E/1.4 - 9.2571 k 117 425 k 12.6848 OK Z -Z, 0.66D +1.3W 13.0 k 92.7138 k 7.1318 OK Z -Z, 0.9D +E /1.4 9.2571 k 98.9793 k 10.6922 OK Z -Z, 0.9D -E/1.4 - 9.2571 k 98.9793 k 10.6922 OK Footin Flexure .. r. e Footing Flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top ? As Req'd Gym. As Actual As Phi *Mn Status X -X, +1.40D 11.7457 k -ft +Z Bottom 0.2341 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.40D 11.7457 k -ft -Z Bottom 0.2341 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50Lr +1.60L +1.60H 17.9463 k -ft +Z Bottom 0.3600 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50Lr +1.60L +1.60H 17.9463 k -ft -Z Bottom 0.3600 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.200 +1.60Lr+0.50L 12.5298 k -ft +Z Bottom 0.2500 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D +1.60Lr- 0.50L 12.5298 k -ft -Z Bottom 0.2500 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D +1.60Lr+0,50L+0.80W 12.9583 k -ft +Z Bottom 0.2586 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D +1.60Lr+0.50L+0.80W 12.1013 k -ft -Z Bottom 0.2413 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L +1.60S+0.80W 12.9583 k -ft +Z Bottom 0.2586 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L +1.60S+0,80W 12.1013 k -ft -Z Bottom 0.2413 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1,20D+0.50Lr+0.50L +1 60W 13.3868 k -ft +Z Bottom 0.2673 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK ' X -X, +1.20D+0.50Lr+0.50L +1.60W 11.6728 k -ft -Z Bottom 0.2327 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L+0.50S +1.60W 13.3868 k -ft +Z Bottom 0.2673 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0,50L+0.50S +1.60W 11.6728 k -ft -Z Bottom 0.2327 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L+0.20S +E 21 0343 k ft +Z Bottom 0.4233 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L+0.20S +E 4.0263 k -ft -Z Bottom 0.0796 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L+0.20S -1.0E 4.0263 k -ft +Z Bottom 0.0796 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +1.20D+0.50L+0.20S -1.OE 21.0343 k-ft -Z Bottom 0.4233 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +0.900 +1.60W -0.60H 8.4078 k -ft +Z Bottom 0.1670 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +0.900 +1.60W +1.60H 6.6938 k -ft -Z Bottom 0.1328 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +0.900 +E +1.60H 17.1828 k -ft +Z Bottom 0.3444 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK X -X, +0.90D +E +1.60H 0.17544 k -ft -Z Bottom 0.0035 in2 /ft Calc'd Bendina 0 3321 in2 /ft 22.4196 k -ft OK X -X, +0.90D- 1.0E +1.60H 0.17544 k -ft +Z Bottom 0.0035 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK X -X, +0.90D- 1.0E +1.60H 17.1828 k -ft -Z Bottom 0.3444 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.40D 11.7457 k -ft -X Bottom 0.2341 in2 /ft Calc'd Bendina 0.3321 in2 /ft 22.4196 k -ft OK ZAROSINSKI ENGINEERING & DESIGN INC Title . H0239 -10 Stride Plastic Metals Job # H0239 -10 1400 NW 155TH CIRCLE Dsgnr Dean P. Zarosinski PE • VANCOUVER, WA 98685 Project Desc.: Tank Foundation Design with Attachment TEL: 360 - 513 -2746 EMAIL. dzaro @zaroeng.com Project Notes DEAN P. ZAROSINSKI PE - � ;,••; - ° File: caaa work�201 L ro ectsUi0189 -10 stride t aid( calculationsVi0189- 10,calc'se ��••.:: <ai�, r'•� �- ENERCALG INC..3983 =20Q V .6.0.27 N'.4 v �i s,�_; � � ,'' 8 er , , 8068 > kires #� KWA600:6 , r„ s ni License £ riser , tROSINSKI & QESI N:4NC` Description : Tank Foundation total tank weight = 63 9 K °Footing °Flexure,' •• _Ai Footing Flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top ? As Req'd Gym. As Actual As Phi *Mn Status Z -Z, +1.40D 11.7457 k -ft +X Bottom 0.2341 in2 /ft Calc'd Bending 0.3321 in2/ft 22.4196 k -ft OK Z -Z, +1.20D+0.50Lr +1.60L +1 60H 17.9463 k -ft -X Bottom 0.3600 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50Lr +1.60L +1.60H 17.9463 k -ft +X Bottom 0.3600 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L 12.5298 k -ft -X Bottom 0.2500 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L 12.5298 k -ft +X Bottom 0.2500 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L+0.80W 12.1013 k -ft -X Bottom 0.2413 in2 /ft Calc'd Bending 03321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L+0.80W 12.9583 k -ft +X Bottom 0.2586 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L +1.60S+0.80W 12.1013 k -ft -X Bottom 0.2413 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L +1.60S+0.80W 12.9583 k -ft +X Bottom 0.2586 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1 20D+0 50Lr+0 50L +1 60W 11.6728 k -ft -X Bottom 0.2327 in2/ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50Lr+0.50L +1.60W 13.3868 k -ft +X Bottom 0.2673 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L+0.505 +1.60W 11.6728 k -ft -X Bottom 0.2327 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L+0.50S +1.60W 13.3868 k -ft +X Bottom 0.2673 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L+0.20S +E 4.0263 k -ft -X Bottom 0.0796 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.20D+0.50L+0.20S +E 21.0343 k -ft +X Bottom 0.4233 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1,20D+0.50L+0.205 -1.0E 21.0343 k -ft -X Bottom 0.4233 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +1.200+0.50L+0.20S -1.0E 4.0263 k -ft +X Bottom 0.0796 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +0.90D +1.60W +1.60H 6.6938 k -ft -X Bottom 0.1328 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +0.90D +1.60W +1.60H 8.4078 k -ft +X Bottom 0.1670 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +0.90D +E +1.60H 0.17544 k -ft -X Bottom 0.0035 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +0.90D +E +1.60H 17.1828 k -ft +X Bottom 0.3444 in2 /ft Calc'd Bending 0.3321 in2/ft 22.4196 k -ft OK Z -Z, +0.90D- 1.0E +1.60H 17,1828 k -ft -X Bottom 0.3444 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK Z -Z, +0.90D- 1.0E +1.60H 0.17544 k -ft +X Bottom 0.0035 in2 /ft Calc'd Bending 0.3321 in2 /ft 22.4196 k -ft OK il One WaySh'ear .x • .,' "1_.- 'r Vii: ':rF.; : ; � Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi *Vn I Vu Status +1.40D 15.4150 psi 15.4150 psi 15.4150 psi 15.4150 psi 15.4150 psi 93,1128 psi 0.16555 OK +1.20D+0.50Lr +1.60L +1.60H 23.5528 psi 23.5528 psi 23.5528 psi 23.5528 psi 23.5528 psi 93.1128 psi 0.25295 OK +1.200+1.60Lr+0.50L 16.4441 psi 16.4441 psi 16.4441 psi 16.4441 psi 16.4441 psi 93.1128 psi 0.17660 OK +1.20D +1.60Lr+0.50L+0.80W 16.4441 psi 16.4441 psi 15.9492 psi 16.9390 psi 16.9390 psi 93.1128 psi 0.18192 OK +1.20D+0.50L +1.605+0,80W 16.4441 psi 16 4441 psi 15 9492 psi 16 9390 psi 16 9390 psi 93.1128 psi 0.18192 OK +1.20D+0.50Lr+0.50L +1.60W 16.4441 psi 16.4441 psi 15.4544 psi 17.4339 psi 17.4339 psi 93.1128 psi 0.18723 OK +1.20D+0.50L+0.50S +1.60W 16.4441 psi 16.4441 psi 15,4544 psi 17.4339 psi 17.4339 psi 93.1128 psi 0.18723 OK +1.20D+0.50L+0.20S +E 16.4438 psi 16.4438 psi 6.6221 psi 26.2659 psi 26.2659 psi 93.1128 psi 0.28209 OK +1.20D+0.50L+0.20S -1.0E 16.4438 psi 16.4438 psi 26.2659 psi 6.6221 psi 26.2659 psi 93.1128 psi 0.28209 OK +0.90D +1.60W +1.60H 9.9097 psi 9.9097 psi 8.9199 psi 10,8994 psi 10.8994 psi 93.1128 psi 0.11706 OK +0.90D +E +1.60H 9.9096 psi 9.9096 psi 0.26325 psi 20.7050 psi 20.7050 psi 93.1128 psi 0.22237 OK +0.90D- 1.0E +1.60H 9.9096 psi 9.9096 psi 20.7050 psi 0.26325 psi 20.7050 psi 93.1128 psi 0.22237 OK Punching Shear ;, ,r _ _' ,' Load Combination... Vu Phi *Vn Vu I Phi *Vn Status +1.40D 103.515 psi 186.226 psi 0.55586 OK +1.20D+0,50Lr +1.60L +1.60H 158.161 psi 186.226psi 0.84930 OK +1.20D +1.60Lr+0.50L 110.425 psi 186.226 psi 0.59296 OK _ +1.20D +1.60Lr+0.50L+0.80W 110.425 psi 186.226 psi 0.59296 OK +1.20D+0.50L +1.605+0.80W 110.425 psi 186.226 psi 0.59296 OK +1.20D+0.50Lr+0.50L +1.60W 110.425 psi 186.226 psi 0.59296 OK +1.20D+0.50L+0.505 +1.60W 110.425 psi 186.226 psi 0.59296 OK ., +1.20D+0.50L+0.20S +E 110.423 psi 186.226 psi 0.59295 OK +1.20D+0,50L+0.20S -1.0E 110.423 psi 186.226 psi 0.59295 OK +0.900+1.60W +1.60H 66.5452 psi 186.226 psi 0.35734 OK +0.90D +E +1.60H 66.7063 psi 186.226 psi 0 35820 OK +0.90D- 1.0E +1.60H 66.7063 psi 186.226 psi 0.35820 OK _ www.hilti.us PROFIS Anchor 2.2.1 Company Zarosinski Engineering and Design, Inc Page 2 Specifier. Dean P Zarosinski PE Project Stride- Plastic Metals Address. 1400 NW 155th Circle, Vancouver, WA 98685 Sub-Project I Pos No : H0239 -10 - Phone I Fax 360- 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E -Mail' dzaro @zaroeng corn Specifiers comments: 6000 Gal Nitrogen Tank 1. Input data Anchor type and diameter: HIT -HY 150 MAX -SD + HAS -R 304/316, 1 _ : r Effective embedment depth h = 14 649 in (h = 15 750 in ) n Material ASTM F 593 - d.. ' 6 Evaluation Service Report.. ESR 3013 , , ,,„ Issued I Valid' 4/1/2010 I - Proof: design method ACI 318 / AC308 Stand -off installation e, = 0.000 in. (no stand -off); t = 1.000 in. Anchor plate: I, x I x t = 13.750 x 16 250 x 1.000 in (Recommended plate thickness. not calculated) Profile Rectangular HSS (AISC); (L x W x T) = 5 000 in. x 4.000 in. x 0.250 in Base material• cracked concrete , , f = 3000 psi, h = 18.000 in., Temp shorUlong• 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension' condition A, shear. condition A; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Seismic loads (cat C, D, E, or F): yes (D.3.3.5) Geometry [in.] & Loading [lb, in.-lb] I ry ro .7 .4 t .) , " , T �`' \ a x a c ay t t e, \ x q n \ � . ���� ,, ,; : ,.. tr � a 3 , f V• 00 '',.. If ''‘.,''',,,' * 7:4;,; If„', 4:1'44 . -": "' ' � Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilt AG, FL -9494 Schaan 111Iti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.2.1 Company Zarosinski Engineering and Design, Inc. Page 3 Specifier Dean P Zarosinski PE Project Stride - Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No : H0239 -10 Phone I Fax 360 - 513 -2746 1 360- 576 -8698 Date 8/25/2011 E -Mail: dzaro @zaroeng com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 9941 1080 1080 0 y 2 9939 1080 1080 0 3 9941 1080 1080 0 4 9939 1080 1080 0 Ten.lon x max. concrete compressive strain [ %o]: 0.00 max concrete compressive stress [psi] 0 resulting tension force in (x/y) =(0 000 /0.000) [Ib]: 39769 2 resulting compression force in (x/y) =(0/0) [lb] 0 3. Tension load Proof Load N„ [Ib] Capacity ON, [lb] Utilization p„ [ %] = NJ4iN„ Status Steel Strength* 9940 33465 30 OK Bond Strength ** 39760 42222 94 OK Concrete Breakout Strength ** 39760 40120 99 OK * anchor having the highest loading * *anchor group (anchors in tension) Steel Strength Equations N = ESR value refer to ICC -ES ESR 3013 Nsieei > Nua ACI 318 -08 Eq. (D -1) Variables n Ase,N [in 2 ] futa [psi] 1 0.61 85000 Calculations Nsa [Ib] 51485 Results Nsa [lb] 4steel Ononductile fi Nsa [Ib] N [Ib] 51485 0 650 1 000 33465 9940 Input data and results must be checked for agreement with the existing conditions and for plausibility( PROFIS Anchor ( c ) 2003 -2009 Hilt' AG, FL -9494 Schaan Hi10 is a registered Trademark of Hilt AG, Schaan I www.hilti.us PROFIS Anchor 2.2.1 Company Zarosinski Engineering and Design, Inc Page. 4 Specifier. Dean P. Zarosinski PE Project Stride - Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No HO239 -10 Phone I Fax 360- 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E -Mail dzaro @zaroeng corn Bond Strength Equations Nag = (AN o) 5/ed,Na 11 /g,Na lllec,Na 5 /p,Na Nag ICC -ES AC308 Eq. (D -16b) 0 N >_ N ACI 318 -08 Eq. (D -1) AN = see ICC -ES AC308, Part D 5 3.7 ANa0 = Scr,Na ICC -ES AC3O8 Eq. (D -16c) Scr,Na = 2Od AlTk 1450 una s 3 h ICC -ES AC3O8 Eq. (D -16d) _ Scr,Na Ccr,Na 2 ICC -ES AC3O8 Eq. (D -16e) — lVed,Na = 0.7 + 0.3 (2-Ca —mm1 c 1.0 ICC -ES AC3O8 Eq. (D -16m) crNa f s OS 1 1 1 1 g,Na = 519,Na0 + [( avg) • ( - 51g,Na0)]Z 1.0 ICC -ES AC3O8 Eq (D -16g) Scr,Na 15 1Vg,Na0 = - [(\111 - 1 ) • ( Tk,c ) ] ? 1 0 ICC-ES AC308 Eq (D -16h) Tk,max,c k Tk,max,c = , • d h e f f c ICC -ES AC3O8 Eq. (D -16i) 1 lilec,Na = \1 + 2e'N 1 s 1 0 ICC -ES AC3O8 Eq (D -16j) scr,Na / 51p,Na = MAX(C —m cr,Na) c 1 0 ICC -ES AC308 Eq. (D -16p) Cac Cac Nag = Tk,c • Kbond . 7[ • d • her ICC -ES AC308 Eq (D -16f) Variables Tk,c,uncr [PSI] danchor [in ] het [in.] Ca,mm [in.] Savg [in.] n tk,c [psi] kc 1440 1 000 14.649 38.317 7 433 4 896 17 fc [Psi] ect,N [in ] ec2,N [in ] cac [in.] Kbond 3000 0 000 0.000 36.621 1 00 Calculations Scr,Na [in ] Cc,-,Na [in.] ANa [In• ANa0 [ii1.2] llfed,Na Tk,max [PSi1 51g,Na0 W0,Na 19 930 9.965 747 61 397 22 1 000 1134 1 298 1.116 111ec1,Na 51ec2,Na 51p,Na Nag [lb] 1.000 1000 1 000 41235 Results N [Ib] 4ybond 4iseismic ymonductoe aN,seis (I) aN,seis Nag [Ib] N [Ib] 86610 0 650 0 750 1.000 1.000 42222 39760 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.2.1 Company' Zarosinski Engineering and Design, Inc Page. 5 Specifier Dean P Zarosinski PE Project Stride- Plastic Metals Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No ' H0239 -10 Phone I Fax 360- 513 -2746 1 360- 576 -8698 Date 8/25/2011 E -Mail dzaro @zaroeng corn Concrete Breakout Strength Equations AN Ncb9 = (ANco)'Vec,N I /ed,N Wc,N ■I/cp,N Nb ACI 318 -08 Eq (D -5) Ncb9 >_ Nua ACI 318 -08 Eq. (D -1) AN see ACI 318 -08, Part D 5 2 1, Fig. RD 5 2 1(b) ANco = 91'6 ACI 318 -08 Eq (D -6) 1 I�ecN 2 e <_ 1 0 ACI 318 -08 Eq (D -9) 1 + 3 her 'yed,N = 0.7 + 0 3 (1 5hof n) 5 1.0 ACI 318 -08 Eq. (D -11) IVcpN = M (Ca_min 1.5h c 1 0 ACI 318 -08 Eq. (D -13) �GG Cac C ac Nb = k x YT he ACI 318 -08 Eq. (D -7) Variables het [in ] eo,N [in 1 ec2,N [in ] ca,mm [in ] wc cac [in.] k 14.649 0.000 0.000 38.317 1 000 36.621 17 1 fc [psi] 3000 Calculations ANC [in 2 ] ] ANCO [in 2 ] lVec1,N Yec2,N tlled,N Wcp,N Nb [lb] 2638 58 1931.19 1.000 1.000 1.000 1.000 52203 Results Ncbg [Ib] concrete Oseismic ymonduchle Ncbg [Ib] N [Ibl 71324 0.750 0.750 1 000 40120 39760 Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor ( c) 2003 -2009 H /ti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.2.1 • Company Zarosinski Engineering and Design, Inc Page 6 Specifier Dean P Zarosinski PE Project Stride- Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No H0239 -10 Phone I Fax 360 - 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E-Mail dzaro @zaroeng corn 4. Shear load Proof Load V. [Ib] Capacity oV [Ib] Utilization 13„ [ %] = VJ4iV„ Status Steel Strength* 1080 12974 8 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 4320 74891 6 OK Concrete edge failure in direction 4320 44455 10 OK x+** anchor having the highest loading * *anchor group (relevant anchors) Steel Strength Equations Vsa = av (n 0.6 Asev fora) refer to ICC -ES ESR 3013 Vsteei > Vua ACI 318 -08 Eq (D -1) Variables n Asev (In 2 1 fete [psi] aV (n 0 6 Asev feta) [Ib] 1 0 61 85000 0 700 30890 Calculations Vsa [lb] 21623 Results Vsa [lb] yisteei Qlnonductiie Vsa [Ib] V [Ib] 21623 0.600 1. 000 12974 1080 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Huh AG, FL -9494 Schaan Htlti is a registered Trademark of HIM AG Schaan . 1 www.hilti.us PROFIS Anchor 2.2.1 r Company Zarosinski Engineering and Design, Inc Page 7 Specifier Dean P Zarosinski PE Project Stride- Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No . H0239 -10 Phone I Fax. 360 - 513 -2746 1 360- 576 -8698 Date. 8/25/2011 E -Mail: dzaro @zaroeng.com Pryout Strength (Concrete Breakout Strength controls) Equations ANc Vcp9 = kcp L(ANc0/ lifec,N llfed,N ll /c,N 1Vcp,N N ACI 318 -08 Eq. (D -31) V Z Vua / ACI 318 -08 Eq (D -1) AN see ACI 318 -08, Part D 5 2 1, Fig RD 5 2 1(b) A NCO = 91 ACI 318 -08 Eq (D -6) 1 Vec,N 1 + 2 e < 1 0 ACI 318 -08 Eq (D -9) 3 he 1Ved N = 0 7 + 0 3 ( . ' ) 1 . 0 ACI 318 -O8 Eq. (D -11) wcpN = MAX (Oa,min 1 5h 5 1.0 ACI 318 -08 Eq. (D -13) `` O ac C ac Nb = lc, X A he ACI 318 -08 Eq (D -7) Variables kcp hef (in ] ec1,N [in ] ec2,N [in.] ca.min [in ] IVc,N Cac [in.] k 2 14.649 0.000 0.000 38 317 1 000 36.621 17 A, t [psi] 1 3000 Calculations ANc [in• ANCo [in 2 ] 1Vec1,N tVec2,N lVed,N tVcp N Nb [Ib] 2638 58 1931.19 1.000 1.000 1.000 1 000 52203 Results Vcpg [Ib] tconcrete Oseismic 4inonductile iD V cpg [Ib] V [Ib] 142649 0 700 0 750 1.000 74891 4320 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan jirmi www.hilti.us PROFIS Anchor 2.2.1 Company Zarosinski Engineering and Design, Inc. Page 8 Specifier Dean P Zarosinski PE Project Stride- Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No. H0239 -10 Phone I Fax 360- 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E -Mail* dzaro @zaroeng corn Concrete edge failure in direction x+ Equations 1 Vcbg = ( A v. b / tI ec,V \Ved t /c tVh II'parallel,V V ACI 318 -08 Eq (D -22) V ? V„ / ACI 318 -08 Eq. (D -1) Avc see ACI 318 -08, Part D 6.2 1, Fig RD 6 2.1(b) A vco = 4.5 ca ACI 318 -08 Eq. (D -23) 1 tyec,v ( 1 + 2e <_ 1 0 ACI 318 -08 Eq. (D -26) 3c y v = 0 7 + 0 3(1 5c at s. 1.0 ACI 318 -08 Eq. (D -28) 1.5c tyh,V = h ? 1 0 ACI 318 -08 Eq. (D -29) Vb = (7 ( 0 2 ) X' c ACI 318 -08 EQ (D -24) a Variables cal [in ] ca2 [in ] ecv [in.] tyc,v h [in.] l [in ] 7v da [in.] 66 530 38 317 0 000 1.000 18 000 8 000 1 1.000 f [psi] typarallel,V 3000 1 000 Calculations Avc [in 2 ] Ayes [in• tyec,V tyed,V tyh,V Vb [lb] 2600 60 19918.04 1.000 0 815 2 355 315355 Results V [Ib] concrete (1)seismic 4nonductile V [Ib] V [Ib] 79032 0.750 0 750 1.000 44455 4320 5. Combined tension and shear loads p = N./iN (3„ = V./0V„ Utilization 3 [ %] Status 0.991 0.097 - 91 OK RN „ = (RN +13v)I Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.2.1 • Company Zarosinski Engineering and Design, Inc Page 9 Specifier Dean P Zarosinski PE Project Stride - Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No F{0239 -10 • Phone I Fax: 360-513-27461 360 - 576 -8698 Date 8/25/2011 E -Mail dzaro @zaroeng com 6. Warnings • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength Refer to ACI 318, Part D.4.4(c) • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standards • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318 -08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure If this is NOT the case, Part D.3 3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D 3 3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6 An alternative anchor design approach to ACI 318 -08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D 3 3 for applications involving "non - structural components" as defined in ASCE 7, Section 13 4 2 An alternative anchor design approach to ACI 318 -08, Part D.3 3 is given in IBC 2009, Section 1908.1 9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11 -1 or Equation 12.14 -10. • It is the responsibility of the user when inputing values for brittle reduction factors (4„„ „,) different than those noted in ACI 318 -08, Part D 3.3 6 to determine if they are consistent with the design provisions of ACI 318 -08, ASCE 7 and the governing building code. Selection of tp = 1.0 as a means of satisfying ACI 318 -08, Part D 3 3 5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318 -08, Part D 3.3 3 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( Cl 2003 -2009 Hilti AG, FL -9494 Schaan Hilts is a registered Trademark of Hilti AG Schaan www.hiiti.us PROFIS Anchor 2.2.1 Company Zarosinski Engineering and Design, Inc. Page 10 Specifier Dean P Zarosinski PE Project: Stride- Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos No H0239 -10 * Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E -Mail dzaro @zaroeng corn 7. Installation data Anchor plate, steel' - Anchor type and diameter HIT -HY 150 MAX -SD + HAS -R 304/316, 1 Profile • Rectangular HSS (AISC), 5.000 in. x 4 000 in x 0 250 in Installation torque 1800.003 in. -lb Hole diameter in the fixture: d, = 1.125 in Hole diameter in the base material' 1 125 in Plate thickness (input) 1.000 in. Hole depth in the base materials 14.649 in. Recommended plate thickness. not calculated Minimum thickness of the base material: 16 899 in. A y 0 N O O a7 N O co 3 ..,. 4 0 0 o to 1 2 0 co N 0) m 2.6250 2 6250 { 6 8750 6.8750 Coordinates Anchor [in.] Anchor x y c., c c_ c, 1 -4 250 -3 183 66.530 75 030 100.597 44 683 2 4.250 -3.183 75 030 66.530 100 597 44 683 3 -4 250 3.183 66.530 75 030 106 963 38 317 4 4.250 3 183 75.030 66 530 106 963 38 317 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hiiti is a registered Trademark of Hiiti AG, Schaan www.hilti.us PROFIS Anchor 2.2.1 • Company Zarosinski Engineering and Design, Inc. Pages 11 Specifier. Dean P Zarosinski PE Project. Stride- Plastic Metals Address 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No H0239 -10 • Phone I Fax 360 - 513 -2746 1 360 - 576 -8698 Date 8/25/2011 E -Mail dzaro @zaroeng corn 8. Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc , that must be strictly complied with by the user All figures contained therein are average figures, and therefore use - specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up -to -date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you • • Input data and results must be checked for agreement with the existing conditions and for plausibilityi PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan 1 1 0 � n r k � � y '� `Z7 k. ii v PROTECT EXISTING TELEPHONE 6 �'g (�� a O • AND POY'ER FACILITIES ���VVV JJY /€1 �f71� rT 1 r' • _._.. -_.. . -. - - .._ __.. _ __ 265' -� <�_T._....._ — - / - r� il./�.6 J I �•{ � .�t • M - • /'gypp -i I E XISTING CHAIN Lle rENCE • - , 3,0.89• S 2 33 ' .,, V - fFi .. ,' • I • • j' I�T •' -• - 4 , C1 T y I . � 0 o If Z 201 �' v. v S.W. SA ' I D ISIp1V . � t 4,1 NI A` ? b _��_ I 1 k f ; n n n + e / „, /% \ • ; ' \ // ' / / / /© ' •,- i ice/ ♦/ A • 1111 / '. _ . / -� O �, / /SCREENED ^ -• ! / �� � / / / ' /� ' T EMT. HYDRANT r IT 1110 ' ^ - I .. ` �� Q \ %/ / 3 4 „I f 'BPS I v25' 3 G'\ 25' RS' 30' 25' g BAY 1 . Y cT S' i •la in Ay • M I i 4. I I o N r 1 • I I I ' Q1 Y 0 1 i ; ; 1 T-4 r4 N 9 ---------1,' X 53 l� �) U I DRIVE IN I I I I ., SPECIAL INSPECTION REQUIRED c � ° o it ` _ - -- ._ - - - " ► 1 • . � Stake ®f Oregon Structpey Cde v � o ' ?SD I 1 I • 1 - C o n to and Reinforcing Steel 748 _ - • - ---- �� I I `' 1w■� i ' i Q I � = E RACKS - i h [S. -- —. . '' , (— ; B ol ts Installed in Concrete Z DEM. 7 �� DRIVE IN DRIVE — �'� ter►. a ` DR: IN DRIVE D, ` 0 m N . :1 ! ❑ Special Moment-Resisting Concrete Frame o N a 0., i WI _ r, 3 I 5 b j . i n il ❑ Reinfforcing Steel & Prestressing Steel Tendons A t . ) 10mia , Y rr1 DRIVE M � _ _� _ _ . - - VAN b _ . s _ ! - �.� l� I -- --°- -- - -_® - _ �( _ 1 O ❑ Structural Welding N O I ` SI 1 6 ❑ High -Strength Bolting ii ' 3z I , I �. 0 ' l § n � Al t1 ❑ Structural Masonry MIN b} 5 - -� ' ' 1 O IXI,1�� i V o ' + 5 _ 3 _.�.. _ �.�._ 1 . __ 0.J��' Gy psum Concrete N _ t , ❑ Reinforced „� • 7-7' g Lam. ,•; -:` % "'� a, - I ❑ insulatin Co ncrete Fill X • 4 . � 7 ' L ;: l ` ; Materials Q M ' , al W J ❑ Spray Applied Fire - Resistive F N ❑ Pilings, Drilled Piers and Caissons I I. - -� - -` , ❑ Shotcrete ❑ Special Grading, E ucavati ®n and Fil ing o tx : ID Smoke - Control Systems a h F- S ITE DATA ❑ Other Inspections C® SITE PLAN °° � 1• -20' SITE 88,070 SF 2.022 ACRES BUILDING 33,440 SF 37.97 % (TIF 31,933 S.F.) !! of LANDSCAPING 1 074 Sf 21.70 X •i PARKING SPACES 1.23/1,000 SF •• ' r LI 21 0 Ii V) 4t 71;r4 • 0—> , a CZ4 r, 4 0 E-, 1 I . ! CJ1 o I I i� 3\ f 1 Ne',/1 IA-4 \L - O 9-e0 4 i • (.. ,x; s'k.`l v1, V V � 2 •" i ✓� t`'Xt51iv�{v�1t tv.Si ecnL ' _ -�. 1 ,._ _1... — J i r O, �p M 1 N ■0 ,'A SS — — .s o p ...1 � p :: I y7 � T7 PON,' A Sik ,T --- ' ' ' \\ O in a \ . d ® 0 \ : Atn C' 1 L' y,: y CUnc.r� s \ \ 1 \7 \ U r` ` .. 11.,E 5+ 1 r; . w f'' r . � tl bD vc11a; Ar r Q t M ., q' ' .cll ., : (=t;tL .�,.�...� �' c.C. Cry r).) ..,„,-t �` CI \A .\ �i"V-- " "3 `� � N �` Uric • // . 5 , . cncople. j Q .....( 4,4 , / -4 -- - ,,, / 3 C. 3'n co4e+e. 1 • 1, U L C T A J\/ K -PAD u4-- E. !�� (-- L LJ S % ' 1 r 1 1. (� C lam_ - ) L .-r\ NI `� � 0'- Z .a c,4 4 'i `IP∎e-kL 13 oL LA�.J � ET�4I L el: E� A DRAWING C- 11517988 INNER VESSEL DESIGN DATA Model: VS -3000 THRU 6000 13-3/4 13491 p PSIG 175 250 400 500 50- 1/4[1276] W MAWP: 2- 5/811671 ' _ - 8-1/2[2161 ±1 /2 [ 131 i -. - E^ barq 12 07 17 24 27 58 34.47 ±I /16 [I 6] TYP 3 pi 0 78 -5 /a - . I . - DESIGN SIGN PSIG 189 7 264 7 414 7 514 7 4 5/16[1101 [1997] BCD/ RREF '°"" O & 4 ' PRESSURE barg 13 08 18 25 28 59 35 49 a " CODE COMPLIANCE: A S M E SECTION VIII DIVISION I ,' a 6 L 21 a 41 r DESIGN ° F -320 TO 100 ,' 063 -1/2 REF TEMPERATURE = C - 1 9 5 56 TO 37 78' -- - _ _ _ � 15 \ , [ 6 131 BCD OUTER VESSEL 120 REF DIAMETER MATERIAL OF CONSTRUCTION: 5A553 9% NICKEL STEEL 16- 1/4[4131 7- 5/81194] / TYP - _ _ I_ � [ REF , OUTER VESSEL DATA ± 1 / 16 [ 1 6] : / CODE COMPLIANCE: FULL VACUUM PER CGA -341 O 0 d DESIGN ° F - 20 TO 300° /' 7s[ 19301 1.-1 TEMPERATURE ° C -28.89 TO 148 9 L L UG 1 LIFT INNER In MATERIAL OF CONSTRUCTION: - A36 CARBON STEEL LUG D 1 AM T E R �I 2[381 FILL REF 4 p c D INSULATION TYPE: VACUUM AND MULTILAYER INSULATION +1/8 N EVACUATION CONNECTION: 3/ 2" P U M P O U T PORT ( a P c s) A a r po VACUUM GAUGE CONNECTION: HASTING DVSR FOOT PAD BOLT HOLE LAYOUT �. U O o0 BUILDING CODE: I - 3/8 [ 3 5] T H K TOP VIEW "1:: U DESIGNED FOP, CURRENT BUILDING CODE SEE MVE IYP 3 PI CS SCALE N/A CI VD UBC POLICY #NP -180 SCALE I/8 z . [~ 'b lt M �P�� WEIGHTS AND SHIPPING DATA 6 c d MODEL: VS -3000 VS -6000 z v:::, w MAWP PSIG 175 250 400 500 175 250 400 500 barq 12 07 17.24 27 58 3A 47 12 07 17 24 27 58 34 47 `° ® r `O i U 3M a� WEIGHT POUNDS 12,600 13,500 16,400 1 18,300 22,200 24,500 29,700 33,000 p W W o � EMPTY KILOGRAMS 5,720 6,130 7,440 8,301 10,070 11,120 13,480 14,969 = N 4t POUNDS 41,600 42,500 45;400 47,200 77,900 80,200 85,400 88,700 _ OXYGEN KILOGRAMS 18,870 19,280 20,600 1 21,410 35,340 36,380 38,740 40,234 cA 0, WEIGHT NITROGEN POUNDS 33,100 34,000 36,900 38,800 61,600 63,900 69,100 72,400 FULL KILOGRAMS 15,020 15,430 16,740 17,599 27,950 28,990 31,350 32,840 0 POUNDS 48,000 48,900 51,700 53,600 90,200 1 92,500 97,700 101,000 TANK HEIGHT C...) AARGON W KILOGRAMS 2 1 , 780 22, 1 90 23,500 1 24, 31 3 40,920 4 1 , 960 44, 320 45, 81 3 MODEL DIM "A"' REF F° "6 SHIPPING INCHES IL * W * H) 228 x 86 x 86 382 x 86 x 86 VS -3000 228[5,791 2] tu DIMENSIONS MM'S (L W H) 5,791 x 2,184 x 2,184 9,703 x 2,184 x 2,184 VS 6000 382[9,702 3] W CAPACITIES u in 6 MODEL: VS -3000 VS -6000 oA fl, GROSS GALLONS 3,158 6,075 APPROVED1 DATE A" CAPACITY (COLD) LITERS 1 1 , 954 22,996 Yr MO l01 - 29 - 01 NET GALLONS 3,037 5,841 B " MMK 2 -8 -01 NEXT ASS•Y USED ON NEXTASS'Y FINALASS'Y (COLD) LITERS 1 1 , 496 22, 1 1 1 A - RELEASED FOR PRODUCTIOI MMK 3 -13 -01 ',U, KJR 2 - 06 - 01 APPLICATION QUANTITY REVD ' REV ECR NO REVISION DESCRIPTION BY DATE `RR MDS 2 - 01 _ Storage Systems Division OXYGEN SCE 349 000 672 000 THE MATERIALS AND INFORMATION, INCLUDING THE MATT sex FAS 2 -07 -01 New Prague Operati NM3 9,100 17,600 PRINCIPLES OF DESIGN CONTAINED IN THIS PRINT, SEE P, 0 M () GHE 2 6 01 TIr 6 \JS 3000 THRU 6000 GASES EQUIVALENT SCE 282,000 543, 000 IS THE EXCLUSIVE PROPERTY of CHART INC , AND UNL ESS oTNL Rw�SE sPEG Mi J ° IS CONFIDENTIAL AND PROPRIETARY INFORMATION DIMENSIONS ARE IN INCHE 9% NI 1 75/250/400/500 ASME AT 1 ATM AND 70 F/ NITROGEN NM3 7 4 0 0 1 4, 2 0 0 THIS INFORMATION MAX NOT BE REPRODUCED, TOLERANCES REV 1 ATM AND 0 ° C COPIED, OR LOANED, IN PART OR IN WHOLE, NOR FR ACTIONS ± I/4 NR DRAWING C- 1151798 'Cr-' A SCE 34 000 657 , 000 IS THE INFORMATION TO BE RELATED TO ANY PARTY PART NUM3E ANGLES ± I ° � I 1 ARGON WITHOUT CHART'S PRIOR WRITTEN CONSENT. 11517988 5 17 98 8 2 PLACE DECIMAis f NA SCALE DO NOT SCALE S "EET • NM3 8,900 7,200 3PLACEDECIMALSt NA N/A DRAWING OF q� A C^ • • • • • • © _ 14' z N a cv 0 HILTI -RE 500 -SD +HAS -R 304/316 1" DIAMETER zrn • 0 POST INSTALLED ANCHOR BOLTS. SPECIAL o w i INSPECTIO I S REQUIRED. MIN. 14.75" EMBEDMENT • I- m o o } NOTES: WITH A MAXIMUM PROJECTION OF 3 3 /4 " IF NO GROUT 0 z 7 PAD IS USED OR 5 WITH GROUT PAD. ?z6 CONCRETE SHALL BE = (3 J 3000 PSI WITH AIR • Q �1 ENTRAINMENT • z < o J 0 0 0 Q0Q LL REINFORCING SHALL o z 1 o BE GRADE 60 0 o z • • D l- W /1 N ANCHORS SHALL BE o Qo ISO 898 CLASS 5.8 2, ,, Y 0 Q° AISI 304 HOT DIP O z o QwcQn GALVINIZED OR AISI o • 1 � STAINLESS STEEL C o (I) MEETING THE i= REQUIREMENTS OF �- ASTM F 593 6000 GAL NITROGEN g p • TANK CI_ h- ANCHOR INSTALLATION o 0 K EM SHALL MEET ESR 3013 4' ROLLING GATE ° , y REQUIREMENTS O 0 0 0 0 • (9) No. 4 BARS MAXIMUM TESTING O EACH WAY W/ 3" r .,__, TORQUE = 280 FT -LB O MIN. CLEARANCE N FROM SOIL Q • HILTI -RE 500 -SD +HAS B7 r7-P 6.0" DIAMETER POST o 6' CHAIN LINK BOLLARDS INSTALLED 1 g 1 3/8" PLATE FENCE WITH SLATS 4' ON CENTER BOLTS. SPECIAL W/ 1 1/8 DIA. _ INSPECTION IS N -o 7 lo HOLE FOR O O O O REQUIRED. MIN. ,- 0® 1 Y4 BOLT 14.75" EMBEDMENT .,� Z ? .- o • • • • • • • • 0 WITH A MAXIMUM Z:O °wD O c Z • f 1 - 14 " i TANK FOUNDATION PLA PROJECTION OF 3 3 /4" W � > =w Ni SCALE: 1/2 " =1' IF NO GROUT PAD IS I USED OR 5 WITH ..-1 loo 82„ GROUT PAD. i i 3 •=1,1- N- I EXPIRES 6/30/2012 • I I f V a • r-I 0 0 ��D PROF 4 } � � 647: ' iINfF ` L 1 YO ` / A (15 N 3" BARS EACH i P 8 ' // % r CLEARANCE FROM SOIL ^ I N �Ic� O � EGON „_ \ JOB NO H0239 -10 • I �`� ��� SIDE VIEW OF TANK AN FOUNDATION ' ° H0239 -10 BASEPLATE DETAIL I ' ZARO \ SCALE: 3 8 -1 SHEET NOTED SCALE: 1"=-1' 51