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HomeMy WebLinkAboutDesign Calcs for A Dry Welded Storage TankCST Storage 2101 S. 21st Street, P.O. Box 996 Parsons, KS 67357 (620) 421-0200 Design Calculations For A Dry Welded Strorage Tank Customer: O. A. Newton and Son Co. Sales Order: 12-5802-04 Pg I Of a 9, Q JAM ` solr 3 Jokz s // lqo f fe1` ill,-hnesS i nrsec.�d .b lit Re,I: Kiev .& JOIN S// 3/3 h 6M Tank Diameter : 13.92 Ft. Tank Height 41.44 Ft. Hopper Angle 60 Deg Hopper Opening 1.000 Ft. Hopper Clearance 3.000 Ft. Angle of Repose: 0 Deg. Tank Design Volume 4771 Cu. Ft. Product : PVC Compound Product Bulk Density : 38 Lb./Cu.Ft. MaVI Of Construction Carbon Steel Wind Design: Flor-aq 8u; I J Mq Gd6 Velocity = 1Y18 mph Exposure = C Deck Live Load : 20 psf Equipment Load: 800 Lbs Design Pressure: 14.00 Oz./Sq.[n. Design Vacuum: 1.00 Oz./Sq.(n. Tank Support Style: Skirted Prepared By: JDM Reviewed By: �V-5 Date : 04/19/13 Date : YZ/r3 CONFIDENTIAL TRADE SECRETS. By accepting possession of this document, recipient agrees Ihat its contents are confidential, proprietary trade secrets of CST Storage. No portion of this document may be reproduced, distnWed, or used in any matter YOvul thevTillen permission from CST Storage. Tank Dia. (D) = Tank Ht. (h) = h/D = Risk Category = Velocity = Exposure Structure Ht. WIND LOADS Florida B%Afjdm9 Cod 2010k 13.92 Ft F = qz G Cf Af (29.5-1) 41.44 Ft F' = qz G Cf 2.98 qz = 0.00256 Kz Kzt Kd (V^2) (29.3-1) 2 (Table 1.5-1) 148 Mph Kzt = :1.00 - (26.8.2) C (26.7.3) Kd = 0.95 (Table 26.6-1) 0 Ft G = 0.85 (26.9-1) Af = Ring Ht x D Ht. From Ht. From Grade Base Surface Ring Ht. z h Type (Ft) (Ft) (Ft) 5.92 11.84 14.189 17.76 23.68 29.6 35.52 41.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.92 11.84 14.189 17.76 23.68 29.6 35.52 41.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pg 2- of I Surface jypes (S) Moderately Smooth (R) Rough (D'/D >=.02 & <.08 ) M Very Rough (D7D >=.08 ) D' = Depth of Protruding Elements Cf Kz F' Af F h' OTM EVL (Psf) (Sq.Ft) (Lbs) (Ft) (Ft-Lbs) (Lbs) 0.63 0.85 20.51 82 1690 2.96 281338 80844 0.53 0.85 20.51 82 1690 8.88 209428 60180 0.53 0.85 20.51 33 671 13.01 147625 42392 0.53 0.88 21.18 50 1053 15.97 125735 36131 0.53 0.93 22.43 82 1848 20.72 95687 27496 0.53 0.98 23.57 82 1942 26.64 64461 15650 0.53 1.01 24.45 82 2015 32.56 24456 7028 0.63 1.05 25.27 82 2082 38.48 6164 '.1771 0.63 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.61 0 0 41.44 0 0 0.53 0.86 20.61 0 0 41.44 0 0 0.53 0.85 20.61 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.63 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 .0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.86 20.61 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.86 20.61 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 0.53 0.85 20.51 0 0 41.44 0 0 Total Base Shear = Sum of the Forces (F) = 13569 Lbs Overturning Moment at Base of Tank = . 281338 Ft-Lbs OTM = F h' = Overturning Moment r = Tank Radius EVL = Equivalent Vertical Load t = Shell Thickness. Fb = Bending Stress A = Shell Cross -Sectional Area S = Section Modulus of Shell EVL = Fb x A, Fb = OTM / Pi (r^2) (t), A = 2 Pi (r) t EVL = OTM / Pi (02) (t) x 2 Pi (r) (t) = 2(OTM) / r = 4(OTM) / D Pa 3 of I T EQUIVALENT VERTICAL LOADS 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^2 t), A=Pi 2 Rt EVL = Fb A EVL =(M/(Pi RA2t))(Pi2Rt) = 2M/R = 4M/D OTM EVL Elev. Wind Wind ft ft-Ibs Ibs 0.00 281338 80844 5.92 209428 60180 11.84 147525 42392 14.19 125735 36131 17.76 95687 27496 23.68 54461 15650 29.60 24456 7028 35.52 6164 1771 Pg of It SHELL LOADS FROM PRODUCT Ref: Jenike, A.W., Effect Of Solid Flow Properties And Hopper Configuration On Silo Loads D = Tank Diameter = 13.92 ft w = Product Design Bulk Density = 38 pcf Angle of Repose = 0 deg Repose Centroid from Top of Shell = 0.00 ft k = Ratio of Horizontal to Vertical Pressure in Cylinder = 0.6 (k = 0.4 for Funnel Flow -or- k = 0.6 for Mass Flow) u' = Max Coeff of Friction Between Soild and Tank Sidewall = Tan 25 deg = 0.466 u = Min Coeff of Friction Between Soild and Tank Sidewall = Tan 15 deg = 0.268 q = Vertical Pressure = w D [1-(exp(-4 k u Z / D))] / (4 k u) p = Lateral (Hoop) Pressure = k q Lateral Load = p (D / 2) / 12 Vertical Load = (w D Z / 4)-{(w DA2) [1-(exp(-4 k u' Z / D))] / (16 k u')} Lateral Product Vertical (Hoop) Total Ring Depth Pressure Pressure Lateral Bolt Vertical Vertical Depth Z q p Load Load Load Load (ft) (ft) (psf) (psf) (lb/in) (Ib/211n) (lb/ft) (Ibs) 5.92 5.92 197 118 68.5 137 160 6995 11.84 11.84 347 208 120.6 241 556 24306 17.76 17.76 460 276 160.2 320 1098 48026 23.68 23.68 647 .328 190.4 381 1732 75729 27.25 27.25 589 353 205.0 410 2143 93705 ALLOWABLE VERTICAL LOADS pg of I �" Allowable Loads Are Based on Data From Baker's Structural Analysis Of Shells, Pg. 230 Tank Diameter = 1 A3.920 Ift Material: Carbon Steel Nominal Sheet/Plate t S Critical S.F. = 2.0 S.F. = 2.5 S.F. = 3.0 Designation (in) (psi) (Ibs) (Ibs) (Ibs) (Ibs) 10GA 0.1345 8249 582265 291133 232906 194088 3/16PL 0.1875 13535 1331738 665869 532695 443913 1/4PL 0.2500 20519 2691892 1345946 1076757 897297 5116PL 0.3125 28094 4607100 2303550 1842840 1535700 3/8 PL 0.3750 36000 7084434 3542217 2833773 2361478 1/2PL 0.5000 36000 9445912 4722956 3778365 3148637 S = Y Cc E t / R, Formula For Critical Buckling Stress (psi) Y = Theoretical Value For Buckling Coefficient = 1-(0.901(1-(exp (-1/16 (R/t)^0.5)))) 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 Cc = 1 / 13 (1-u^2)]110.5 = 0.6116 Modulus Of Elasticity (E) = 29000000 psi Inside Radius Of Shell (R) = 83.5 in Poisson's Ratio (u) 0.33 Safety Factors For Shell Buckling: 2.0...H x D < 1000 Above Hopper 2.5...H x D >= 1000 Above Hopper 3.0...Below Hopper Rev 1 /25/12 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 Pg t? of q- Tank Diameter (D) = 13.920 ft 4243 mm Hopper Outlet Diameter (d) = 1.000 ft 305 mm Product Wt. (w) = 38 pcf 609 kg/mA3 Equipment Load (E) = F 2000 Jibs 8.896 kN Assumed For Hopper Evalualion Only Hop. Slope From Ho¢. (0) = 60 deg Hopper Height (H) = 11.19 ft Hop. Slope From Vert. (o) = 30 deg Area (A) = 152 ftA2 Hopper Height To Apex (h) = 12.06 ft Volume M = 611 ftA3 Head Ht. of Product (Z) = 27.25 ft Internal Tank Pressure (Pt) = 0.88 psi = 14.0 oz/in42 60.3 mBar k = Ratio Of Horizontal Pressure To Vertical Pressure = 0.6 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) = 715 psf Lateral Pressure (p) = k q = 429 psf Pressure Caused By Solid In Hopper (ql) = w V / A = 153 psf Total Vertical Pressure (q2) = q + q1 = 868 psf Vertical Load (qv) = ((q2 A) + E) / (Pi D))/12 = 255 Ibsln Horizontal Load (qh) = qv / Tan O = 147 lbsftn s. Normal To Wall, Based On Radial Stress (B) = 0.52 =1/(((213)(1+(Tan u/ Tan o)))- (1/(6(B) Tan o))} = 0.520 n (Dynamic) = (2 RADK (1+(Tan u/Tan o)))-3 = -1.477 RADK (Static) = 1.000 n (Static) = (2 (1.0) (1+(Tan uffan o)))-3 = -0.072 p' = Hoop Pressure Normal To Hopper Wall = w RADK {((h-z) / n)+(((qAv)-(h/n)) ((1-(z/h))A(n+1)))} Compression Area Design Shell t = 0.1875 in Hoop Comp Load (qc)=gh(Dl2)12= 12316 Ibs Effective Shell Comp. Area = 1.13 in/,2 Shell Comp. Yield Stress (Fy) = 40000 psi Eff. Hopper Comp. Area = 0.56 inA2 Hopper Comp. Yield Stress (Fy) = 40000 psi Compression Bar Area = 0.00 inA2 Comp. Bar Yield Stress (Fy) = 0 psi Total Resisting Compressive Load = Sum (A (0.5 Fy)) = 33750 Ibs Hopper Allowable Tensile Stress Joint Eff. = " 0.70 Plate Material Allow. Stress = 0.60 Fy Allowable Tensile Stress = 16800 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 ftA2 Radius Normal To Hopper (r) = 7.37 ft Hop. Volume Below (V) = 471 ftA3 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) = 699 psf Lateral Pressure (p) = k q' = 419 psf Vertical Load (qv') = {((((w V/A') + q') A) + E]/ (Pi D')} / 12 = 227 Ibsfin Nominal Designation = 0.1675 in t = 4.8 mm Design Thickness (t) = 0.1875 in t = 4.8 mm Horz. Seam Design (T1) T1 = qv' / Sin O = 262 lbs/in Radial Tensile Stress = T1 / t = 1399 psi Radial Seam Design (T2) p' (Static) = 681 psf p' = 681 psf p' (Dynamic) = 399 psf T2 = (p' r) / 12 = 418 Ibs/in Hoop Tensile Stress = T2 / t = 2231 psi Shell Loads l=lorih a1JIAg &At 2to Basic 10ASi! nf DL+Lp+Le DL + 0.751-p + 0.75Le + 0.75(Lr or S) DL + 0.75Lp + 0.751-e + 0.75(Lr or S) + 0.75(0.6W) Shell Height = 5.92 ft Equip + Tank Dead Load = DL = 4448 Product Load = Lp = 6995 Equip or Platform Live Load = Le = 0 Deck Live Load = Lr = 3044 Deck Snow Load = S = 0 Wind Load = W = 1771 HxD= 82 Shell = 3/16 pl Stiffener = N/R Shell Height = 11.84 ft Pg L, of 1 (Equation 16-9) (Equation 16-11) (Equation 16-13) 1706Ja & WAIA Ue 20I0 A (16-9) (16-11) (164S) 4448 4448 4448 6995 5246 5246 0 0 0 0 2283 2283 0, 0 0 0 0 797 Total = 11443 11977 12774 Lbs Equip + Tank Dead Load = DL = 6086 Product Load = Lp = 24306 Equip or Platform Live Load = Le = 0 Deck Live Load = Lr = 3044 Deck Snow Load = S = 0 Wind Load = W = 7028 HxD= 165 Allowable Vertical Load = 665867 Ibs f lVI a RtAildinu COde 2016 (16-9) (16-11) (16-13) 6086 6086 6086 24306 18229 18229 0 0 0 0 2283 2283 0 0 0 0 0 3162 Total = 30392 26598 29760 Shell = 10 Ga Allowable Vertical Load = 291132 Ibs Stiffener = N/R Lbs Shell Height = Shelf Loads 17.76 ft FlvfAq BAhm Code 20 0 / n (16-9) (16-11) (16-' ) Pg t of 1_l_ Equip + Tank Dead Load = DL = 7723 7723 7723 7723 J Product Load = Lp = 48026 48026 Equip or Platform Live Load = Le = 0 0 Deck Live Load = Lr = 3044 0 Deck Snow Load = S = 0 0 Wind Load = W = 15650 0 Total = 55750 HxD= 247 Shell = 10 Ga Stiffener = N/R Shell Height = 23.68 ft Equip + Tank Dead Load = DL = 9361 Product Load = Lp = 75729 Equip or Platform Live Load = Le = 0 Deck Live Load = Lr = 3044 Deck Snow Load = S = 0 Wind Load = W = 27496 HxD= 330 Shell = 10 Ga Stiffener = N/R Shell Height = 27.25 ft 36020 36020 0 0 2283 2283 0 0 0 7042 46026 53068 Lbs Allowable Vertical Load = 291132 lbs F or, dm Buddic4 Code Z010 A (16-9) (16-11) (16- 3) 9361 9361 9361 75729 56797 56797 0 0 0 0 2283 2283 0 0 0 0 0: 12373 Total = 85090 68440 80814 Lbs Equip + Tank Dead Load = DL = 12653 Product Load = Lp = 93705 Equip or Platform Live Load = Le = 0 Deck Live Load = Lr = 3044 Deck Snow Load = S = 0 Wind Load = W = 36131 HxD= 379 Shell = 3/16 pl Stiffener = N/R Allowable Vertical Load = 291132 lbs F D.-04 preA U ZO(0 .A (16-9) (16-11) (16213) 12653 12653 12653 93705 70279 70279 0 0 0 0 2283 2283 0 0 0 0 0 16259 Total = 106359 85215 101474 Lbs Allowable Vertical Load = 665867 lbs Shell Loads Shell Height : 29.60 ft Equip + Tank Dead Load = DL = 13559 Product Load = Lp = 181312 Equip or Platform Live Load = Le = 0 Deck Live Load = Lr = 3044 Deck Snow Load = S = 0 Wind Load = W = 42392 HxD= 412 Shell = 3116 pl Stiffener = N/R Shell Height = 35.52 ft Equip + Tank Dead Load = DL Product Load = Lp = Equip or Platform Live Load = Le = Deck Live Load = Lr = Deck Snow Load = S = Wind Load = W = HxD= 494 Shell = 3/16 pi Stiffener = N/R Pg7ofA C7�1� UdlAoiQ B ZUl O Al (16-9) (16=11) (16= 3) 13569 13559 13559 181312 135984 135984 0 0 0 0 2283 2283 0 0 0 0 0 19076 Total = 194872 151826 170903 Lbs Allowable Vertical Load = 44.3912 lbs 15842 181312 0 3044 0 60180 Fi{O!`iRA Buildi'nq Code 2-01018\ (16-9) (16-11) (16-13) 15842 15842 15842 181312 135984 1.35984 0 0 0 0 2283 2283 0 0 0 0 0 27081 Total = 197155 154109 181190, Lbs Allowable Vertical Load = 443912 Ibs Shell Height = 41.44 ft Base of Tank ElopiJa f t► Id; a Core 2.11 U.- (16-9) (16-11) (16-13) Equip + Tank Dead Load = DL = 18125 18125 18125 18125 Product Load = Lp = 181312 181312 135984 135984 Equip or Platform Live Load = Le = 0 0 0 0 Deck Live Load = Lr = 3044 0 2283 2283 Deck Snow Load = S = 0 0 0 0. Wind Load = W = 80844 0 0 36380 Total = 199437 156392 192772 Lbs HxD= 577 Shell = 3/16 pl Allowable Vertical Load = 443912 Ibs Stiffener = N/R DECK DESIGN pg of� Ref: Baker's Structural Analysis of Shells, Pg. 251 to 253 Center Dome Radius = R1 = 10.000 in Tank Radius = R2 = 83.520 in Deck Thickness (t) = 0.1875 in Roof Slope From Horz. = 10 deg Deck Live Load = 20 psf Deck Dead Load = 7.67 psf Vacuum Load On Deck = 9.00 psf P' = Total External Pressure = 36.67 psf P = Axial Load = 0" Ibs Modulus Of Elasticity (E) = 29000000 psi 0 1.00 oz/inA2 Axial Load fRef. Fig. 10-251 Poision's Ratio:(u) = 0.33 A = 80 deg Re = R1 / Cos A = 57.59 in Y=1-(0.901(1-(exp (-1/16 (Re / t)"0.5)))) = 0.4003 Cc =1 / [3 (1-02)]^0.5 = 0.6116 L = (R2 - R1) / Sin A = 74.65 in Z = (L^2 / (Re t)) ((1 - u^2)^0.5) = 487.24 Scr =YCcEt/R2= 15940 psi Per = 2 Pi Re Scr t Cos^2 A = 32610 Ibs External Pressure [Ref. Fi"q 10-301 Re' = (R1 + R2) I (2 Cos A) = 269.28 in Z' _ (L^2 / (Re' t)) ((1 - u^2)^0.5) = 104.20 From Fig. 10-30, Kp = 7.84 Scr' = Kp [3.1416A2 E / (12 (1 - u^2))] [(t / L)°2] [R2 / (Re 'Cos A)] = 2363 psi Per' = 144 [Scr' (t) Cos A / R2] = 132.7 psf Safety Factor Of 2 x (P / Per + P' / Per') _ - 0.55 <= 1.0 [Fig. 10-19] Pressure Check For Deck Pg ,L of LT Tank Diameter (D) = 13.92 ft = 167.04 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) = 0.09375 in^2 Deck To Be Welded On _ 2 Side(s) To Sidewall Weld Thickness = 0.1875 in Weld Throat (Tw) = 0.1326 in Density (q) = 0.2833 pci Tank Cross -Sectional Area (A) = 21915 in^2 Radius Normal To Shell (Re) = 6.96 ft = 83.5 in Radius Normal To Deck (Rh) = 40.08 ft = 481.0 in EY Fu Deck Sheet: S1 = 40000 psi Top Ring: S2 = 40000 psi Reinforcement: S3 = 36000 psi Weld: Sw = 36000 psi Fw = 58000 psi Deck To Sidewall Junction Analvsis 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 To = 0.445 in"2 Allowable Pressure (Pa) Pa = [(30800 (Ah + Ac + Ar) Tan O) + (8 Th)] 0.578 = Weld Allow Pressure (Pwa,) Pwa = Weld Qty. (16 {Tw (0.4 Sw) Sin O / (Rc))) _ Critical Pressure (Pcr) Pcr = [(1.6 Pa 10.578) - (4.8 Th)] 0.578 = Weld Critical Pressure (Pwc) Pwa = Weld Qty. (16 {Tw Fw Sin O / (Rc))) _ Deck Sheet Analysis Radial Tension Design (T1) Hoop Tension Design (T2) Allowable Pressure = Failure Pressure = Vertical Pressure = P = 0.88 Vertical Load (qv) = P A / (Pi D) = 37 T1 = qv / Sin O = 210 Stress = T1 / Th = 1122 T2=PRh= 421 Stress = T2 / Th = 2245 Design based on API 650. 18.25 oz/in^2 127.02 oz/in^2 18.25 oz/in^2 28.69 ozlin^2 511.61 oz/inA2 28.69 oz/in^2 psi Ibslin lbs/in psi <= 16800 lbs/in psi<= 16800 Vacuum Check For Shells Ref. Structural Analysis Of Shell, Baker, pg 236 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' = Allowable Vacuum = 16 {[Kp {Pi^2 E / (12(1-u"2))) (t/L)^2] t / R) / 2 Tank Diameter = Design Vacuum (v) _ Tank Radius (R) _ Modulus of Elasticity (E) _ Poisson's Ratio (u) _ 13.92 ft 1.00 oz/in^2 83.5 in 29000000 psi 0.33 Total Average Allowble Nominal Ring Ring Ht. Thickness Vacuum Gage Thickness Ring Ht. L t p' (in) (in) (in) (in) Z Kp (oz/in^2) 3/16 pi _ 0.1875 71.04 71.04 0.1875 304 18.1 60.74 10 Ga 0.1345 71.04 142.08 0.1610 1417 39.2 20.75 10 Ga 0;1345 71.04 213.12 0.1522 3374 60.4 12.01 10 Ga 0.1345 71.04 284.16 0.1478 6177 81.7 8.37 3/16 pl 0.1875 42.85 327.01 0.1530 7902 92.4 7.93 Pg-12 oftt Vacuum v (oz/in^2) 1.00 1.00 1.00 1.00 1.00 /} u+d1 Cast -In Headed Anchor Bolts FlovJa C�fnj &? 2D(Vn/ACI318-05Appendix D_A J For Seismic Design Category A and B only W = Equivalent Vertical Wind Load = Wind Base Shear = p = redundancy factor = DL = Tank Dead Load = EQ = Equipment Load = PW = Product Weight = De = Dead Load Empty = DL = Do = Dead Load Operating = DL + EQ + PW = µ = Coefficient of Friction (Base of Tank to Foundation) = tan 300 = n = Anchor Bolt Qty. = Nu (w) = Wind Uplift (W 0.9De) / n = Nu (s) = Seismic Uplift = (p E - 0:9Do) / n = Vu (w) = ((Wind Base Shear) - ((p x De) / 2)) / (n 12) = Vu (s) = ((p Seismic Base Shear) - ((p x Do) / 2)) / (n / 2) = PgaofI't 80844 Ibs 13569 Ibs 1 16680 Ibs 800 Ibs 180821 Ibs 16680 Ibs 198301 Ibs 0.577 20 3292 Ibs/bolt. 0 lbs/bolt 876 Ibs/bolt 0 Ibs/bolt STEEL: do = Anchor Bolt Diameter = 0.76 in nt = Number of Threads per Inch = 10 Anchor Bolt Grade = A307 Grade A Anchor Bolts fut = Minimum Tensile Strength = 60000 psi Ase = Effective Cross -Sectional Area = 0.334 sgin Abrg = Anchor Bolt Head Area = 0.911 in^2 cp (t) = Strength Reduction Factor for Tension = 0.75 cp (v) = Strength Reduction Factor for Shear = 0.65 Ns = Nominal Strenght of Fastener in Tension = Ase (0.8 fut) = 16054 Ibs Vs = Nominal Strength of Fastener in Shear = 0.6 Ase fut = 12041 Ibs Anchor bolts with (3 / 2j x (Nu (w)/cp (t) Ns) = 0.41 <=1.00 maximum tension Anchor bolts with combined (3 / 2) x ((0:5 Nu (w)/c) (t) Ns) + (0.5 Vu (w)/(O (v) Vs)) = 0.29 <=1.20 tension & shear Anchor bolts with (3 / 2) x (Vu (w)/4) (v) Vs) = 0.17 <=1.00 maximum shear Includes 50% Increase for Prying Action of Clip Use 20 3/4" Diameter A307 Grade A Anchor Bolts Pg�of� Loadings at Tank Base Customer : O. A. Newton and Son Co. Engineer : JDM 04/19/13 Checker: Tank Diameter Tank Height Hopper Angle Hopper Opening Hopper Clearance Angle of Repose: Tank Design Volume Product Bulk Density Wind Design: Sales Order : 12-5802-04 Revision 13.920 ft 41.440 ft 60 deg 1.000 ft' 3.000 ft 0 deg 4771 ft"3 PVC Compound 38 pcf -! Q Veloeit GUe 148'v mph Exposure: C Deck Llve Load : 20 psf Mat'i Of Construction : Carbon Steel Product Load = 180.821 kips Tank Dead Load = 16.680 kips Equipment Load = 0.800 kips Deck Live Load = 3.044 kips Base Shear Wind = 13.569 kips Overturning Moment Wind = 281.338 kips-ft All loads are unfactored loads 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 maybe reproduced, distributed, or used In any matter without the written permission from Columbian TecTank.