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Home My WebLink AboutColumbian TecTank CalculationsColumbian TecTank 2101 S. 21 st Street, PO Box 996 Parsons, KS 67357-0996 Phone: 620-421-0200 Fax: 620-421-9122 6REVIEWED, NO ❑ REJECTED EXCEPTIONS TAKEN ❑ RESUBMIT ❑ REVIEWED AS NOTED ❑ DO NOT RESUBMIT ❑ SUBMIT SPECIFIED ITEM pg/ Review is only for general conformance with the dgsf igl9/O intent of the project and compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications Contractor is responsible for dimensions which shall hp confirmed and coordinated at the jobsite, fabrication processes, techniques of construction, coordination of all work with other trades and the satisfactory performance in accordant with the contract or documents. II DATE 3 ° BY INJ Ikr,-- LU1r1 0% M.L. Engineering, Inc. Consulting Engineer Vero Beach, Florida }! CALCULATIONS Mass Flow Welded Tank Customer: Sales Order Number: Date: Engineer: Checker: Tank Diameter = Tank Height = Hopper Angle = Hopper Opening = Hopper Clearance = Tank Volume = Bulk Density = Product: ASCE 7-98 Wind Velocity = IBC2000 Seismic Design Deck Live Load = Equipment Weight = Angle Of Repose = Shell Friction Angle = Hopper Friction Angle = Internal Friction Angle = Sigma'/Gamma B = r Design Pressure = Design Vacuum = Process Systems 06-7347 02/22/07 DRS KM 13.920 ft 40.00 ft 60.00 deg 1.00 ft 3.00 ft 4539 cf 36 pcf PVC 140 mph V= 20 psf 800 Ibs 0.0 deg 25.0 deg 15.0 deg 50.0 deg 0.52 14.00 oz/in^2 1.00 oz/in^2 Oea`�{1{IIIIPtIpo ` • o ;• �, SToTl��9 36673z� o ^fit jZ '��ss��`"e ALE�Go�` 'rrrrll {{e�� •z��-''-/o % 4.243 m - - -- - ------ - 12.192 m f Richard V.D. Field Florida P.E. No. 5245'1 0.305 m - 0.914 mj 129 m^3 v 577 kglm', 3 62.6 m/s,, ` 0.020 W y� s 97.6 kg/mA2 ' 3.559 kN CONFIDENTIAL/TRADE SECRETS. By accepting possession of this document, recipient agrees that its contents are confidential, proprietary trade secrets of Columbian TecTank. No portion of this document may be reproduced, distributed, or used in any manner without written permission from Columbian TecTank. 06-7347 .wk4 WIND LOAD (At Tank Base) pg 2 ' Ref. ASCE 7-98 of 15 Tank Dia. (D) = 13.920 Ft F = (qz G Cf) Af = F' Af Tank Ht. (h) = 40 Ft F' = qz G Cf - Velocity = 140 Mph qz = 0.00256 Kz Kzt Kd (V"2) I = Pv Kz I = 1.00 Pv = 0.00256 Kzt (V^2) I Exposure C _ F' = (Pv Kz) G Cf Structure Ht. = 0.00 Ft Af = Ring Ht x D G= 0.85 F= F'Af Kd = 0.95 OTM = F h Kzt = 1.00 Pv = 50.18 Psf h/D = 2.8T Cf = 0.53 Ht. From Ring Ht. Grade Kz F' Af F h OTM TO, (Ft) (Psf) (Sq.Ft) (Lbs) (Ft) (Ft-Lbs) 1 15.00 15.00 0.85 18.30 209 3820 7.50 28650 2 5.00 20.00 0.90 19.37 70 1348 17.50 23594 3 5.00 25.00 0.94. 20.23 70 1408 22.50 31684 4 5.00 30.00 0.98 21.09 70 1468 27.50 40373 5 10.00 40.00 1.04 22.38 139 3116 35.00 109058 ' Total Base Shear = Sum of the Forces (F) = 11160 Lbs Total Overturning Moment At Tank Base = Sum of the OTMs = 233359 Ft-Lbs 06-7347 .wk4 r Seismic Force pg 3 ' Ref. IBC 2000 of 15 Nonbuilding Structures Seismic Design • V = Seismic Force = Base Shear = 0.7* Cs W (Eq 16-34) Cs(1) = Sds / (R / 1) (Eq. 16-35) Sds = 2/3 (Sms) = 0.084 (Eq. 16-18) • Sms = Fa Ss = 0.126 (0.2 sec. period, Eq. 16-16) Ss = 7.9 % g (Fig. 1615) Fa = 1.6 (Table 1615.1.2(1)) Cs(2) = Shc / T(R / 1) (Eq. 16-36) Shc = 2/3 (Sml) = 0.054 (Eq. 16-19) Sml = Fa S1 = 0.082 (1.0 sec. period, Eq. 16-17) S1 = 3.4 % g (Fig. 1615) Fv = 2.4 (Table 1615.1.2(2)) . • T = Ct (hn)^3/4 (Eq. 16-39, ref ASCE 7) Ct = 0.02 hn = 40 ft T = 0.318 Cs(3) = 0.14 (Sds 1) (Eq. 16-75) Cs(4) = 0.8 S1 I / R (Eq. 16-76) Seismic Use Group = 1 (Table 1622.2.5(2)) 1 = 1.00 (Table 1622.2.5(2)) Site Class = D (Table 1615.1.1) R = 3.0 (Table 1622.2.5(1)) Seismic Design Category = A (Table 1616.3(1)) Cs(1) = 0.028 Cs(2) = 0.057 Cs(3) = 0.012 Cs(4) = 0.009 (Category E or F and S1 >= 0.6g Only) V = 0.020 W W Vs h OTMs Ibs Ibs ft ft-Ibs Equipment: 800 16 40.00 629 Deck: 1303 26 40.41 1036 Shell: 13353 263 21.16 5554 Hopper: 2344 46 11.18 515 Product In Repose: 0 0 0 ' Product In Shell: 141408 2780 27.09 75334 Product In Hopper: 22007 433 11.18 4837 Totals: 181215 3563 87905 * Ref Section 1605.3.1 Load Combination For Allowable Stress Design W = Weight Of Tank/Equip./Contents/Snow (if > 30 pso h = Height To Centroid From Base Of Tank 06-7347 .wk4 OTMs = Overturning Moment = Vs h SEISMIC LOAD pg of /S Vs = Seismic Force = Base Shear Vs = 0.020 W W = Weight Of Tank/Equip./Contents/Snow (if > 30 pso h = Height To Centroid From Base Of Tank OTMs = Overturning Moment = Vs h W Vs h OTMs Ibs Ibs ft ft-Ibs Equipment: 800 16 40.00. 629 Deck: 1303 26 40.41 1036 Shell: 13353 263 21.16 5554 . Hopper: 2344 46 11.18 515 Product In Repose: 0 0 0 Product In Shell: 141408 2780 27.09 75334 Product In Hopper: 22007 433 11.18 4837 Totals: 181215 3563 87905 06-7347 .wk4 P9 S ' EQUIVALENT VERTICAL LOADS of IS Tank Diameter = 13.920 ft M = OTM, Overturning Moment Due To Wind Or Seismic EVL = Equivalent Vertical Load Fb = Bending Stress S = Section Modulus Of Circular Shell t = Shell Thickness R = Shell Radius A = Area Of Circular Shell D = Diameter Of Shell Shell: M = SUM (F H) Fb'=M/S=M/(Pi R A 2 t), A=Pi 2 Rt EVL = Fb A EVL =(M/(Pi R^2t))(Pi2Rt) = 2M/R = 4M/D OTM OTM Max Elev. Wind Seismic EVL ft ft-Ibs ft-Ibs Ibs Eave 5.92 5460 2258 1569 . 11.84 21810 8480 6267 17.76 48554 18643 13952 23.68 85148 32747 24468 25.81 100639 38792 28919 40.00 233359 87905 67057 06-7347 .wk4 pg 6 Shell Loads From Product of /�' Ref: Jenike, A.W., Effect Of Solid Flow Properties And Hopper Configuration On Silo Loads Matt A36 Tank Diameter (D) = 13.920 ft 4243 mm Actual Product Bulk Density = 36.0 pcf (Ref. ACI Overpressures For Off -Center Fill, w = (Actual Product Wt.) x 1.25 x (e / (D/2)) Inlet Radius (e) = 6.96 ft Product Design Bulk Density (w) = 45.0 pcf 721 kg/m^3 Angle Of Repose = 0.0 deg Repose Centroid From Top Of Shell = 0.00 ft Ratio Of Horizontal To Vertical Pressure In Cylinder (k) = 0.6 (k = 0.4 For Funnel Flow -or- k = 0.6 For Mass Flow) u' = Coeff Of Friction Between Solid And Tank Wall = Tan 25.0 deg= 0.466 u = Coeff Of Friction Between Solid And Hopper Wall = Tan 15.0 deg= 0.268 Internal Tank Pressure (p') = 0.9 psi = 14.00 oz/in"2 60.3 mBar Lateral Product Vertical (Hoop) Ring Depth Press. Press. Lateral Shell Stress Allow Vertical Vertical Depth Z q p Load t Load/t Stress Load Load ft ft psf Mf Ibin in mm Psli pal: Ibft Ibs 5.92 5.92 359 215 125 0.1875 4.8 666 15120 189 8283 11.84 11.84 536 322 187 0.1345 3.4 1388 15120 658 28784 17.76 17.76 671 403 234 0.1345 3.4 1737 15120 1301 56874 23.68 23.68 774 464 269 0.1345 3.4 2002 15120 2051 89679 25.81 25.81 804 483 280 0.1875 4.8 1493 15120 2339 102274 Vertical Pressure (q) = {w D [1-(exp(-4kuZ/D))] / (4 k u)) + (144 p') Lateral (Hoop) Pressure (p) = k q => 144 p' :Lateral Load = p (D/2) / 12 Vertical Load = (w D Z /4)-{(w D^2) [1-(exp(-4ku'Z/D))] / (16 k u')) Allowable Tensile Stress 06-7347.wk4 Base Material Fy = Plate Material Allow. Stress = Joint Eff. = Allow. Stress w/ Joint Eff. = 0.42 Fy = 36000 psi 0.60 Fy 0.70 15120 psi 248 MPa 104 MPa ALLOWABLE VERTICAL LOADS pg 7 Shell Plate of /S Tank Diameter = 13.920 ft Material: A36 4243 mm Ref: Baker's Structural Analysis Of Shells, Pg. 229 & 230 Above Below - Hopper Hopper Nominal Use Above Above Use Below Sheet/Plate Design S Hopper Hopper S Hopper Designation t Critical S.F. = 2.0 S.F. = 2.5 Critical S.F. = 3.0 (in) (mm) (in) (psi) (Ibs) (Ibs) (psi) (Ibs) 0.1345 3.4 0.1345 8249 291132 232906 8249 194088 0.1875 4.8 0.1875 13535 665867 532694 13535 443912 0.2500 6.4 0.2500 20519 1345943 1076754 20519 897295 0.3125. 7.9 0.3125 28094 2303545 1842836 28094 1535696 0.3750 9.5 0.3750 36000 3542209 2833767 36000 2361472 0.5000 12.7 0.5000 36000 4722945 3778356 36000 3148630 0.6250 15.9 0.6250 36000 5903681 4722945 36000 3935787 0.7500 19.1 0.7500 36000 7084417 5667534 36000 4722945 1.0000' 25.4 1.0000 36000 9445889 7556712 36000 6297260 Y = Theoretical Value For Buckling Coefficient = 1-(0.901(1-(exp (-1/16 (R/t)10.5)))) t = Thickness Of Shell (in) Critical = 2 S Pi R t, Total Critical Vertical Shell Load (Ibs) Critical Buckling Stress (S), Cannot Exceed 36000 psi 248 MPa Cc = 1 / [3 (1-u^2)]^0.5 = 0.6116 Modulus Of Elasticity (E) = 29000000 psi 199949 MPa Inside Radius Of Shell (R) = 83.5 in 2121.4 mm Poisson's Ratio (u) = 0.33 Above Hopper S = Y Cc E t / R, Critical Buckling Stress Of Long Cylinder (psi) Safety Factors For Shell Buckling: 2.0... H x D < 1000 Above Hopper 2.5...H x D >= 1000 Above Hopper Below Hopper S-_ Y Cc E t / R, Critical Buckling Stress Of Long Cylinder (psi) S = Kc (Pi-2 E / (12(1 - u^2))) (t / L)^2, Critical Buckling Stress Of Short Cylinder (psi) For Short Cylinders, Y Z < (Pi^2 Kco / (2 (3"0.5))) Z = (LA2/R t) ((1 - u^2)^0.5) L = 170.3 in From Tank Base To Hopper/Sidewall Connection L = 4325 mm Kco = 1.0 Kc = Kco + (12 Y^2 Z"2/(Pi^4 Kco)) Safety Factor For Shell Buckling: 3.0... Below, Hopper 06-7347 .wk4 Total Shell Loads Per Ring pg 8 of 15 Ring Ht. = 5.92 ft Vertical Loads Elev. = 5.92 ft Static Dynamic Product = 8283 8283 " Equip: + DL = 4089 4089 Live Load = 3044 3044 Wind EVL = 0 1569 16985 / 1.33 From Shell Buckling Formula: TOTAL = 15416 Ibs 12770 .Ibs Min t(req'd) = 0.0423 in Shell H x D = 82 Nominal Designation = 0.1875 in = 4.8 mm, Design Thickness = 0.1875 in = 4.8 mm Allow. Vert. Load = 665867 Ibs Ring Ht. = 5.92 ft Vertical Loads Elev. = 11.84 ft Static Dynamic Product = 28784 28784 Equip. + DL = 5513 5513 Live Load = 3044 3044 Wind EVL = 0 6267 43607 / 1.33 From Shell Buckling Formula: TOTAL = 37340 Ibs 32787 Ibs Min t(req'd) = 0.0600 in Shell H x D = 165 Nominal Designation = 0.1345 in = 3.4 mm Design Thickness = 0.1345 in = 3.4 mm Allow. Vert. Load = 291132 Ibs Ring Ht. = 5.92 ft Vertical Loads Elev. = 17.76 ft Static Dynamic Product = 56874 56874 Equip. + DL = 6937 6937 Live Load = 3044 3044 Wind EVL = 0 13952 80806 1.33 From Shell Buckling Formula: TOTAL = 66654 Ibs 60757 Ibs Min t(req'd) = 0.0754 in Shell H x D = 247 Nominal Designation = 0.1345 in = 3.4 mm Design Thickness = 0.1345 in = 3.4 mm Allow. Vert. Load = 291132 Ibs 06-7347 .wk4 Total Shell Loads Per R ft pg 9 of 15 Ring Ht. = 5.92 ft Vertical Loads Elev. = 23.68 ft Static Dynamic Product = 89679 89679 Equip. + DL = 8361 8361 Live Load = 3044 '3044 Wind EVL = 0 24468 125551 / 1.33 From Shell Buckling Formula: TOTAL = 101084 Ibs 94399 Ibs Min t(req'd) = 0.0886 in Shell H x D = 330 Nominal Designation = 0.1345 in = 3.4 mm Design Thickness = 0.1345 in = 3.4 mm Allow. Vert. Load = 291132 lbs Springline Ring Ht_ = 2.13 ft Vertical Loads Elev. = 25.81 ft Static Dynamic Product = 102274 102274 Equip. + DL = 9075 9075 Live Load = 3044 3044 Wind EVL = 0 28919 143312 / 1.33 From Shell Buckling Formula: TOTAL = 114393 Ibs 107754 Ibs Min t(req'd) = 0.0930 in Shell H x D = 359 Nominal Designation = 0.1875 in = 4.8 mm Design Thickness = 0.1875 in = 4.8 mm Allow. Vert. Load = 665867 Ibs Total Loads At Base Ring Ht. = 14.19 ft Vertical Loads Elev. = 40.00 ft Static Dynamic Product = 163415 163415 Equip. + DL = 17800 17800 Live Load = 3044 3044 Wind EVL = 0 67057 251316 / 1.33 From Shell Buckling Formula: TOTAL = 184259 Ibs 188959 Ibs Min t(req'd) = 0.1331 in Shell Nominal Designation = 0.1875 in = 4.8 mm Design Thickness = 0.1875 in = 4.8 mm Allow. Vert. Load = 443912 Ibs 06-7347 .wk4 Hopper Design (Mass Flow) Ref: Jenike, A.W., Effect Of Solid Flow Properties And Hopper Configuration On Silo Loads & API 620 Section 3.10, & 3.12 Tank Diameter (D) = 13.920 ft Hopper Outlet Diameter (d) = 1.000 ft Product Wt. (w) = 36 pcf Equipment Load (E) = 2000 Ibs Hop. Slope From Horz. (0) = 60 deg Hop. Slope From Vert. (o) = 30 deg Hopper Height To Apex (h) = 12.06 ft Head Ht. of Product (Z) = 25.81 ft Internal Tank Pressure (Pt) = 0.88 psi = pg / o of / S 4243 mm Material: A36 305 mm 577 kg/MA 3 8.896 kN Assumed For Hopper Evaluation Only Hopper Height (H) = 11.19 ft Area (A) = 152 ft^2 Volume (V) = 611 ft"3 14.0 oz/in^2 60.3 mBar k = Ratio Of Horizontal Pressure To Vertical Pressure = 0.4 u = Coeff. Of Friction Between Solid And Hopper Wall = Tan 15 deg = 0.268 Vertical Pressure (q) = {w D [1-(exp(-4kuZ/D))] / (4 k u)) + (144 Pt) = 767 psf Lateral Pressure (p) = k q = 307 psf Pressure Caused By Solid In Hopper (q1) = w V / A = 145 psf Total Vertical Pressure (q2) = q + q1 = 912 psf Vertical Load (qv) = ((q2 A) + E) / (Pi D))/12 = 268 Ibs/in Horizontal Load (qh) = qv / Tan O = 155 Ibs/in Non -Dim. Solids Press.. Normal To Wall, Based On Radial Stress (B) = 0.52 RADK (Dynamic) = 1/{((2/3)(1+(Tan u/ Tan o)))- (1/(6(B) Tan o))) = 2.376 n (Dynamic) = (2 RADK (1+(Tan u/Tan o)))-3 = 3.957 RADK (Static) = 1.000 n (Static) = (2 (1.0) (1+(Tan u/Tan o)))-3 = -0.072 p' = Hoop Pressure Normal To Hopper Wall = w RADK {((h-z) / n)+(((q/w)-(h/n)) ((1-(z/h))^(n+1)))) Comaression_Area Design T Shell t = 0.1875 in Hoop Comp Load (qc)=qh(D/2)12= 12932 Ibs Effective Shell Comp. Area = 1.13 inA2 Shell Comp. Yield Stress (Fy) = 36000 psi Eff. Hopper Comp. Area = 0.56 in12 • Hopper Comp. Yield Stress (Fy) = 36000 psi Compression Bar Area = 0.00 inA2 Comp. Bar Yield Stress (Fy) = 36000 psi Total Resisting Compressive Load = Sum (A (0.5 Fy)) = 30375 Ibs Hopper Allowable Tensile Stress Joint Eff. = 0.70 Plate Material Allow. Stress = 0.60 Fy Allowable Tensile Stress = 15120 psi Analyzed Vertical Height Down From Springline z = 1.00 ft = 0.30 m Slope Distance From Top Of Hopper = 1.15 ft Hopper Area (A') = 128 ft^2 tadius Normal To Hopper (r) = 7.37 ft Hop. Volume Below (V') = 471 ft^3 Hopper Diameter (D') = 12.77 ft Hopper Ht. To Apex'(h') = 11.06 ft Vertical Pressure (q') = {w D' [1-(exp(-4ku(Z+z)/D'))] / (4 k u)) + (144 Pt) = 762 psf Lateral Pressure (p) = k q' = 305 psf Vertical Load (qv') = {[(((w V'/ A') + q') A') + E]/ (Pi D')) / 12 = 242 Ibs/in Nominal Designation = 0.1875 in t = 4.8 mm Design Thickness (t) = 0.1875 in t = 4.8 mm Horz. Seam Design (T11 T1 = qv' / Sin O = 280 Ibs/in Radial Tensile Stress = T1 / t = 1491 psi Radial Seam Design (12) p' (Static) = 738 psf p' = 1248 psf p' (Dynamic) = 1248 psf T2 = (p' r) / 12 = 767 Ibs/in 06-7347 .wk4 Hoop Tensile Stress = T2 / t = 4089 psi DECK DESIGN Pg /1 Ref: Baker's Structural Analysis of Shells, Pg. 251 of /5 Material: A36 R1 = 10 in 254.0 mm R2 = 83.5 in 2121.4 mm Deck Thickness (t) = 0.1875 in 4.8 mm Roof Slope From Horz. = 10 deg Deck Live Load = 20 psf 97.6 kg/MA 2 Deck Dead Load = 8.4 psf Vacuum_ Load On Deck = 9.0 psf = 1 ozrn^2 P = Total Load = 37.4 psf 182.8 kg/MA 2 Modulus Of Elasticity (E) = 29000000 psi 199949 `MPa Yield Strength (Fy) = 36000 psi 248 MPa Scr = Kp [3.1416A2 E / (12 (1 - u"2))] [(t / L)^2] [R2 / (Re Cos A)] Poisson's Ratio (u) = 0.33 Roof Slope From Vert. (A) = 80 deg Re = (R1 + R2) / (2 Cos A) = 269.28 in L=(R2-R1)/SinA= 74.65 in Z _ (LA2 / (Re t)) ((1 - u^2)^0.5) = 104.20 From Fig. 10-30, Kp = 7.84 Scr = 2363 psi <= Fy Use... Scr = 2363 psi ' Pcr = [Scr (t) Cos A / R2] 144 Pcr = 132.7 psf Safety Factor = Pcr / P = 3.5 06-7347 .wk4 Pressure Check For Deck Tank Diameter (D) = 13.92 ft = 167.0 in Deck Slope From Horz. (0) = 10 deg Internal Tank Pressure (P) = 0.88 psi = 14.00 oz/in^2 Deck Thickness (Th) = 0.1875 in Top Ring Thickness (Tc) = 0.1875 in Area Of Reinforcing Member (Ar) = 0.094 in"2 Deck To Be Welded On 2 Side(s) To Sidewall Weld Thickness = 0.1345 in Weld Throat (Tw) = 0.0951 in Density (q) = 0.2833 pci Tank Cross -Sectional Area (A) = 21915 in^2 Radius Normal To Shell (Rc) = 6.96 ft = 83.5 in Radius Normal To Deck (Rh) = 40.08 ft = 481.0 in Fy. Deck Sheet: S1 = 36000 psi 248 MPa Top Ring: S2 = 36000 psi 248 MPa Reinforcement: S3 = 36000 psi 248 MPa Weld: Sw = 36000 psi 248 MPa Deck To Sidewall Junction Analysis Wh = 0.3 (Rh Th)^0.5 = 2.849 in We = 0.6 (Rc Tc)^0.5 = 2.374 in Ah = Wh Th = 0.534 in^2 Ac = We Tc = 0.445 in"2 4243 mm 60.3 mBar 4.8 mm 4.8 mm 60 mm"2 3.4 mm 2.4 -mm pg /Z of /s Allowable Pressure (Pa) Pa = [(30800 (Ah + AC + Ar) Tan O) + (8 Th)] 0.578 = 18.25 oz/in"2 78.7 mBar Weld Allow Pressure (Pwa) Pwa = Weld Qty. (16 {Tw (0.4 Sw) Sin O / (Rc))) = 91.12 oz/in"2 392.6 mBar Allowable Pressure = 18.25 oz/in"2 78.7 mBar Deck Sheet Analysis Vertical Pressure = P = Vertical Load (qv) = P A / (Pi D) _ Plate Material Allow. Stress = Joint Eff. _ Allow. Stress w/ Joint Eff. = 0.42 S1 = Radial Tension Design (I1) T1 = qv / Sin O = Stress = T1 / Th = Hoop Tension Design (T2) T2 = P Rh = Stress = T2 / Th = 06-7347 .wk4 Design based on API 650. 0.88 psi 37 Ibs/in 0.60 S1 0.70 15120 psi 210 Ibs/in 1122 psi <_ 421 Ibs/in 2245 psi <_ 104 MPa 15120 psi 15120 psi Vacuum Check For Shells pg 13 Ref. Structural Analysis Of Shells, Baker, pg 236 of /S Stress = Kp {Pi"2 E / (12(1-u^2))} (t/L)"2 Pcr = Critical Vacuum = Stress t / R Z = {LA2 / (R t)} (1-u"2)^0.5 Kp (For Lateral & Axial Pressure) = 1.04 (Z^0.5) p' = Critical Vacuum = 16 {[Kp {Pi^2 E / (12(1-u^2))} (t/L)^2] t / R} Tank Diameter = 13.92 ft 4243 mm V = Vacuum = 1.00 oz/inA2 4.3 mBar Tank Radius (r) = 83.5 in 2121 mm Modulus of Elasticity (E),= 29000000 psi 199949 MPa Poisson's Ratio (u) = 0.33 Ratio of Total Average Critical Ring Ring Ht. Thickness Vacuum Thickness Ring Ht. I t p9 (in) (mm) (in) (mm) (in) (in) Z Kp (oz/inA2) _Ring 1 0.1875 4.8 71 1804 71 0.1875 304 18.1 121.5 2 0.1345 3.4 71 1804 142 0.1345 1696 42.8 26.47 3 0.1345 3.4 71 1804 213 0.1345 3817 64.3 17.65 4 0.1345 3.4 71 1804 284 0.1345 6785 85.7 13.24 SL 0.1875 4.8 26 650 310 0.1389 . 7808 91.9 13.16 Thus... Max. Overall Critical Vacuum = 06-7347 .wk4 13.16 oz/in^2 / V = Safety factor = 13.2 Pg 14 ANCHOR BOLTS of I !r EVLw = Equivalent Vertical Wind Load = 67057 Ibs EVLs = Equivalent Vertical Seismic Load = 25260 Ibs DL = Tank Dead Load (Empty) = 17000 Ibs EQ = Equipment Dead Load = 800 Ibs PW = Product Weight = 163415 Ibs Q = Bolt Qty. = 20 Use 0.750 in Dia. Bolts 19.1 mm A 307 Fu = 60000 psi Ab = 0.4418 inA2 Ta = Allowable Tension = 0.33 Fu Ab = 8747 Ibs 38.910 kN asi = Allowable Stress Increase = 1.33 T = Wind Uplift = (EVLw - DL) / Q = 2503 Ibs/bolt 11.133 kN For Prying Action Of Clip, (312) (T / (asi Ta)) = 0.32 <= 1.00 T = Seismic Uplift = (EVLs - (0.9 (DL+EQ+PW))) / Q = 0 Ibs/bolt 0.000 kN For Prying Action Of Clip, (3/2) (T / (asi Ta)) = 0.00 <= 1.00 06-7347 .wk4 Loadings At Tank Base pg /5 of / Customer: Process Systems Sales Order Number: 06-7347 Date: 02/22/07 Engineer: DRS Tank Diameter = 13.920 ft 4.243 m Tank Height = 40.00 ft 12.192 m Hopper Angle = 60.00 deg Hopper Opening = 1.00 ft 0.305 m Hopper Clearance = 3.00 ft 0.914 m Tank Volume = 4539 cf 129 MA Bulk Density = 36 pcf 577 kg/m"3 Product: PVC Deck Live Load = 20 psf 97.6 kg/m^2 ASCE 7-98 Wind Velocity = 140 mph Exp C 1 = 1.00 IBC 2000 Seismic Design V = 0.020 * W Ss = 7.9 %g 1= 1.00 S1 = 3.4 %g R= 3.0 Group = 1 Cat. A Class D *0.7 reduction factor included for ASD design Product Load = 163.415 kips 726.9 kN Tank Dead Load = 17.000 kips 75.6 kN Equipment Load = 0.800 kips 3.6 kN Deck Live Load = 3.044 kips 13.5 kN Base Shear Wind = 11.160 kips 49.6 kN Overturning Moment Wind = 233.359 kip-ft 316.4 kN-m Base Shear Seismic = 3.563 kips 15.8 kN Overturning Moment Seismic = 87.905 kip-ft 119.2 kN-m CONFIDENTIAL/TRADE SECRETS. By accepting possession of this document, recipient agrees that its contents are confidential, proprietary trade secrets of Columbian TecTank. No portion of this document may be reproduced, distributed, or used in any manner without written permission from Columbian TecTank. 06-7347 .wk4 CWMENTIAVTRADE SECRETS BY ACCEPTING PUSSESSM EF THIS 011aWNT, RECIPIENT AGREES THAT ITS CDNTENTS ARE CGIFIDENTIAL.PRaPRIETARY TRADE SECRETS IF Co-TIAN TECTANK. NO PURITICN OF THIS DaI ENT NAY BE RFPR®UCED, DISTRIBUTED, IR USED IN ANY KANRER WITFiQIT WRITTEN PERIBS= FRD11 CU.IIGIAN TE CTAiC ITEM D/S PART NO. QTY DESCRIPTI❑N 1 A 88-03-2707-51 1 FILL BRACKET F,B, 1/4" X 2" 2 - 50-88-0547-12 1 U-BOLT 6" W/ NUTS B 3 - 791MO4125 5 WASHER 1/2 SAE FLAT HDG B 4 - 33-00-0000-23 3 WASHER 1/2 LOCK u 1 5 - 782G00800 3 NUT 1/2 HEX HDG TANKI-- /.. SCALE D NTS CHK Ork TOO LUMBM 11-25-03 TecTa B REVISED HARDWARE JH BDK DRS /10/06 SH I1-26-03 A APP. REV. REVISED TORQUE SPEC, ALLE SH DRS /5/06 KS 11-26-03 BY CHK. APP. DATE T"L, GR,• EST, WT, A36 1 3 ASSY WT. = 3# BRACKET ASSEMBLY FOR 1-6" TUBE A 88-03-2707-50