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Plans Zarosinski Engineering & Design, Inc. 1400 NW 155th Circle \ Vancouver, WA 98685 Phone: (360) 513 -2746 ZAROSINSKI Email: dzarot zaroeng.com ENGINEERING & DESIGN STRUCTURAL • CIVIL • DESIGN Foundation and Attachment Calculations For Sr'' 3,000' allon Vertical Nitrogen Tank State of Oregon Structural Specialty Code At ❑ Concr Reinforcing Steel Berber Legendary Blades 14200 SW 72nd Ave. oats installed in Concrete Portland, OR 97224 ❑ Special Moment - Resisting Concrete Frame For tride Construction Co. ❑ Reinforcing Steel & Prestressing Steel Tendons ❑ Structural Welding Calcul ions by Dean P. Zarosinski PE ❑ High- Strength Bolting March 29, 2011 ❑ Structural Masonry Bolt instagation requires special inspection. ❑ Reinforced Gypsum Concrete CITY O�GARD ❑ Insulating Concrete Fill Approved �.� Conditionally Approved [ ] ❑ Spray Applied Fire - Resistive Materials r c c : 1..1.- 71, � i a .o See Letter to Follow [ ] w 1., C � t/s ❑ Pilings, Drilled Piers and Caissons G *" IG ■ / PermitN r ber: P 4 " ` *IA ❑ Shotcrete WI % Addr- _ • ; r ��7 ❑ Special Grading, Excavation and Filling ' o /ooii a By:"�'� Dat . .�� ❑ Smoke - Control Systems 4' rs V ` �5 • ZARs ❑ Other Inspections 121 OFFICE COPY f Zarosinski Engineering & Design, Inc. 1400 NW 155 Circle Vancouver, WA 98685 Z 0 E Phone: (360) 513 -2746 ZAROSINSKI Email: dzaro(a zaroen <c.com ENGINEERING & DESIGN TANK Fb °Mi0HfloI -! CALcuLiafOs Fb2 Extsrt?46 SLAE At 3000 ga N 1,120 6 —f TANK , M %tNu.) FULL Wti cbHT Soo Ps, = 3 S' , 300 l b GEr -r o tvkAss = ! - 219 /._ Z = l O 5 Z PE2 ENF_rzlc13 mac- SElS t L 13f4Si S A4 -t Q ASE I DM -EP C.4 Lai L A 71 0 �i � } - } � FO L-Lo L . A . I M 6 L oA P! G 1 S 9--Z K S b i 2 A-M.O c 1 • Z K- t^T_ BASE_ &0 N1/4-64- T- THi T.H S r_ S H 1 S 'tD ! U t PE-. BY 3 LEG S, - rots IS r, o G - ra 4,97 S LE s = 3 K / L I B 71) 13P -S 1.. or'-1- / w 1-461-1 a2E 51 S'Tg 13V , s I -t 6 �i K _ = Z.C) s K vPu FT 4 10,/z 01,4, - rwi r LE_G� 01z A TENSI(3)..4 c)F 20,230 1b L o PQ t-4 6 5 Litha S U (JE cr TO TF-4A St o t-1 WON PO crt..E_ Fif4 t LURe_ 1.4%o pF S t S TOO (_,p,(L6 PADPFQ BASE_ RATE_ w/ Rc' to t S 7k Qot 2E_40, A 010 t ' W' 1 - rte f drQP 8 0 STS g "F 2-0 /1/4A. Flets,.. A001 i--t G (3A se 'PLATE CO t S i i PFEN Cec.g$ E- -C Tyr`- t,cof -{ or- b ate, - 13Y 1 1-t e-(2-47A S I)6 !A-c- ^4' A . i$ ? K- Fr _ 1 7 g 11 lb. 5 1 0 y ' SEE_ -H t- rt GR t_ co Krt. -USE 1 pt A - PS'T A 193 G. WIT}-1 HIT-NY l50 tv Ax.- SD + NA S B71 .t • 'Z AROSINSKI ENGINEERING & DESIGN INC Title : H0239 -3 Stride Jewell Manufactoring Job # H0239 -3 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 le: C:' A Project Information FiAWO 2 011 P RO J ECTS\ HO239- 4Gerber, Calculations1jeweilco2calculation .ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.21, N:48068 Lic. # : KW -06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : Project Title : H0239 -4 Gerber Legendary Knives Description : Tank Foundation Design with Attachment I.D. : H0239 -4 Address : 14200 Southwest 72nd Avenue Portland, OR 97224 -8094, Tigard, Oregon 97224 -8094 Project Leader : Dean P. Zarosinski PE Phone : 360 -513 -2746 Fax :360- 576 -8698 eMail : dzaro @zaroeng.com Project Notes T -2" Diameter tank 19' from base to top of tank Weight when full of N =38.8 K " , ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -3 Stride Jewell Manufactoring Job # H0239 -3 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 ASCE 7 -05 Seismic Factor Determination File: C:W AWORKI2011PROJECTSIH0239- 4Gerber\ Calculations \jewel!co2calculation.ec6 ENERCALC, INC. 1983 -2008, Ver. 6.0.21, N:48068 Lic. # : KW - 06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : CO2 Tank Seismic Calculation for Attachment Occupancy Category 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, III, and IV ACSE 7 -05, Page 3, Table 1 -1 Occupancy Importance Factor = 1 ACSE 7 -05, Page 116, Table 11.5 -1 Ground Motion, Using USGS Database values ASCE 7 -05 9.4.1.1 Max. Ground Motions, 5% Damping : Longitude = 122.792 deg West S = 0.91834 g, 0.2 sec response Latitude = 45.409 deg North S 1 0.33333 g, 1.0 sec response Location : PORTLAND, OR 97224 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7 -05 Table 20.3 -1 Site Coefficients Fa & Fv Fa = 1.13 ASCE 7 -05 Table 11.4 -1 & 11.4 -2 (using straight -line interpolation from table values) Fv = 1.73 Maximum Considered Eartquake Acceleration S MS = Fa * Ss = 1.040 ASCE 7 -05 Table 11.4 -3 S M1 = Fv * S1 = 0.578 Design Spectral Acceleration SOS = S M S 213 = 0.693 ASCE 7 -05 Table 11.4 -4 S D1 =S M1 * 2/3 = 0.385 Seismic Design Category = D (SDS is most severe) ASCE 7 -05 Table 11.6 -1 Resisting System 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 Redundancy Factor ASCE 7 -05 Section 123.4 Seismic Design Category of D, E, or F, Redundancy Factor " p " Set by User to = 1.0 Lateral Force Procedure ASCE 7 -05 Section 128 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 - 0512.8 Determine Building Period 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 = 19.0 ft " x " value = 0.80 " Ta " Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct * (hn A x) = 0.295 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 = 0.295 sec " Cs " Response Coefficient ASCE 7 -05 Section 12.8.1.1 S DS : Short Period Design Spectral Response = 0.693 From Eq. 12.8 -2, Preliminary Cs = 0.231 " R " : Response Modification Factor = 3.00 From Eq. 12.8 -3 & 12.8-4 , Cs need not exceed = 0.435 " 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 i (Rll) = 0.2311 Less than 5 Stories and with T «= 0.5 sec, SO Ss <= 1.5 for Cs calculation ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -3 Stride Jewell Manufactoring Job # H0239 -3 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 ASCE 7 -05 Seismic Factor Determination File: C :\AA WORK 12011 PROJECTS \H 0239- 4cerbeACaiculatonsyeweIlco2 caicuia tion.ec6 ENERCALC, INC. 1983.2008, Ver: 6.0.21, N:48068 Lic. # : KW -06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : CO2 Tank Seismic Calculation for Attachment Seismic Base Shear Calculated for Strength Design Load Combinations ASCE 7 - 05 Section 12.8.3 Cs = 0.2311 from 12.8.1.1 W ( see Sum Wi below) = 38.80 k Vertical Distribution of Seismic Forces Seismic Base Shear V = Cs • W = 8.97 k " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi *Hi) "k Cvx Fx =Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 38.80 k Sum Wi * Hi = 426.80 k - ft Total Base Shear = 8.97 k Base Moment = 98.7 k - Diaphragm Forces : Seismic Design Category "0 ", "E" & "F" ASCE 7 -05 9.5.2.6.4.4 Level # Wi Fi Sum Fi Sum Wi Fpx 1 38.80 8.97 8.97 38.80 8.97 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 * SDs * I * Wpx MAX Req'd Force @ Level 0.40 * Sp * I * Wpx Fpx : Design Force @ Level Wpx * SUM(x - >n) Fi / SUM(x - >n) wi, x = Current level, n = Top Level Wall Anchorage Concrete & Masonry Wall Normal Force : Minimum Force per ACSE 7 -05 12.11.1 Minimum Factor : 0.40 * SDS* Importance * Weight = 0.2774 * Weight Concrete & Masonry Wall Anchorage : Seismic Design Category "C" & "D" per ACSE 7 -05 12.11.2.1 Actual Wall Weight Tributary to Anchor = lbs/ lin. ft Fp : Anchorage Design Force ... Rigid Diaphragm Design Force = 0.40 * SDS * I *Trib. Weight = 0.00 lbs I foot Flexible Diaphragm Design Force = 0.80 * SDS * I * Trib. Weight = 0.00 lbs / foot Combination of Load Effects ASCE 7 -05 12.4.2.3 Qe Load Description Dead Load Seismic Load H & V Load Effect 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 t = p - ue +u.zu - buy - u = 0.000 0.000 0.000 E = p • Qe +0.20 *SDS * D = 0.000 0.000 0.000 E =p *Qe +0.20 * SDS *D = 0.000 0.000 0.000 E = p • Qe +0.20 • SDS * D = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS *D = 0.000 0.000 0.000 E =p *Qe +0.20* SDS • D = 0.000 I ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -4 Gerber Legendary Knives Job # H0239 -4 , 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 General Footing Design File: C: IAAWORK12011PROJECTS\ H0239- 4Gerber\ Calculations \jewel'co2calculation.ec6 9 9 ENERCALC, INC. 1983 -2008, Ver. 6.0.21, N:48068 Lic. # : KW -06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : Gerber Tank Foundation total tank weight = 38800 lb full (Nitrogen) WeightrMax. Load Conditions), 12,600 lb empty General Information Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf Fy : Rebar Yield = 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 al Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 12.0 ft Min Steel % Bending Reinf. = .00140 Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = .00140 when base footing is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Overturning Safety Factor = 1.50 : 1 Increases based on footing Width AutoCalc Footing Weight as DL : Yes Allow. Pressure Increase per foot of width = ksf AutoCalc Pedestal Weight as DL : No when footing is wider than = ft Dimensions Width along X -X Axis = 10.0 ft Length along Z -Z Axi = 10.0 ft Footing Thicknes = 12.0 in 1 Load location offset from footing center... ex : Along X -X Axis = 0 in , ez : Along Z -Z Axis = 0 in , 4 i , P dimensions... - a px : Along X -X Axis = 76.0 in - —x pz : Along Z-Z Axis 76.0 in 1 i _.,_._. -. Height - ini G Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in - ,:a m II Reinforcing i Bars along X -X Axis Number of Bars = 12.0 " • Reinforcing Bar Size = # 5 z Bars along Z -Z Axis Number of Bars = 12.0 Reinforcing Bar Sizl = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a <. _ , , .F c ! $ r r ,m....x # Bars required within zone = n/a s�� # Bars required on each side of zone = n/a Applied Loads D Lr L S W E . H P : Column Load = 18.30 30.50 k OB : Overburden = ksf M -xx = 98.70 k -ft M -zz = 98.70 k -ft V -x = 1.20 2.480 k V -z = 1.20 2.480 k - ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -4 Gerber Legendary Knives Job # H0239 -4 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 General Footing Design File: K12 AWOR011PROJECTSW0239- 4Gerber\ Calculations ljewellco2calculation.ec6 9 g n ENERCALC, INC. 1983 -2008, Ver. 6.0.21, N:48068 Lic. # : KW - 06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : Gerber Tank Foundation total tank weight = 38800 lb full (Nitrogen) Weight =Max. Load Conditions), 12,600 lb empty DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.61436 Soil Bearing 0.92154 ksf 1.50 ksf +0.60D+0.70E +H PASS 2.0423 Overturning - X -X 72.2714 k -ft 147.60 k -ft 0.9D +E/1.4 PASS 2.0423 Overturning - Z -Z 72.2714 k -ft 147,60 k -ft 0.9D +E /1.4 PASS 22.8957 Sliding - X -X 1.7714 k 40.5580 k 0.9D +E/1.4 PASS 22.8957 Sliding - Z -Z 1.7714 k 40.5580 k 0.9D+E/1.4 PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.12144 Z Flexure ( +X) 1.8296 k -ft 15.0660 k -ft +0.90D+E +1.60H PASS 0.098307 Z Flexure ( -X) 1.4811 k -ft 15.0660 k -ft +1.20D+0.50Lr +1.60L+ PASS 0.12144 X Flexure ( +Z) 1.8296 k -ft 15.0660 k -ft +0.90D+E +1.60H PASS 0.098307 X Flexure ( -Z) 1.4811 k -ft 15,0660 k -ft +1.20D+0.50Lr +1.60L+ PASS 0.093512 1 -way Shear ( +X) 8.7072 psi 93.1128 psi +1.20D+0.50Lr +1.60L+ PASS 0.093512 1 -way Shear ( -X) 8.7072 psi 93.1128 psi +1.20D+0.50Lr +1.60L+ PASS 0.11774 1 -way Shear ( +Z) 10.9632 psi 93.1128 psi +0.90D +E +1.60H PASS 0.093512 1 -way Shear ( -Z) 8.7072 psi 93.1128 psi +1.20D+0.50Lr +1.60L+ PASS 0.10128 2 -way Punching 14.4232 psi 142.408 psi +1.20D+0.50Lr +1.60L+ Detailed Results 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 0.3280 ksf 0.3280 ksf n/a ksf n/a ksf 0.219 X -X, + D+L+H 1.50 ksf n/a 0.0 in 0.6330 ksf 0,6330 ksf n/a ksf n/a ksf 0.422 X -X, +D+Lr+H 1.50 ksf n/a 0.0 in 0.3280 ksf 0.3280 ksf n/a ksf n/a ksf 0.219 X -X, +D+0.750Lr+0.750L+H 1.50 ksf n/a 0.0 in 0.55675 ksf 0.55675 ksf n/a ksf n/a ksf 0.371 X -X, +D +W+H 1.50 ksf nla 0.43902 in 0.32090 ksf 0.33510 ksf n/a ksf nla ksf 0.223 X -X, +D+0.70E+H 1.50 ksf n/a 25.9120 in 0.0 ksf 0.76375 ksf n/a ksf n/a ksf 0.509 X -X, +D+0.750Lr+0.750L+0.750W+H 1.50 ksf n/a 0.19398 in 0.55142 ksf 0.56208 ksf n/a ksf n/a ksf 0.375 X -X, +D+0.750L+0.750S+0.750W+H 1.50 ksf n/a 0.19398 in 0.55142 ksf 0.56208 ksf n/a ksf n/a ksf 0.375 X -X, +D+0.750Lr+0.750L+0.5250E+H 1.50 ksf n/a 11.4492 in 0.24228 ksf 0.87122 ksf n/a ksf n/a ksf 0.581 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 ksf n/a 11.4492 in 0.24228 ksf 0.87122 ksf n/a ksf n/a ksf 0.581 X -X, +0.60D +W+H 1.50 ksf nla 0.73171 in 0.18970 ksf 0.20390 ksf n/a ksf n/a ksf 0.136 X -X, +0.60D+0.70E+H 1.50 ksf n/a 43.1866 in 0.0 ksf 0.92154 ksf n/a ksf n/a ksf 0.614 Z -Z, +D 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.3280 ksf 0.3280 ksf 0.219 Z -Z, + D+L+H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.6330 ksf 0.6330 ksf 0.422 Z -Z, +D+Lr+H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.3280 ksf 0.3280 ksf 0.219 Z -Z, +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.55675 ksf 0.55675 ksf 0.371 Z -Z, +D +W+H 1.50 ksf 0.43902 in nla n/a ksf n/a ksf 0.32090 ksf 0.33510 ksf 0.223 Z -Z, +D+0.70E+H 1.50 ksf 25.9120 in n/a n/a ksf n/a ksf 0.0 ksf 0.76375 ksf 0.509 Z -Z, +D+0.750Lr+0.750L+0.750W +H 1.50 ksf 0.19398 in n/a n/a ksf n/a ksf 0.55142 ksf 0.56208 ksf 0.375 Z -Z, +D+0.750L+0.750S+0.750W+H 1.50 ksf 0.19398 in n/a n/a ksf n/a ksf 0.55142 ksf 0.56208 ksf 0.375 Z -Z, +D+0.750Lr+0.750L+0.5250E+H 1.50 ksf 11.4492 in n/a n/a ksf n/a ksf 0.24228 ksf 0.87122 ksf 0.581 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 ksf 11.4492 in n/a n/a ksf n/a ksf 0.24228 ksf 0.87122 ksf 0.581 Z -Z, +0.60D +W+H 1.50 ksf 0.73171 in n/a n/a ksf n/a ksf 0.18970 ksf 0.20390 ksf 0.136 Z -Z, +0.60D+0.70E +H 1.50 ksf 43.1866 in n/a n/a ksf n/a ksf 0.0 ksf 0.92154 ksf 0.614 Overturning Stability Rotation Axis & Load Combination... Overturning Moment - g ty 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 X -X, 0.66D+L +1.3W 1.560 k -ft 261.833 k -ft 167.842 OK - X -X, D+L+E /1.4 72.2714 k -ft 316.50 k -ft 4.3793 OK X -X, 0.66D +1.3W 1,560 k -ft 109.333 k -ft 70.0855 OK X -X, 0.9D+E /1.4 72.2714 k -ft 147.60 k -ft 2.0423 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 1,560 k -ft 261.833 k -ft 167.842 OK Z -Z, D +L +E /1.4 72.2714 k -ft 316.50 k -ft 4.3793 OK ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -4 Gerber Legendary Knives Job # H0239 -4 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 File: C:LAA WORK12011 PROJECTSIH0239 -4 Gerberl\CalcutationsLiewell co2 calculation.ec6 General Footing Design ENERCALC , INC. 1983- 2008,Vec6.0.21, N:48068 Lic. # : KW -06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : Gerber Tank Foundation total tank weight = 38800 lb full (Nitrogen) Weight =Max. Load Conditions), 12,600 lb empty Overturning Stability Rotation Axis & Load Combination... _ Overturning Moment Resisting Moment Stability Ratio - Status Z -Z, 0.66D +1.3W 1.560 k -ft 109.333 k -ft 70.0855 OK Z -Z. 0.9D+E/1.4 72.2714 k -ft 147.60 k -ft 2.0423 OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X - X, D 0.0 k 41.870 k No Sliding OK X -X, D +L 0.0 k 54.070 k No Sliding OK X -X, 0.66D +L +1.3W 1.560 k 49.6967 k 31.8568 OK X -X, D +L +E /1.4 1.7714 k 54.070 k 30.5234 OK X -X, 0.66D +1.3W 1.560 k 37.4967 k 24.0363 OK X -X, 0.9D+E/1.4 1.7714 k 40.5580 k 22.8957 OK Z -Z, D 0.0 k 41.870 k No Sliding OK Z -Z, D+L 0.0 k 54.070 k No Sliding OK Z -Z, 0.66D+L +1.3W 1.560 k 49.6967 k 31.8568 OK Z -Z, D+L+E /1.4 1.7714 k 54.070 k 30.5234 OK Z -Z, 0.66D +1.3W 1.560 k 37.4967 k 24.0363 OK Z -Z, 0.9D+E/1.4 1.7714 k 40.5580 k 22.8957 OK Footing Flexure - Footing Flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top ? As Req'd Gym. As Actual As Phi *Mn Status X - X, +1.400 0.77146 k -ft +Z Bottom 0.0254 in2/ft Calc'd Bendina 0.3720 in2 /ft 15.0660 k -ft OK X -X, +1.40D 0.77146 k -ft -Z Bottom 0.0254 in2lft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK X - X, +1.20D+0.50Lr +1.60L +1.60H 1.4811 k -ft +Z Bottom 0.0488 in2/ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK X -X, +1.20D+0.50Lr +1.60L +1.60H 1.4811 k -ft -Z Bottom 0.0488 in2/ft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK X -X, +1.20D +1.60Lr+0.50L 0.91745 k -ft +Z Bottom 0.0302 in2Ift Calc'd Bending 0.3720 in2 /ft 15.0660 k -ft OK X -X, +1.20D +1.60Lr+0.50L 0.91745 k -ft -Z Bottom 0.0302 in2 /ft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK X -X, +1.200 +1.60Lr+0.50L+0.80W 0.92594 k -ft +Z Bottom 0.0305 in2lft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK X -X, +1.20D +1.60Lr+0.50L+0.80W 0.90896 k -ft -Z Bottom 0.0299 in2/ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK X -X, +1.20D+0.50L +1.60S+0.80W 0.92594 k -ft +Z Bottom 0.0305 in2lft Calc'd Bending 0.3720 in2 /ft 15.0660 k -ft OK X -X, +1.20D+0.50L +1.60S+0.80W 0.90896 k -ft -Z Bottom 0.0299 in2Ift Calc'd Bending 0.3720 in2Ift 15.0660 k -ft OK X -X, +1.20D+0.50Lr+0.50L +1.60W 0.93443 k -ft +Z Bottom 0.0308 in2lft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK X -X, +1.20D+0.50Lr+0.50L +1.60W 0.90047 k -ft -Z Bottom 0.0296 in2/ft Calc'd Bending 0.3720 in2 /ft 15.0660 k -ft OK X -X, +1.20D+0.50L+0.50S +1.60W 0.93443 k -ft +Z Bottom 0.0308 in2 /ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK X -X, +1.20D+0.50L+0.50S +1.60W 0.90047 k -ft -Z Bottom 0.0296 in2lft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK X - X, +1.20D+0.50L+0.20S +E 1.8174 k -ft +Z Bottom 0.0600 in2/ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK X -X, +1.20D+0.50L+0.20S +E 0.042429 k -ft -Z Bottom 0.0014 in2/ft Calc'd Bendina 0.3720 in2 /ft 15.0660 k -ft OK X -X, +0.90D +1.60W +1.60H 0.51292 k -ft +Z Bottom 0.0169 in2/ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK X - X, +0.900 +1.60W +1.60H 0.47895 k -ft -Z Bottom 0.0157 in2/ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK X -X, +0.90D+E +1.60H 1.8296 k -ft +Z Bottom 0.0604 in2/ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK X -X, +0.90D+E +1.60H 0.0 k -ft -Z Top 0.0000 in2/ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +1.40D 0.77146 k -ft - Bottom 0.0254 in2lft Calc'd Bendina 0.3720 in2Ift 15.0660 k -ft OK Z -Z, +1.40D 0.77146 k -ft +X Bottom 0.0254 in2/ft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.20D+0.50Lr +1.60L +1.60H 1.4811 k -ft - Bottom 0.0488 in2/ft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.20D+0.50Lr +1.60L +1.60H 1.4811 k -ft +X Bottom 0.0488 in2/ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L 0.91745 k -ft - Bottom 0.0302 in2/ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L 0.91745 k -ft +X Bottom 0.0302 in2/ft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.200 +1.60Lr+0.50L+0.80W 0.90896 k -ft -X Bottom 0.0299 in2 /ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +1.20D +1.60Lr+0.50L+0.80W 0.92594 k -ft +X Bottom 0.0305 in2/ft Calc'd Bendina 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +1.20D+0.50L +1.60S+0.80W 0.90896 k -ft - Bottom 0.0299 in2/ft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.20D+0.50L +1.60S+0.80W 0.92594 k -ft +X Bottom 0.0305 in2 /ft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK • Z -Z, +1.20D+0.50Lr+0.50L +1.60W 0.90047 k -ft - Bottom 0.0296 in2lft Calc'd Bendina 0.3720 in2Ift 15.0660 k -ft OK Z -Z, +1.20D+0.50Lr+0.50L +1.60W 0.93443 k -ft +X Bottom 0.0308 in2lft Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.20D+0.50L+0.50S +1.60W 0.90047 k -ft - Bottom 0.0296 in21ft Calc'd Bendina 0.3720 in2Ift 15.0660 k -ft OK Z -Z, +1.20D+0.50L+0.50S +1.60W 0.93443 k -ft +X Bottom 0.0308 in2Ift Calc'd Bending 0.3720 in2lft 15.0660 k -ft OK Z -Z, +1.200+0.50L+0.20S+E 0.042429 k -ft -X Bottom 0.0014 in2lft Calc'd Bendina 0.3720 in2Ift 15.0660 k -ft OK Z -Z, +1.20D+0.50L+0.20S+E 1.8174 k -ft +X Bottom 0.0600 in2 /ft Calc'd Bending 0.3720 in2 /ft 15.0660 k -ft OK Z -Z, +0.90D +1.60W +1.60H 0.47895 k -ft -X Bottom 0.0157 in2/ft Calc'd Bendina 0.3720 in2lft 15.0660 k -ft OK Z -Z, +0.90D +1.60W +1.60H 0.51292 k -ft +X Bottom 0.0169 in21ft Calc'd Bending 0.3720 in2 /ft 15.0660 k -ft OK Z -Z, +0.90D+E +1.60H 0.0 k -ft -X Top 0.0000 in2 /ft Calc'd Bending 0.3720 in2/ft 15.0660 k -ft OK Z -Z, +0.90D+E +1.60H 1.8296 k -ft +X Bottom 0.0604 in2lft Calc'd Bendina 0.3720 in2 /ft 15.0660 k -ft OK " ZAROSINSKI ENGINEERING & DESIGN INC Title : H0239 -4 Gerber Legendary Knives Job # H0239 -4 0 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 General Footing Design n File: C:IAA WORK12011 PROJECTS1H0 -4 GerberlCalculationsljewell cot calculation.ec6 9 9 ENERCALC, INC. 1983-2008, Ver. 6.0.21, N:48068 Lic. # : KW -06006036 License Owner : ZAROSINSKI ENGINEERING & DESIGN INC Description : Gerber Tank Foundation total tank weight = 38800 lb full (Nitrogen) Weight =Max, Load Conditions), 12,600 lb empty One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi *Vn I Vu Status +1.400 4.5353 psi 4.5353 psi 4.5353 psi 4.5353 psi 4.5353 psi 93.1128 psi 0.048708 OK +1.20D+0.50Lr +1.60L +1.60H 8.7072 psi 8.7072 psi 8.7072 psi 8.7072 psi 8.7072 psi 93.1128 psi 0.093512 OK +1.20D +1.60Lr+0.50L 5.3936 psi 5.3936 psi 5.3936 psi 5.3936 psi 5.3936 psi 93.1128 psi 0.057925 OK +1.20D +1.60Lr+0.50L+0.80W 5.3936 psi 5.3936 psi 5.3428 psi 5.4444 psi 5.4444 psi 93.1128 psi 0.058471 OK +1.20D+0.50L +1.60S+0.80W 5.3936 psi 5.3936 psi 5.3428 psi 5.4444 psi 5.4444 psi 93.1128 psi 0.058471 OK +1.20D+0.50Lr+0.50L +1.60W 5.3936 psi 5.3936 psi 5.2919 psi 5.4952 psi 5.4952 psi 93.1128 psi 0.059017 OK +1.20D+0.50L+0.50S +1.60W 5.3936 psi 5.3936 psi 5.2919 psi 5.4952 psi 5.4952 psi 93.1128 psi 0.059017 OK +1.20D+0.50L+0.20S+E 5.3935 psi 5.3935 psi 0.14622 psi 10.7797 psi 10.7797 psi 93.1128 psi 0.11577 OK +0.90D +1.60W +1.60H 2.9156 psi 2.9156 psi 2.8139 psi 3.0172 psi 3.0172 psi 93.1128 psi 0.032404 OK +0.90D+E +1.60H 2.9152 osi 2.9152 psi 0.0 psi 10.9632 psi 10.9632 psi 93.1128 psi 0.11774 OK Punching Shear Load Combination... Vu Phi *Vn Vu I Phi *Vn Status +1.40D 7.5126 psi 142.408 psi 0.052754 OK +1.200+0.50Lr +1.60L +1.60H 14.4232 psi 142.408 psi 0.10128 OK +1.200 +1.60Lr+0.50L 8.9343 psi 142.408 psi 0.062737 OK +1.20D +1.60Lr+0.50L+0.80W 8.9343 psi 142.408 psi 0.062737 OK +1.20D+0.50L +1.60S+0.80W 8.9343 psi 142.408 psi 0.062737 OK +1.20D+0.50Lr+0.50L +1.60W 8.9343 psi 142.408 psi 0.062737 OK +1.20D+0.50L+0.50S +1.60W 8.9343 psi 142.408 psi 0.062737 OK +1.20D+0.50L+0.20S+E 8.9654 psi 142.408 psi 0.062955 OK +0.90D +1.60W +1.60H 4.8295 psi 142.408 psi 0.033913 OK +0.90D+E +1.60H 6.4095 psi 142.408 psi 0.045008 OK r M11L.T1 www.hilti.us PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 1 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com Specifier's comments: for Stride Const. 1. Input data Anchor type and diameter: HIT -HY 150 MAX -SD + HAS B7, 1 Effective embedment depth: h,,,,, = 7.864 in. (h,,,„, = 9.750 in.) , . Material: ASTM A 193 Grade 67 i 10411.1131 , Evaluation Service Report:: ESR 3013 r / Issued I Valid: 4/1/2010 I - Proof: design method ACI 318 / AC308 Stand -off installation: e, = 0.000 in. (no stand -off); t = 1.325 in. Anchor plate: I, x l x t = 13.750 x 24.000 x 1.325 in. (Recommended plate thickness: not calculated) Profile W shape (AISC); (L x W x T x FT) = 9.870 in. x 3.960 in. x 0.190 in. x 0.210 in. Base material: cracked concrete , 3000, f: = 3000 psi; h = 12.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F): yes (D.3.3.5) Geometry [in.] & Loading [lb, in. -lb] z N co 75 s °, w `-, v \ ,,.;.. ., • X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (e ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us _ PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 2 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: (+Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 4705 500 0 -500 g iy g 2 4701 500 0 -500 3 2999 500 0 -500 4 2997 500 0 -500 5 1209 500 0 -500 Tension 6 1203 500 0 -500 0 max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 9 2 resulting tension force in (x/y)= (0.000 /- 2.992) [lb]: 17812 resulting compression force in (x/y) =(0/0) [lb]: 0 3. Tension load Proof Load N„, [lb] Capacity 0N„ [lb] Utilization R„ [ %] = NJ4N„ Status Steel Strength* 4704 56780 8 OK Bond Strength** 17811 21008 85 OK Concrete Breakout Strength** 17811 17971 99 OK anchor having the highest loading **anchor group (anchors in tension) Steel Strength Equations N = ESR value refer to ICC -ES ESR 3013 0 Nsteel Z Nua ACI 318 -08 Eq. (D -1) Variables n Ase,N lin 2 ] futa [psi] 1 0.61 125000 Calculations Nsa [lb] 75706 Results Nsa [lb] .steel 0 Nsa [lb] Nua [lb] • 75706 0.750 56780 4704 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 r Mi� www.hilti.us PROFIS Anchor 2.1.3 e Company: Zarosinski Engineering and Design, Inc. Page: 3 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 - Phone I Fax: 360 - 513 -2746 j 360- 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com Bond Strength Equations 11 Nag = ( a ) Wed,Na Wg,Na Wec,Na Wp,Na N80 ICC -ES AC308 Eq. (D -16b) di N 2 N ACI 318 -08 Eq. (D -1) AN. = see ICC - ES AC308, Part D.5.3.7 AN8O = Scr,Na ICC -ES AC308 Eq. (D -16c) sa,Na = 20d Tk °° — 5 3 he ICC -ES AC308 Eq. (D -16d) 1450 ccr,No = s 2 ICC -ES AC308 Eq. (D -16e) w N = 0.7 + 0.3 (cc s 1.0 ICC -ES AC308 Eq. (D -16m) a J 0.5 Wg,Na = Wg,Nao [\ 5 — ) ( yrg,Nao)] 1.0 ICC -ES AC308 Eq. (D -16g) S 1 1.5 WeNao = f - [(� -1) • ( Tk, / ]> 1.0 ICC -ES AC308 Eq. (D -16h) ` Tk,max,c J Tk,maxc n d h fc ICC -ES AC308 Eq. (D -16i) • 1 Wec,Na = (1 + 2eN ) < 1.0 ICC -ES AC308 Eq. (D -16j) SU,N8 wpm. = MAX —min , cac / ccr,Na\ 1.0 ICC -ES AC308 Eq. (D -16p) cac N80 = Tk,c' Kbond ' 1c ' d • h ICC -ES AC308 Eq. (D -16f) Variables Tk,c,una (PSi] danehdr [in.] her [in.] cam* [in.] s 81y [in.] n 'Eke [psi) k 1440 1.000 7.864 17.750 8.158 6 896 17 ,r Tc [psi] ec1,N [in.) _ ec2,N [in.] cac Iill•] Kband 3000 0.000 3.074 17.119 1.00 Calculations Sa.Na [in.] ca,Na [in.] _ ANa [in.2] ANao [in. Wed,Na Tk,mau (psi] WNW We,Ne 19.930 9.965 1011.89 397.22 1.000 831 1.000 1.000 Wee1,Na Wec2,Na Wp.Na N [lb] 1.000 0.764 1.000 22135 Results N [Ib] +bond ®seismic 4nondudNe aN,ses 0 aN,seis N89 [Ib] N [Ib] 43093 0.650 0.750 1.000 1.000 21008 17811 0 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 r J 111411iLMI. www.hiki.us PROFIS Anchor 2.1.3 a Company: Zarosinski Engineering and Design, Inc. Page: 4 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 - Phone I Fax: 360- 513 -2746 1 360 -576 -8698 Date: 3/30/2011 E -Mail: dzaro@zaroeng.com Concrete Breakout Strength Equations N c b g = �ANco) W ec, N Wed,N Wc,N Wcp,N N b ACI 318 -08 Eq. (D -5) N 2 N. ACI 318 -08 Eq. (D-1) AN see AC1318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het ACI 318 -08 Eq. (D-6) 1 We = (. + / 2 eN 51.0 ACI 318 -08 Eq. (D-9) 3 he • Wed,N = 0.7 + 0.3 (.f--7—; Ser) 51.0 ACI 318 - 08 Eq (D - 11) ._mN 1.5her w = MAX( c cac ) 5 1.0 ACI 318 -08 Eq. (D-13) N = k k Wei ACI 318 -08 Eq. (D -7) Variables her [in.] ee1,N IN ec2,N (in.] c.,mn [in-] Wc.N c (in.] k _ k 7.864 0.000 3.074 17.750 1.000 17.119 17 1 ( [psi] 3000 Calculations 7 _ AN. [In Z A ] Amon [in 2] Wecf,N Wed,N Yed.N V,,N N b [Ib] 1259.60 556.48 1.000 0.793 1.000 1.000 20531 Results Nogg [Ib] +mast. 44.etrmc Onoaductie 4 N [Ib] N [Ib] 38865 0.650 0.750 1.000 17971 17811 • 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 Hilt! AG, Sdiaan www.hilti.us PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 5 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com 4. Shear load Proof Load V „, [Ib] Capacity O [Ib] Utilization [i„ [N. VAN, Status Steel Strength' 500 20667 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength ** 3000 48795 6 OK Concrete edge failure in direction 3000 25868 12 OK anchor having the highest loading * *anchor group (relevant anchors) Steel Strength Equations Vsa = av,sels (n 0.6 Ase,v feta) refer to ICC -ES ESR 3013 4) Vsteel > Vua ACI 318 -08 Eq. (D -1) Variables n Ase,V [In. 2 ] futa [psi] aV,seis (n 0.6 Ase.v futa) [Ib] 1 0.61 125000 0.700 45423 Calculations V [Ib] 31796 Results Vsa [Ib] 4)steet 4, Vsa [lb] Vua [Ib] 31796 0.650 20667 500 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 4 N11T1 www.hitti.us PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 6 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com Pryout Strength (Concrete Breakout Strength controls) Equations Vcp9 = k cp [(ANN W ec,N yled,N Wc,N Wcp,N N b ] ACI 318 -08 Eq. (D -31) V Z V ACI 318 -08 Eq. (D -1) A see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANSO = 9 he ACI 318 -08 Eq. (D -6) 1 WeaN = 1 + 2 eN 51.0 ACI 318 -08 Eq. (D -9) 3 h Wad = 0.7 + 0.3 (1.5ca,minhet ) .51.0 ACI 318 -08 Eq. (D -11) WAN = M AX ( Ca , min 1 5h e t ) c 1 .0 ACI 318 -08 Eq. (D -13) • l ac Cac Nb = k 7< ' W ACI 318 -08 Eq. (D -7) Variables k h [in.] eci,N [in.] eaN [in.] ; ,,,,, [in.} ytr,N cec fn•] kc 2 7.864 0.000 0.000 17.750 1.000 17.119 17 I [psi] 1 3000 Calculations AN, [in 2] ANCo [i� Z ] W.ct.N Wec2.N Wed.N Wcp,N Nb [Ib] 1259.60 556.48 1.000 1.000 1.000 1.000 20531 Results V c9a [Ib] +concrete +aeteek $nonductue 4 Vcpu PI V [Ib] 92944 0.700 0.750 1.000 48795 3000 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 J sion-ir' www.hilti.us PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 7 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 - Phone I Fax: 360- 513 -2746 1 360 -576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com Concrete edge failure in direction y- Equations A V cbg = (Auto) Wec tyed,v tyc,v tyh,v Wparallet,v Vb ACI 318 -08 Eq. (D -22) V cbg 2 V„ ACI 318 -08 Eq. (D -1) A see ACI 318 -08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 ca ACI 318 -08 Eq. (D-23) 1 tyec,v \1 + 2e„ / 51.0 ACI 318 -08 Eq. (D-26) Scat Wed,v = 0.7 + 0.3(140 51.0 ACI 318 - 08 Eq. (D - 28) wh,v = 1'Scan 21.0 ACI 318 -08 Eq. (D -29) h I o.z V = (7 (d) i) �, c i s ACI 318 -08 EQ. (D -24) a Variables c [in.] Ca2 [in.] eov [in.] Wc,v h [in.] l [in.] 7r d [in.] 47.167 17.750 0.000 1.200 12.000 7.863 1 1.000 fc [psi] typarNety 3000 1.000 Calculations _ Avo [tn 2 ) Avon [in 2 ] Wec,v Wed,v Wh,v Vb [lb] 1164.00 10011.12 1.000 0.775 2.430 187599 • Results V cbs [lb] +concrete Oselsmtc 4nonduaxe (11 Vmg [ib] Via [lb] 49272 0.700 0.750 1.000 25868 3000 5. Combined tension and shear loads p NAN., pV = VAV Utilization 6av [ %] Status 0.991 0.116 - 92 OK Pm= (13a +[iv)/ < = 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 1041,LVIr, www.hilti.us _ PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 8 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 Phone I Fax: 360 - 513 -2746 1 360- 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com 6. Warnings • Condition A applies when supplementary reinforcement is used. The V 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 standard! • 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 (0,�,,„,,,,) 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 (p, = 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 ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan r or www.hilti.us _ PROFIS Anchor 2.1.3 Company: Zarosinski Engineering and Design, Inc. Page: 9 Specifier: Dean P. Zarosinski PE Project: Gerber Address: 1400 NW 155th Circle, Vancouver, WA 98685 Sub - Project I Pos. No.: H0239 -4 • Phone I Fax: 360 - 513 -2746 1 360 - 576 -8698 Date: 3/30/2011 E -Mail: dzaro @zaroeng.com 7. Installation data Anchor plate, steel: - Anchor type and diameter: HIT -HY 150 MAX -SD + HAS B7, 1 Profile: W shape (AISC), 9.870 in. x 3.960 in. x 0.190 in. x 0.210 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): 1.325 in. Hole depth in the base material: 7.864 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 10.114 in. y 'M x I - v . • Es Ell 6.8750 6.8750 v • Coordinates Anchor [in.] Anchor x y c c„ c, c,,, Anchor x y c, c„ c. c, 1 -4.250 -7.688 70.750 26.250 67.312 82.688 4 4.250 -0.055 79.250 17.750 74.945 75.055 2 4.250 -7.688 79.250 17.750 67.312 82.688 5 4.250 7.945 79.250 17.750 82.945 67.055 3 -4.250 -0.055 70.750 26.250 74.945 75.055 6 -4.250 7.985 70.750 26.250 82.985 67.015 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 T 6 it i Y y ?n a • a G h • 6 Q . b 't s.,q?� x��e t '7;t'*'' D 41 ,�� . - - .si. - \ . \, e. s 't '4 V• !'�"k' 3! !� z !�c a a s a :: 77 77 : �....,.s *7* • \, '�!� aA► � ., `as +t a: c. �t'm ro s �t s+! wk a.x �►ir I ockN, ARP 4° . 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STRIDE cy "` - L c :: cORPORAT1O IMF AIRGAS NITROGEN TANK ATTACHMENT STRIDE CORPORATION GERBER LEGENDARY KNIVES 9222 SE. Woodstock Blvd. Portland, OR 97266 14200 SW 72nd AVE PORTLAND, OR 97224 -8094 Ph 503-771-9606/Fax 503-771-1871 www.strideco.com .. ..i. -* ' r . \./■ ,4 , f'N. 1 1 r I , )(: -.. 1. - 5 ..... .. :-_--- H CI \ 7.„ F, , __. \._ \:k '' - ' i `)• )\ C '•/,..r, ___.') .1 - ...I 'ij tr''• /- I • \ - I.. 0 _____ H ... -____ l , - - / \ , / :1 V\) I I , • 7 / . ( - - j o: ( - ,.... 0 1 ---- - (' -----;- '). I - ,3-- .-,--.- , \r, - 0 1' --- 1 1 N \----,\ ,!'(. - ;< N '••;,.,=- ! 0 .f.; 0 0 ..) '''! ') K r11 '''" xi •,,,,, ci k ../.1 _.../ 2 _ _ ....._ --. r "V . D..- r ......... ...5 6 . '0 -----* c`.' c_.../ . . , .... ,..i ) --_—..; .., . . ... _) 7 0 . , . , STRIDE I . . 4111■1‘1■14,11L CORpoR ATIOS 9--) 1111f AIRGAS NITROGEN TANK ATTACHMENT STRIDE CORPORATION GERBER LEGENDARY KNIVES 9222 SE. Woodstock Blvd. Portland, OR 97266 14200 SW 72nd AVE PORTLAND, OR 97224-8094 Ph 503-771-9606/Fax 503-771-1871 www.strideco.com 1 - INNER VESSEL DESIGN DATA DRAWI "G C 11517988 Model: VS -3000 THRU 6000 13-3/4 [ 3491 P S I G 175 250 400 500 50- I /4E 12761 r MAWP: 2 5/8[[67] 8-1/2E216] fl /2 [13] barq 12.07 11.24 27.58 34.47 fl /16 [1.61 TYP 3 PLCS 0 78 -5/8 a DESIGN PSIG 189.7 264.7 414.7 514.7 [1997] BCD 4- 5/16[1101 REF PRESSURE barq 13.08 18.25 28.59 35.49 CODE COMPLIANCE: ASME SECTION VIII DIVISION I - l DESIGN ° F -320 TO 100 r e • \ \'\ 63 1/2 86[2184] ° C 1 9 5. 5 6 ° T 0 3 7 7 8 ° ��.� 15 � R 1 613] BCD REF TEMPERATURE 2 0� , .. , E F OUTER VESSEL MATERIAL OF CONSTRUCTION: 1 S A 5 5 3 9% NICKEL STEEL 16 I/ a[ 413] 7-5/8 E 1 9 41 TYP _ � A\ D I AM E T E R OUTER VESSEL DATA ± 1 / 16 [ 1.6 ] , l CODE COMPLIANCE: FULL VACUUM PER CGA -341 ;p � DESIGN ° F -20 TO 300 /' 76E 19301 LIFT �� / ,/,"0--LIFT I REF TEMPERATURE ° C -28.89 TO 148.9 LUG �► " i,' INNER VESSEL MATERIAL OF CONSTRUCTION: A36 CARBON S T E E L _ u D A M E T E R �I +I/8 FILL REF INSULATION TYPE: VACUUM AND MULTILAYER INSULATION -0 EVACUATION CONNECTION: 3 - 1/ 2" P U M P O U T PORT (4 PLCS) BOLT HOLE LAYOUT VACUUM GAUGE CONNECTION: HASTING DV6R FOOT PAD TOP VIEW BUILDING CODE: 1-3/8 [ 35] THK SCALE: N/A DESIGNED FOR CURRENT BUILDING CODE SEE MVE TYP 3 PLCS UBC POLICY #NP -180 SCALE 1/8 WEIGHTS AND SHIPPING DATA MODEL: VS -3000 VS -6000 MAWP PSIG 175 250 400 500 175 250 400 500 barq 12.07 17.24 27.58 34.47 12.07 17.24 27.58 34.47 L WEIGHT POUNDS 12,600 13,500 16,400 18,300 22,200 24,500 29,700 33,000 - 'V, T 'EMPTY KILOGRAMS 5,720 6,130 7,440 8,301 10,070 11,120 13,480 14,969 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[5,791.2] 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[9,702.8] CAPACITIES MODEL: VS -3000 VS -6000 GROSS GALLONS 3,158 6,075 (COLD) LITERS 1 1 , 954 22, 996 APPROVED DATE s CAPACITY Yr MO 01-29 NET GALLONS 3,037 5,841 e "Y MMK 2 - 8 -01 NEXT ASS'Y USED ON NEXTASS'Y FINALA[S'Y • (COLD) LITERS 1 1 , 496 22, 1 1 1 A - RELEASED FOR PRODUCTION MMK 3 - 13 - 01 n. KJR 2 - 01 APPLICATION QUANTITY REO'D SCF 349, 000 672, 000 REV ECR NO REVISION DESCRIPTION BY DATE One: MDS 2-08 -01 Storage y OXYGEN Store S stems Division NM3 9, 1 00 1 7, 600 THE M A TERIALS AND INFORMATION, INCLUDING THE MACH_ SEE B.O.M. FAS 2- 07 - 01 New Prague Operations om PRINCIPLES OE DESIGN CONTAINED IN THIS PRINT, N GASES EQUIVALENT IS THE EXCLUSIVE PROPERTY OF CHART INC., AND ani. GHE 2-6 01 TIT V 6p D VS 3000 THRU 6000 AT 1 ATM AND 70 ° F/ NITROGEN SCF 282 000 543, 000 Is COATIDENTIAL AND PROPRIETARY INFORMATION. UNLESS OTHERWISE SPECIFIED ? DIMENSIONS ARE I N I N C H E S . 9 % N I 175/250/400/500 ASME 1 ATM AND 0 °C NM3 7 , 400 1 4, 200 THIS INFORMATION MAY NOT BE REPRODUCED, TOLERANCES: CO PIED. OR LOANED, IN PART OR IN WHOLE, NOR FRACTIONS ± is DRAWING C- 11517988 REV A SCF 34 , 000 651, 000 PART NUMBER ANGLES ± I° ARGON I THE INFORMATION TO BE RELATED TO ANY PARTY z PLACE DECIMALS t NA '' Do No scALE sMLLr NM3 8,900 1 7 , 200 WITHOUT CHART'S PRIOR WRITTEN CONSENT. 11517988 3 PEACE DECIMALS t NA N/A DRAWI I OF I ----, r r --, ., 41111111‘ .. . v -'41111111111 1 v A , A v 10 A v A V n P1 'CP X V S Z A — o a) . 1-- 111 - v A --1 > i co * 5 _ 0 m mom m -.1 ,,,, z ., ,. m i x z > (7) mc) 2 z , 0 = 0m 5 0 • =i . Da n ,--) m o -- . 0 -< z — --o -4 v 01 I m 5 - A Z > 1 U) —I 0 > - 24" X- Z 1 e * -- Erl v ^ m 1' — 5" — r . H v • A o _ V A / / o . o o " 0 o \ 0 P1 X 0 0 CA v 0 0 --I A z • 0, 0 F . • c ✓ — 5' __ o A v ..---- A o o ✓ cy) A .. 0 v A o 0 ----.. v A -- 10' V S ‚S , x x x x x x x x x >: X 0 0 0-, / \-\ q .■ \ \/,0\ iii Z Ni ' • 73 ,F '■ N -- 2 -71 i e3 LC: 6:) /), X .---N / m OJ ( > 0 , _ I., (r) x SUBTLE F i Z a r o s i n s k i Engineering & Design . TANK ANCHORAGE DESIGN SITE LAYOUT 1111E U) , 6 6 ! 1400 NW 155th Circle AIRGAS NITROGEN TANK ATTACHMENT Vancouver, WA. 98685 GERBER LEGENDARY KNIVES a ,,,, ,,...J PHONE: (360) 513-2746 1- 1 14200 SW 72nd AVE PORTLAND, OR 97224-8094 EMAIL: dzaro@zaroeng.com 3-30-11 DRAWN BY: DPZ DATE: 3-30-11 ZARO CAD FILE:H0239-3.DWG O co „4 z N Lv N p'� _ (f) Z W 1/4 U>lz II (7 1 Z O o HILTI -HY 150 MAX -SD + ° Q o HAS B7, 1" DIA. 7.75" 5" 641 8" W YCLz y 4 16 5" EXTEND 1 BASEPLATE O z Q Q A EMBEDMENT 416 Q Q °� `` • 8" AND ADD (2) HOLES o 1- wi o • NM NM MN FOR 1" DI BOLTS = Z Od �I ICI I■�I I o H w STEEL TANK FROM ,' � z < Q CHART STORAGE SYSTEMS Y w VS- 3000 1 r�ioo ., 1 Q z r o NITROGEN TANK 1 1 E- < ON FULL WEIGHT @ 500 PSI = 38,800 LB Q y 75„ IMIll o in HILTI -HY 150 8 8 O MAX -SD +HS B7 1" 7' -2" DIAMETER POST INSTALLED ANCHOR OTANK BASE DETAIL BOLTS. SPECIAL • SCALE: 1" =1' a - INSPECTION IS REQUIRED. MIN. 7 EMBEDMENT ,b0 WITH A MAXIMUM C/) PROJECTION OF 3 IF Q) NO GROUT PAD IS USED OR 5 WITH GROUT PAD. ° ~ < z ( -Pt a_ O pn��O • r--1 U 00 r V - f- 0 � tD N p' - 0 I (11 � Q o C� 0 �� u� 3 O ® �' v N O O Z `din M r - � , ?t ; p Q 1 r �W 1 ° . � m =- -- -- Z ■ - ' - ._Illi f V 1 EXPIRES 6/30/2012 ° / . t / ' - " ' 4 ' - . , , . , �� 'N \s/ m SIDE VIEW OF NITROGEN TANK AND FOUNDATION �� s - ' \'�� 1 SCALE. V " =1' 1 / CC 5 0 1. 0 GON 1 N n INSTALLATION OF BOLTS TO FOUNDATION REQUIRES SPECIAL INSPECTION \ ° F y R . , s �9� �� ' H0239 -4 • f] ov: H0239 -4 \ A Z �/ c no SCALE: NOTED SHEE': S2