Text

Seismic-Stress Analysis ASME Section III Class 3 Pumps
	ML20063P821
Person / Time
Site:	Fermi
Issue date:	09/03/1975
From:	; MCDONALD ENGINEERING ANALYSIS CO., INC.
To:	;
Shared Package
ML20063P810	List: ML20063P809; ML20063P811; ML20063P814; ML20063P816; ML20063P818; ML20063P821; ML20063P824;
References
	ME-230, NUDOCS 8210150346
	Download: ML20063P821 (56)
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/.2J7-xry .~ CERTIFICATION STATEf1ENT i This Goulds Pumps, Inc. Model VIT-8 x 12 JMC - 2 stage Dipsel Generator . Service Water Pump has been analyzed in accordance with Sargent & Lundy Specification No. 3071-134, Form 350A, Appendix A and B and Attachment A, the ASME Section III, Class 3 Code, Code Case 1636, and accepted good practice in seismic-stress analysis. The pump meets all requirements of the specification and the ASME Code and will perform its intended function during both OBE and DBE seismic loa (. combined with the maximum nozzle and normal loads. ) )( / / Le C.K. Mcdonald, Ph.D., P.E. Alabama Registration No. 9586 June 20, 1975 I. ,l

lYSh ~t[f'f TABLE OF CONTENTS 1. INTRODUCTION 1 2.

SUMMARY

OF RESULTS i 3 I 3 2.1 Normal Case 2.2 Upset Case 4 2.3 Faulted Case 5 3. FREQUENCY ANALYSIS 6 3.1 Dynamic Model 6 3.2 Computer Input 8 3.3 Frequency Results 8 4. LOADING CRITERIA AND ANALYSIS 13 4.1 Seismic Loadings and Analysis 13 4.2 Nozzle Loads 14 14 4.3 Internal Pressure 14 4.4 Other Pump Normal Loads 15 5. STRESS AND DEFLECTION ANALYSIS 15 5.1 Stresses in Column 16 5.2 Stresses in Column Flange and Bolting 18 5.3 Pump Casing Flanges and Bolting 21 5.4 Pump Casing 21 5.5 Stresses in Shaft 23 5.6 Motor Hold Down Bolts 24 5.7 Stresses in Shaft Key 24 5.8 Shaft Deflections 25 5.9 Impeller Deflection and Clearance 25 5.10 Nozzle Analysis 5.11 Nozzle Flange Analysis Continued........

/ WC -IA o TABLE OF CONTENTS (Cont.) 5.12 Analysis of Coupling 26 3 26 5.13 Analysis of Anchor Bolts 5.14 Analysis of Discharge Head Hold Down Bolts 28 5.15 Analysis of Discharge Head 29 5.16 Analysis of Discharge Head Flange 30 5.17 Analysis of Discharge Head Weld 31 APPENDIX A - STRESS AND DEFLECTION COMPUTER OUTPUT A-1 APPENDIX B - ORTHOGONALITY CHECKS B-1 APPENDIX C - MODE SHAPES C-1 APPENDIX D - ANALYSIS OF FLAT FACED FLANGES FOR EXTERNAL LOADS D-1 s ? - - - - = -

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1. INTRODUCTION This report covers the seismic, stress, and deflection anplysis of "oulds Pumps, Inc. Model VIT - 8 x 12 JMC - 2 Stage pump for Detroit C

Edison Company. The analysis is directed toward verifying both the structural adequacy and functional capability of the pump. The natural frequencies of the pump are determined by developing a lumped mass model of the pump and motor assembly. This model is prepared for analysis by computer. The computer code ICES-STRUDL is used to perform the frequency analysis. Once the frequencies are determined, the seismic loads are obtained from the response spectra curve furnished for this job. The maximum seismic loads within plus or minus 10% of the frequencies are used for the seismic analysis. Damping of 1% OBE and 2% DBE is used. A dynamic modal analysis of the pump and motor assembly is made, using the same model as used for the frequency analysis. The computer code ICES-STRUDL is also used for the dynamic modal analysis. The computer output includes all forces, moments, and deflections at all joints for each member of the model. l The nozzle loads and other normal operating loads are combined with the seismic loads for the vertical and both lateral directions. This combination is made for both the OBE and DBE loadings. The resulting stresses are com-haredtotheallowablestressesgivenbythespecification. The resulting deflections are compared to operating clearances or other operating criteria. A summary of the deflections and stresses is given in Section 2 and the 1 detailed calculations are contained in Section 5 of this report. Code Case 1636 (ASME) is used for the allowable stresses of pressure parts. ll -

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2. SID9(ARY OF RESULTS 2.1 Normal Case ACTUAL ALLOWABLE Maximum Column Stress, PSI 1, 138 15,000 e x. Column Flange Stress, PSI 2,000 17,500 6,510 25,000 Bolt Stress 2,058 14,000 N x. Pump Flange Stress, PSI Bolt Stress 8,342 25,000 Max. Pump Casing Stress, PSI 1,688 14,000 Max. Shaft Stress, 6,609 10,000 Motor Hold Down Bolt Stress, PSI Tensile 0
25,000 268 12,500 Shear Shaft Key Stress, PSI 4,000 10,000 0 .05 Shaft Deflection, Inches 0 .009 Impeller Deflection (clearance), Inches Nozzle Stress, PSI 14,550 15,000 237 275 Nozzle Flange Equavalent Pressure,PSIG Anchor Bolt Stress, PSI Tensile 2,501 20,000 1,747 10,000 Shear Discharge Head Hold Down Bolts Tensile Stress, PSI 2,602 25,000 Shear Stress, PSI 1,614 12,500 i Discharge He9d Stress, PSI-145 15,000 ( Discharge Head Flange Stress, PSI 2,964 26,250 t j Discharge Head Weld Stress, PSI 2,424 15,000 t i l I l l l l
. / [d d h 2.2 OBE ACkUAL ALLOWABLE a Maximum Column Stress, PSI 7,386 24,730 Max. Column Flange Stress, PSI 13,178 28,875 Bolt Stress, PSI 24,320 27,500 Max. Pump Flange Stress, PSI 2,694 23,100 Bolt Stress, PSI 9,496 27,500 Max. Pump Casing Stress, PSI 1,688 14,000 Max. Shaft Stress, PSI 7,378 10,000 Motor Hold Down Bolt Stress, PSI Tensile 133 27,500 Shear 488 13,750 Shaft Key Stress, PSI 4,000 10,000 Shaft Deflection. Inches .023 .05 Impeller Deflection (clearance), Inches .00001 .009 Nozzle Stress, PSI 14,550 24,750 Nozzle Flange Equavalent Pressure, PSIG 237 275 Anchor Bolt Stress, PSI Tensile 10,578 22,000 Shear 2,139 11,000 Discharge Head Hold Down Bolts Tensile 11,003 27,500 Shear 1,913 13,750 Discharge Head Stress, PSI 4,010 24,750 y Discharge Head Flange Stress, PSI 7,326 28,875 Discharge Head Weld Stress, PSI 6,104 16,500 --.~
123&-u ~ 2.3 DBE ACTUAL ALLOWABLE ~ 1 Maximum Column Stress, PSI 10,316 36,000 Max. Column Flange Stress, PSI 17,766 42,000 Bolt Stress, PSI 31,632 37,500 Max. Pump Flange Stress, PSI 2,890 33,600 Bol: Stress, PSI 9,826 37,500 Max. Pump Casing Stress, PSI 1,688 14,000 Max. Shaft Stress, PSI 7,709 10,000 Motor Hold Down Bolt Stress, PSI Tenaile 296 37,500 Shear 528 18,750 Shaft Key Stress, PSI 4,000 10,000 Shaft Deflection, Inches .035 .05 Impeller Deflection (clearance) Inches .00001 .009 Nozzle Stress, PSI 14,550 36,000 Nozzle Flange Equavalent Pressure, PSIG 237 275 Anchor Bolt Stress, PSI Tensile 13,862 30,000 Shear 2,261 15,000 Discharge Head Hold Down Bolts, PSI Tensile 14,363 37,500 Shear 2,007 18,750 Discharge Head Stress, PSI 4,736 36,000
Discharge Head Flange Stress, PSI 9,049 42,000 i
1 Discharge Head Weld Stress, PSI 7,529 22,500 i l l l
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3. FREQUENCY ANALYSIS A dynamic model is developed and a dynamic frequency analysis is
. performed using the computer code ICES-STRUDL, a large genersi purpose code developed by the Civil Engineering Department of the Massachusetts Institute of Technology. The capability of the code to perform frequency analysis (and modal analysis) has been well verified. These verification checks are contained in a set of class notes for a course entitled " Dynamic Seismic Analysis of Nuclear Power Plant Components" taught by C. K. Mcdonald at the University of Alabama in Birmingham. These verificat-ion checks may be obtained by writing or calling T. F. Talbot at the University of Alabama in Birmingham. 3.1 Dynamic Model The dynamic model used to obtain the frequencies for both the vertical and lateral directions is given in Figure 2, page 7. This model is a typical lumped mass model where the masses are connected by massless beams. The mass of the motor is lumped at the motor center of gravity. The mass of the pump support above the floor is lumped at the joint indicated on the sketch. The mass of the lower column is lumped at the column flanges. The mass of the pump bowl assembly is lumped as indicated on the sketch. The joints and members of the model are numbered to facilitate the computer input. The joint numbers are enclosed in circles. The properties of each member and the numerical values of the masses are obtained from the detail drawings. These data are included in the coa.puter input.
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-s-l 3S -li ] k ~ 3.2 Computer Input f The computer input data are given on pages 9 and 10. The ilata are believed to be self explanatory for those familiar with this gype of computer code. However, a brief description of the input dath is given here for the benefit of those not familiar with the format of STRUDL. The first number in the joint coordinates is the joint number, the and the last is the Y coordinate. The first second is the X coordinate, number in the member incidences is the member number, the second is the start joint of the member and the last is the end joint of the member. In the member properties, AX is the cross-sectional area of the member, IZ is the area moment of inertia, and SZ is the section modulus. The dynamic degrees of freedom statement limits the degrees of freedom of each joint to the degree of freedom s}.ecified. The dump orchep-onality statement gives a computational check on the accuracy of the frequency calculations. The off diagonal terms,in the matrices given in Appendix B should be zero. The residuals in the terms give an indication of the accuracy of the computations. 3.3 Frequency Results l i The frequencies for both the lateral and vertical directions are F ver. ( below. t I VERTICAL FREOUENCIES ( LATERAL FREOUENCIES t sisthwatuts Eltawwatuts n:r -------9 : s t wvws

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4. LOADING CRITERIA AND ANALYSIS 4.1 Seismic Loadings and Analysis-i (n) Lateral Case y
The seismic loadings for the lateral case are obtained from the response spectra curve, using 1% damping. These loadings were obtained using the frequencies calculated in Section 3 and adding plus or minus 101 to these frequencies for the worst case seismic loads. The loads OBE and 2% DBE used for this analysis are: !!jyd[ FREQUENCY, CPS _ SEISMIC LOADING IN G's OBE DBE N-S E-W N-S E-U 1 .637 .065 .065 .095 .090 2 4.34 .300 .500 .430 .680 3 12.77 .320 .600 .450 .570 4 14.24 .200 .280 .210 .350 5 25.74 .250 .150 .220 .240 6 42.47 .090 .150 .160 .220 7 61.73 .090 .150 .150 .220 The above loads were input into the computer and dynamic modal analysis performed for each case. The'N-S and E-W load cases for OBE and DBE are then The computer input data are E ven on pages 11 and 12 and the i combined by hand. computer output data are given in Appendix A. t (b) Vertical Case The frequencies given on page 3 show that none of the frequencies _for the vertical direction is below the rigid cutoff. Thus, a dynamic modal analysis is not necessary for the vertical case. The loads used are:
. / ^,L S ( < U ~. OBE DBE .11 g .18 g The vertical seismic calculations are performedbyhandandareincludedinthedetailedcalculatio(sgivenin . Section 5 of this report. 4.2 Nozzle Loadings In accordance with Goulds Drawing D 1700 the nozzle loads for this pump are: MAXIMUM RESULTANTS M, Bending Moment, In-lbs. 18,000 x 25,456 M, Bending Moment, In-lbs. 18,000 z M, Torsional Moment, In-lbs. 36,000 y Vx, V, Shear, Lbs. 600 y 849 V, shear, lbs. 600 z P, axial load, lbs. 1,200 The loads are used in the detailed calculations given in Section 5. 4.3 Internal Pressure Loads The internal pressure for design is 75 psig at 100 F. 4.4 Other Pump Nomal Loads The motor horsepower is 50 at 1760 R.P.M. The torque is: 1790 in-lbs. 63000( 50) T = = y 1760 l i I Y I L 6' L - 7-i
5. STRESS AND DEFLECTION ANALYSIS The detailed stress and deflection calculations are contained in this section.
2 5.1 Stresses in Column The maximum stresses in the column occur at the support, member 4 at joint 4. (a) Normal Loads The stress under normal loads is due to internal pressere. This stress is (using the formula given in ND-3324.3): 75(4.036 ) +.6(75) 1,138 psi PR + .6P S = = = t .277 The allowable stress for SA 106 GR B pipe is 15,000 psi Normal. (b) OBE Loads The maximum stress under this condition is the longitudinal bending and tension due to scismic plus deadweight plus pressure. These stresses are: =\\f(64791)2 (72130)2 96,957 in-lbs. + M = 6,600 pri (see App. A) Bending due to seismic St 96957 = = 14.69 2 1.11(2875) = 440 psi Axial due to seismic + Dead S = 7.26 Long. due to pressure S = 75(4.036) = 546 psi 3 2(.277) t Total longitudinal stress, PS1 7,586 Memb. + bending The allowable stress is 1.65(15000) 24,750 psi. = (c) DBE Loads =If(94410)2 136,664 in-lbs. + (98812) M = 9.303 psi (see App. A) Bending due to seismic Si 136664 = = 14.69
/; 5. - 7_t -16_ 1.18(2875) = 467 psi Axial due to seismic + dead S = 2 7.26 3 546 psi Long. due to pressure S = Total 'ongitudinal stress is 10,316 psi Memb. + bending. f The allowable stress is 2.4(15000) = 36,000 psi. 5.2 Stresses in Column Flange and Bolting (a) Normal Loading The design pressure is 75 psig. The design is per Appendix XI, part B. The nomenclature used is per the ASME Code. See Appendix D for a discussion of the method used here. 75 + 44 119 psig 44psig P 4(2875) Peq = = = FD 3.1416(9.079)2 Flange .785(8.071)2(119) 6,085 lbs. H = = p .785(9.079)2(119) 7,700 lbs. H = = 1,615 lbs. HT 7700 - 6085 = = 1.275": hT .638"; hc =.690" 0 (0 ring gasket); h H = = = D g 6085(1.275) + 1615(.638) 8,789 in-lbs. M = = p 2,000 psi Max. Flange Stress 6(8789) S = = R (1.00)2(3.14(10.62) - 8(.875)) The flange is an optional type and is treated as a loose type. The maximum stress for loose type is the radial stress. The allowable stress for the SA 515 Gr 70 flange is 17,500 psi. t Bolt .785(8.071)2(75 ) 3,835 H = = D .785(9.079)2(75 ) 4,853 H = = HT 1,018 = 5,539 1018(.638) + 3835(1.275) M = = p 8,028 HC _5539 = = .690 l }j~c, ) .785(9.079)2(44) 2,847 H' = = 2847 + 8028 + ' 4853 15,728 Wm1' = = 6,510 psi 5 15728 S = = b 8(.302) e The allowable stress for the 3/4" diameter SA-193-B7 bolts is 25,000 psi. (b) OBE Loading See Appendix A for the values of the moments on the flange at joint 4 member ' 4. (64791)2 96,957 in-lbs. + (72130) M = = 16(96957) + 4(1.11)(2875) 709 psig P = = eg 3.1416(9.079)3 3.1416(9.079)2 784 psig 709 + 75 Pyp = = Flange .785(8.071)2 (784) 40,090 lbs. Hp = = .785(9.079)2(784) So,730 lbs. H = = HT 10,640 = 57,903 in-lbs 10640(.638) + 40090(1.275) M = = p 13,178 psi 6(57903) S = = R (1.0)4(3.14(10.62) - 8(.875) The allowable stress is 1.65(17500) 28,875 psi. = Bolt .785(8.071)2(75) 3,835 HD = = .78f(9.079)2(75) 4,853 H = = T 1,018 H = 1018(.638) + 3835(1.275) 5,539 M = = p 8,028 HC 5539 = = .690 .785(9.079)2(709) 45,877 H' = =
/ I4.[G
, p } 58,758 lbs. 45877 + 8028 + 4853 Wmi = = 24,320 psi 58758 S = = 3 8(.302) T The allowable stress for SA 193 B7 bolts is 1.1(25000) = 21.500 psi. (c) DBE Loads (98812)2 = V (94410)2 13,,,,,1,_1,,, + M 982 psig 16(136664) + 4(1.18)(2875)_ = P = eq 3.1416(9.079)3 3.1416(9.079)Z 1057 psig 982 + 75 P = = FD Flange .785(8.071)2(1057) 54,050 lbs. H = = D .785(9.079)2(1057) 68,394 lbs. H = = HT 14,344 lbs. = 78,065 in-lbs. 14344(.638) + 54050(1.275) = M = p 17,766 psi 6(78065) = SR = (1.0)2(3.14(10.62) - 8(.875)) 42,000 psi. The allowable stress is 2.4(17500) = Bolt .785(9.079)2(982) 63,541 lbs. H' = = 76,422 63541 + 8028 + 4853 = Wmi = 31,632 psi 76422 Sb = = 8(.302) t The allowable stress is 1.5(25000) = 37,500 psi 5.3 Pump Casing Flanges and Bolting The worst stressed flange is located at the upper end of the casing I where the casing connects to the column, joint 12 on the computer model. l
/ MG -/ 7 8 _19_ j (a) Normal Loads The design pressure is 75, psig. The design is per Appendix XI, part B. The nomenclature is per the ASME Code. 3 9 psig P,q 4(600) = = 3.1416 0 215 )2 84 75 + 9 PFD = .785(8.071)2(84 ) 4,298 lbs. H = = p .785(9.215)2(84) 5,599 lbs. H = = 5,599 4,298 - 1,301 H = T 1.025"; hT =.512"; hC =.565" 0 (0 ring gasket) ; hp = H = g g = 4298 (1.025) + (1301)(.512) = 5,072 in-lbs. 6(5072.) = 2,058 psi Max. Flange Stress S = R (.75)2(3.14(10.12) - 8(.6875) Bolt .785( 8.071)2(75) 3,835 H = = D .785(9.215)2(75) 5,000 H = = HT 1,165 = 1165(.512) + 3835(1.025) 4,527 = M = p 8,013 4527 HC = = .565 .785(9.215)2(7) 467 lbs. H' = = 13,480 467 + 8013 + 5000 Wmi' = = Sb 13480 8,342 Psi = = 8(.202) r The flange is an optional type and is treated as a loose type. The maximum stress for loose type is the radial stress. The allowable stress for the 5/8" diameter SA 193 B7 bolts is 25,000 psi and for the SA 216 WCB flange (using a.8 casting factor) is 14,000 psi. [M -/ ) h i (b) OBE Loads 16 V21762+3 2 35 psig 3.1416(9.215)}17 + 4(1.11)(600), = P,q = 3.1416(9.215)' 110 psig i 35 + 75 P = = FD Flange .785(8.071)2(110) 5,625 H = = D .785(9.215)2(110) 7,333 H = = 1,708 HT = 6,640 1708(.512) + 5625(1.025) M = = p 2,694 psi 6(6640) S = = R (.75)4(3.14(10.12) - 8(.6875) 23,100 psi. The allowabl= stress is 1.65(14000) = Bolt .785(8.071)2(75) 3,835 HD = = .785(9.215)2(75) 5,000 H = = HT 1,165 = 4,527 3835(1.025) + 1165(.512) M = = p 8,013 HC 4527_ = = .565 .785(9.215)2 (35) 2,333 H' = = 2333 + 8013 + 5000 = 15,346 lbs. Wmi = 9,496 psi 15346 S = b 8(.202) The allowable stress is ' 1(25000) = 27,500 psi. (c) DBE Loads = 16 Y(7' (4034)2 43 psig 4(1.18)(600) 2 + = P,q 3 )3 3.1416(9.215) 43 118 psig Pyp =
I kb -i Pd
Flange 18( 6941_
2890 psi S = = R 110 33,600 psi i The allowable stress is 2.4(14000) = Bolt .785(9.215)2(43) B' 2866 = = Wmi' 2866 + 8013 + 5000 = 15,879 = 9,826 psi 15879 S = = b 8(.202) The allowable stress is 1.5(25000) = 37,500 psi. 5.4 Pump Casing Stress The pump casing is of complex geometry. An approximate estimate of the membrane stress can be obtained by taking a 1" strip at the maximum diameter. Thus, the stress is: 5.625" t =.25" R = 1,688 psi Normal Upset, and Faulted (seismic is negligible 75(5.625) S = = .25 The allowable stress for the SA 326 WCB casing is 14,000 psi including the casting factor. 5.5 Stresses in Shaft The normal operating torque is 1,790 in-lbs. The maximum stress occurs
at the coupling which is located near the pump support (j oint 4 on the model).
(a) Normal 4 3.1416(1.308)4 .287 in.' A = 1.344 in.2 J = = 32 4,079 psi 1790(.654) V = = .287
. [ I i G -< I I ~. Downthrust + deadweight of shaft and impellers = 5,500 lbs. 4,092 psi 5500 S = = M i -The combined stress is: e (4 9 ) + (4 9) + 4092 6609 psi S = = c 4 2 The allowable stress is 10,000 psi. (b) OBE The bending st 2ss is (assuming the shaft bends with the column): 1,002 psi =.654 (96957) Sb = (4.31)(14.69) The stress due to vertical seismic is: .11(350) 29 psi S = = y 1.344 The total axial stress is: 5123 psi 4092 + 1002 + 29 Sa = = The combined stress is: (4079)2) (5123)2 7378 psi + 5123 + S = = c 4 '- 2 The allowable stress is 10,000 psi. (c) DBE 1412 psi S " *654 (136664) = b 4.31(14.69) .18(3501 47 psi S = = y 1.344 5551 psi 4092 + 47 + 1412 S, = Y(5551)2 + (4079)2 + 5551 7709 psi S = c 4 2 ( The allowable stress is 10,000 psi.
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O 5.6 Motor Hold Down Bolts The motor is fastened to the mount by 4 - 5/8" hold down, bolts on a
- 14.75" bolt circle. f (a) Normal 1790 268 psi Shear due to torque V = = 4(7.375)(.226) (b) OBE The moments due to the two lateral cases are given in Appendix A. The tensile bolt load is obtained from the equation for anchor bolt stress given by Steel Plate Engineering Data Vol. 2, Useful Information on the Design of Plate Structures, published by A.I.S.C. The weight is 530 lbs. 4 (1266)2 + (1772)2 (1 .11)(530) = 30 lbs. P = 4(14.75) 4 30 = 133 psi tensile S = .226 Y(115)2 + (162)2 = 220 psi due to lateral seismic V = i 4(.226) 488 Psi Total shear = 220 + 268 = (c) DBE 4Y(1330)2 (2216)2 - (1 .18)(530) 67 lbs. P + = = 4(14.75) 4 296 psi tensile 67 S = = .226 =Y(121)2+(202)2 260 Vi = 4(.226) Total shear = 260 + 268 528 psi = The allowable stress for the SA 193 B7 bolt is 25,000 psi Normal, 27,500 psi i OBE, and 37,500 psi DBE tensile. The allowable shear is 12,500 psi Normal, 13,750 psi OBE and 18750 psi DBE.
. I N h - /[J 5.7 Stresses in Shaft Key The stresses in the shaft key are due to operating torque and are: i . &. W.31:r' n F"--*',._ 1.50" 4,000 psi shearing stress Normal, OBE, DBE 1790(2)(1.1) V = = 1.50(.375)( 1.75) The allowable stress for the ASTM 582 Tp 416 key is 10,000 psi Normal, 10,000 psi OBE, and 10,000 psi DBE. 5.8 Shaft Deflections Good practice in transmission shaf t design limits the maximum deflection of a shaft relative to its bearings to.01 inches per foot. The shaft is supported such that it is rigid between supports and will thus experience the same acceleration as the supports. This acceleration will clearly be less ths, 2 g OBE or 3 g DBE. Thus, the maximum deflection is: wt. of shaft x Ig =. 500 lbs/in I l I l ll l lll l llllllllllll hillll lllll ll l 1.50" shaf t I =.249 in, y 60" max. span D = 5(. 500)(2)(60)4 =.023 ' OBE 384(29000000)(.249) .035 " DBE These deflections are well within the allowable. I
llf(, /?V. 5.9 Impeller Deflection and Clearance The impeller deflections are obtained from the computer output, Appendix - A. These are: Upper Impeller (2.98006 - 2.98006)2 + Q.82570 - 2.82570)2 Jt. 14 - Jt. 15 D = = =.00000" DBE =.00000" OBE
.0" NORMAL Lower Impeller D = Jt. 17 - Jt. 18
(3.08321 - 3.08321) + (3.10016 - 3.10015) =.00001" DBE =.00001" OBE =.0" NORMAL The clearance is.009". 5.10 Nozzle Analysis The nozzle / casing intersection is a fabricated tee and is analyzed per ND-3652. The nomenclature is that of the Code. h .0588 i =.9 = 5.95 .307 = = 5.22 (.0588)t/3 3.1416(4.174)2(.307) 16.8 Z = = The nozzle loads are given in Section 4.2. Normal. OBE and DBE The bending moment resolved to the centerline of the tee is: 38,616 25456 + 849(15.5) M = = b (38616)2 + (36000) 52,794 in-lbs. M = = Equation (8) of ND-3652 gives: 75(8.625 )_ +.75(5.95)(52794) 14,550 psi < 15,000 = 4(.307) 16.8 1.
., g_ $ g, ( f 3 ** 5.11 Nozzle Flange Analysis The nozzle flange must be checked for the external loadsg ' The equivalent pressure is calculated per ND-3647: 1 Psig Normal, OBE, DBE 16 05456 ) Peq = = 3.1416(9.625)3 3.1416(9.625)2 75 + 162 237 psig Normal, OBE, DBE P = = FD The flange is rated at 275 psig at 100 F. Thus, it is adequate. 5.12 Analysis of Coupling The coupling which has the maximum bending stress is located near the support baseplate. The coupling has the following dimensions. 0.D. = 2" 1.D. = 1.5" J = 3.1416((2) - (1.5)') = 1.074 in. I =.537 in.' The coupling is much stronger than the shaft, thus it is adequate. 5.13 Analysis of Anchor Bolts The anchor bolts must withstand the overturning moments due to the upper portion of the pump and motor, the lower column portion, and the nozzle loads. The seismic overturning moments are obtained from Appendix A as the sum of the load on member 4 at joint 4 plus the load on member 3 at joint 4. The nozzle loads are assumed to act in the worst direction i for overturning as shown on the next page. 4
gj7,, pg -2 7-Y A Vy n g The Nozzle loads are V 2 given on page 14. ) z 4 _ _}, W=deadpeight V* / M 10.5" Y = vert. seismic y I i y yw 7/8" bolts (4) 20.5" Normal The overturning moments are: 36,000 + 10.5(600) - 4000(10.25) = 1300 in-lbs. M = x 15.5(600) + 18,000 - 27,300 in-lbs. M = y 18000 + 10.5(1200) + 600(15.5 + 10.25) = 46,050 in-lbs. M = z V1200 + 600 2 1342 lbs. R = = 46050 + 1300 2,501 psi tensile S = = 2(20.5)(.4617) 1,747 psi V-1342 + 27300 = 4(.4617) 1.414(10.25)(4)(.4617) The allowable stress for SA-307 bolts is 10,000 psi shear and 20,000 psi tensile. OBE 1300 + 6,695 + 72,130 +.11(4000)(10.25) = 84,635 in-lbs. M = x My = 27.300 in-lbs. 46,050 + 4,770 + 64,792 = 115,612 in-lbs. M = 2 =Y(121+288+600)2 1200)2 + (172 + 432 + 2,067 psi R = 84635 + 115612 10,578 psi S = = 2(20.50)(.4617) 4 V 2067 + 27300 - 2,139 psi = 4(.4617) 1.414(4)(.4617)(10.25) The allowable streses are 11,000 psi shear and 22,000 psi tensile.
,- g_g s DBE 1300 + 8,396 + 98,812 +.18(4000)(10.25) = 115,888 M = x 27,300 in-lbs. M = y 46,050 + 5,056 + 94,410 145,516 in-lbs. M = = g =Y134+412+600)2 (218 + 567 + 1200)2 2,292 lbs. R + = 115888+ 146516 13862 psi S = = 2(20.50)(.4617) 2292 + 27300 V 2,261 psi = = 4(.4617) 1.414(10.25)(4)(.4617) The allowable stress is 15,000 psi shear and 30,000 psi tensile. i 5.14 Analysis of Discharge Head Hold Down Bolts The moments acting on these bolts are the same as those acting on the anchor bolts. There are four 1" diameter bolts on a 21.25" bolt circle. NORMA 1. 1300 + 46050 S 2602 psi = = 2(21,25)(.707)(.6057) 1,342 + 27,300 = 1,614 psi V = 4(.6057) 4(.6057)(10.625) The allowable stresses for A-193-B7 bolts is 12,500 psi shear and 25,000 psi tensile. I OBE 11,003 psi 34535 + 115612 S = = 21.25(2)(.707)(.6057) 1,913 psi 2067 + 27300 V = = 4(.6057) 4(.6057)(10.625) The allowable stresses are 13,750 psi shear and 27,500 psi tensile.
J' ob 5~$ -- f gf' V' j. DBE 115888 + 145516 = 14,363 psi S = 21.25(2)(.707)(.6057) t A 2,007 psi 2292 + 27300 V = = 4(.6057) 4(.6057)(10.625) The allowable stresses are 18,750 psi shear and 37,500 psi tensile. 5.15 Analysis of Discharge Head The maximum stresses in the discharge head occur at the lower end of the cutout. This occurs, for practical purposes, at Joint 3. The weight of the motor and support above this location is 775 pounds. The member properties are obtained from the computer input data. NORMAL 145 psi Compressive Stress 775 S = = 5.36 OBE =Y(2879) (4030)2 4953 in-lbs. M + = 4953(1.13) + 1.11(775) 4,010 psi Bending S = = 1.454 5.36 DBE =f(3023)2 (5037)2 5875 in-lbs. + M = t 4,736 psi Bending 5875 (1.13) + 1.18(775) S = = 1.454 5.36 The allowable stress for the SA 106 Gr B pipe is 15,000 psi Normal, 24,750 psi OBE, and 36,000 psi DBE. g
a l$ Sh - /
5.16 Analysis of Discharge Head Flange The lower flange of the discharge head is subjected to the same moments and forces as the anchor bolts. This flange is analyzed by use of Cases 10
. and 20 of Roark's Formulas for Stress and Strain, pages 241 and 242. The parameters are: 10.625" ro = b = 5.375" t= 1.62" a = The stress coefficients are (from Roark): .4 1.14 Sp Sg = = Normal 36000 + 10.5(600) = 42,300 in-lbs. M = x 39,900 18000 + 10.5(1200) + 600(15.5) M = = 2 d 2 2 M = V~42300 + 39,900 58149 in-lbs. t 2,964 psi + .4(3850) 1.14(58149) 2 S = = 10.625(1.62) (1.62)4 The allowable stress is 26,250 psi for the SA 515 Gr 70 plate. OBE 121125 M, 42300 + 6695 + 72130 = = 109462 39,900 + 4,770 + 64792 M = = z 2 163258 in-lbs. 121125 + 107462 M = = g 7,326 psi 1.14(163258)2 + 4(1.111(3850) S = = 10.625(1.62) (1.62)' 28,875 psi. The allowable stress is 1.65(17500) = DBE 149,508 M = 42300 + 8396 + 98812 = x 139,366 M, 39900 + 5056 + 94410 = = 2 2 =fl49508 204391 in-lbs. + 139366 M = g
/2f( - / fc) ' 1.14 Q04391-) + .4(1.18)(3850) 9,049 psi S = = 10.625'(1.62)2 (1.62)4 The allowable stress is 2.4(17500) 42,000 psi. = 2 3 5.17 Analysis of Discharge Head Weld The weld at the junction of the discharge head / discharge head flange must be checked. The dimensions are as shoim below: / -d" / \\ / / shr. \\ / / / % 7 ( Ax I The weld has a 10.75" I.D. and a.309" throat thickness. Thus: 3.1416(11.368)4 - (10.75)') Z 28.9 in. Section Modulus = = 32(11.368) 3.1416(11.368)2 - (10.75)2) 10.74 in. Area A = = 4 Normal 40,728 in-lbs. 36,000 + 7.88(600) M = = x 15.5(600) + 18000 = 27,300 in-lbs. M = y 18000 + 7.88(1200) + 60000.875) - 980(5.375) = 34,714 in-lbs. M = z (40728)2 + (34714)2 53,515 in-lbs. M = = t 3.1416(10.136)2(75) 6,052 lbs. due to internal pressure P = = 4 =Y(1200)2 (600)2 1,342 lbs. + R = 2415 psi 53515 + 6052 Vg = = 28.9 10.74
/M3 -I
[ 1342 + 27300 612 psi V = 2 = 10.74 2(3.1416)(5.375)'(.309) V,,, =Y(2345)2+(612)2 2,424 psi = The allowable stress for the weld is 15,000 psi. OBE 40728 + 6695 + 72130 M 119,553 in-lbs. = = x 27,300 in-lbs. M = y 34714 + 4770 + 64792 +.11(980)(5.375) = 104,855 in-lbs. Mz = (104855 )2 + (119553) M 159020 in-lbs. = = t 6,052 lbs. R P 20671bs. = = V i 159020 + 6052 = 6,066 psi = 28.9 10.74 679 psi V2 - 203]_ + 27300 = 10.74 2(3.1416)(5.375)d(.309) V,,x = Y(6066) + (679)2 6104' psi = The allowable stress is 16,500 psi. l DBE 40728 + 8396 + 98812 147,936 in-lbs. M = = x 27,300 M = y 34714 + 5056 + 94410 +.18(980)(5.375) = 135,128 in-lbs. M = z (147936) + (135128)2 200,361 in-lbs. t M = = t 6,052 R= 2,292 P = 7,496 psi 200361 + _6052 V = = y l 28.9 10.74 V2 700' psi V.,x = f(7496 )2 (.700)2 7,529 psi + = = l The allowable stress is 22,500 psi. l l l { l
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I.u 4~pcy 4 APPENDIX D - ANALYSIS OF FLAT FACED FIANGES FOR EXTERNAL FORCES The ASME Code does not provide rules for the analysis of Flat Faced flanges which are subjected to external forces. The Code does provide rules for Raised Face flanges subject to external forces due to thermal and dead-weight only - not seismic induced forces - see NC-3647 or ND-3647, for example. Since no formal Code guidance is given for the analysis of Flat Faced flanges subjected to external loads, the method given by the Code for the analysis of Raised Faced flanges subject to external loads due to thermal and deadweight will be applied here. However, the Code method will be modified to include seismic loads and to be applicable to Flat Faced flanges. The method used is outlined below.
1. The equivalent pressure due to external forces and moments, including seismic, is calculated by the equation given in NC-3647(or ND-3647).

2. This equivalent pressure is added to the design pressure (or operating pressure if allowed by the design specification).

3. The total pressure obtained in 2 is used for the design pressure for the flange. The flange stresses are calculated per Appendix XI.

4. The equivalent pressure obtained in 1 is used to calculate an equivalent hydrostatic end force H' by the same method as used for H in XI-3321.2.

5. The pump design pressure (or operating ptessure if allowed by the design specification) is used to calculate Wal = H + Hc + Hg per XI-3321.2.

6. The total bolt load is W g' = H' + H + He + Hg.
a Thus, the only mo 'ification to the Code method is that the contact force He' due to the equivalent pressure is not included. This force was omitted
D-2 D56 0 0l r because it is believed that the force o is subjected to an external moment will be very small when the flange very difficult to distort manner in o d. The flange would hav by an external moment. r er for this force to;be developed force on the connecting pipe. HowevThe contact forc e y an axial is alw' ays very small relative to er, the equivalent pressure due to F that due to M. In addition, it should be noted th contains a great deal of conservatismat the hydrostatic end force H' equation for the equivalent pressur . This can be seen by deriving the e given by the Code. Finally, it should be noted that end force H' will yield a bolt atress the use of the equivalent hydro s atic use of the equation given for anchor boltvery close to the stress o " Design of Plate Structures" stress of circular stacks in published by the American Iron and St, Steel Plate Enginee eel Institute. l \\ R I 9 . < - - ~ ~
.Q;p 3, ' 1 r,C,ROF.K.M..E. C.'.D.E,X t oc.,,o. e,@a iosMv.,ica rios. =ii n. E. FJ I 19. ' TIT LE 981 DESC At Pf sose ~ StAmic 6 TrtL5S kMALgsi s R a. g A_ T R u n s.g _) _. h y s _ _ = - 1 ,_ c e n o.,. oivis o no m or~, o.u c, j oss-Qap6L. Caump ENd 'd- "'". 9. gsi g i s.. M sM..***.. --.w...m At M r.4 O F tc.H T M DE.R c1 OnoranU6.L=_..SWe.LT_ 2 a a Aum e. gTs _a 1 4 4 5 5 e 8 6 I 7 . 7...- S 8 e e 10 10 11 11 12 12 31 D1 e a 2 I S S 4 4 5 5_ _ e a S / 7 _7 O 8 3 9 e to 10 11 11 ~ 12 __][ 12
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