Text

Seismic-Stress Analysis Rept RHR Svc Water Pumps
	ML20063P824
Person / Time
Site:	Fermi
Issue date:	01/28/1974
From:	; MCDONALD ENGINEERING ANALYSIS CO., INC.
To:	;
Shared Package
ML20063P810	List: ML20063P809; ML20063P811; ML20063P814; ML20063P816; ML20063P818; ML20063P821; ML20063P824;
References
	ME-146, NUDOCS 8210150352
	Download: ML20063P824 (40)
	v • d • e

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lr l NE 148 SEISMIC STRESS ANALYSIS REPORT RHRSW PUMPS A9 J-DETROIT EDISON COMPANY *t -

l Enrico Fermi Plant P.O. IE-92034 GOULDS PUMPS Vertical Pump Division Order # N301213 u.,, .. . e, McIssaid Engissering Analysis Compay e2101503s2 s21011 gDRADOCK05000

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. Certification Statement The RIEst pumps covered'by this report have been analysed in accordance with Detroit Edison Specification 3071-25 and applicable tsubastry codes. The pump meets all requirements for both Operating Basis and Design Basis Earthquakes.

os I Claudie K. Mcdonald, Ph. D.

i January 28, 1974 e

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$ 21'2/

13UK.E OF CorITir!B

1. Susmary of Rosmits 1

3. Seismic Analysis 3 3.1 lateral Seisatic Analysis 3 3.3 Vertical Eeismic Analysis SS

3. Stress Analysis 36 3.1 Introduction 36 3.3 Stresses la Coluse 36 3.3 Stress Analysis of Support Boltise 37 3.4 Analysis of Anchor Bolte SS 3.5 Coluza Flanges and Boltime se 3.6 Analysis of Motor Bolties 30 3.7 Stresses la Shaft 31 3.8 Deflections in Shaft 33 3.9 Stresses 1a Compling 33 3.10 Colusa Deflections 34 3.11 Bossle 1meds 38 3.13 Impeller Clearamos 36 l

4. Appendia A - References 37 i

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1. SL20ERY OF RESULTS l

A summary of the OK stresses and allowable stresses for the pump are given below. The D E stresses are not given because the CW was the governing load la all cases. l Actual Allowable Impeller Clearance .0003* .015" Max. Column Stroes longitudinal 7,997 15,000 Ciremierential 1,975 15,000 Supsort Bolting 4,567 25,000 Anchor Bolts 84 w 7,307 10,000 Toms 11e 14,693 30,000 Column Flarges and Bolting Bolting (primary membrane) 9,741 25,000 Radial Flange Stress 10,827 13,600 Tangential Flange Stress 5,388 13,600 Bolting (Stress Due To Primary Bending) 31,095 37,500 Motor Bolting 1,205 10,000 Max. Shaft Combined Stress 13,889 15,000 Max. Coupling Combined Stress 13,8H 15,000 Max. Shaft Deflection (in./ foot) .0067 .01 The OK allowable stresses are from the ASME Code except for the shaft and coupling which are not covered by the Code and the stresses due to primary bending. The shaf t and coupling allowable was established to be 1

in general accord with the Code and the primary bending stresses are per the AEC Regulatory Guide 1.48.

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S. M ISMIC ANALYSIS A multidegree of freedom model analysis as made using the cosputer pro-gr a ICES-6!TUDL developed at the Massachusetts Institute of Technology.

Detailed data on the program, including users manuals, can be obtained from M. I. T. at very modest cost. The prograc as a general purpose type progran and varaous segments are still under develossent and have not been checked out adequately. However, the parts of the program used for this analysis have been well checked out against hand solutions and elassical results. These verification checks will be made available upon request (see Reference 1 in Appendix A). .

3.1 Lateral Seiszie Analysis The computer rodel for the lateral analysis is shown in Figure 2. The joints and seeners are numbered to facilitate the computer input. Joint numbers are enclosed in circles. Masses are lumped at the flanges and the motor center of gravity. He results of the analysis show that this is an adequate number of mass points. De impeller masses are shoem separately so that the impeller clearance can be easily checked.

The lateral analysts was made for both the high water level case and the low water level case. D e detailed input data are included on pages 5 - 10.

The input data are obtained from the model and pump detailed drawings.

Interpretation of the data should be self explanatory in met cases but detailed comments will be zado as follows.

Imput for the high water level case is given first. The joint coordinates S22-2/L ;

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ara obtained from the model and are entered in order X, Y. The member insidences are self explanatory. The area properties are for the simple beam type members except for the exceptions gav.n as follows. The motor is modeled as an equivalent beam the properties of which are obtained frcs the motor teed frequency furnished by the manufacturer. The motor mount is modeled as a variable cross section beam to account for the holes out out for access. The moment of inertia of the reduced section was obtained by assuming that the two pipe sectors act independently when the load is applied. This gives a lower moment of inertia than if the two sectors were assumed to bend as one beam. The preliminary analysis showed that the section at the cutouts was inadequaze and stiffeners were added prior to the final analysis.

The pump lower bowl assembly is of complex cross sectional geometry. An equivalent beam was obtained to model the bowl assembly.

The lump masses include the water internal to the pump and also external water for the submerged portion of the pump. Both the high water level and low water level was checked to determine which was the worst can. The high water level case was the worst, thus only the frequencies for the low water case are included for reference only.

An inspection of the response spectra for the lateral case showed that the Eastwest earthquake gave the highest loads for this pump. The CBE also governs the design since the DBE seismic loads are only slightly higher than the OIE loads.

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24 I
Simple conservative checks were maae to insure that it was not necessary to include separate mass points to account for the c.ovec.ent of the shaft l 1
relative to the bearings. The snaf t is supported at sufficiently short intervals so t %t this as not necessary.
The response spectra must be input into the computer in order to' perform the model analysis. Experience has shown that STRUDL does a very poor job of interpolating between specified points of the spectra. Thus, in order to avoid interpolation errors, the analysis is performed and the frequencies obtained. Then the spectra is input paying particular atten-tion to inputting points that coincide with the frequencies.
An orthogonality check is printed out to show that the mode shapes and frequencies are accurate. The off diagonal terms in this matrix should be sero.
The computer output shows that two frequencies (3rd and 4th) are very close to each other. This should not be interpreted to mean that the
! square root of the sum of the squares c.ethod je not applicable for these frequencies because one of these frequencies is for the lower part of the pump and the other is for the upper part. The support makes the lower and
~~upper parts two separate independent cantilever ceams.~~
The damping was taken to be 21 for the OE.
6
35 3.3 Vertical Seismic Analysts I
he pump is obviously rigid an the vertical direction *except for the ispeller-shaft assec.bly. The shaft is supported at short intervals in the lateral direction but is only supported near the motor in the vert-ical direction. In addition, some of the Internal water is supported by the impeller. The exact amount of water supported by the impeller is difficult to determine due to friction effects, etc. Thus, in order to be conservative, the entire amount of water inside the pump is assumed to be supported by the impeller. The model is shown below.
kr i >
a .
. Shaft A = 3.76 e in.3 E E= = 212,969 lb/in.
M = M = 6.946 346 u f=1 312870 6.24$ 6.946 Mass of shaft, impe11ers, water
= 37.06 eps From the response spectra curve for the ON, the acceleration is 1.3 e for the impeller assembly and .I g f:r the remainder of the pump.
~~his has been proved many times in previous reports. This work will be made available upon request.~~
p h 3
\
I 26 l 1
~~3. STRESS ANALYSIS i~~
3.1 Introduction !
h seismic leads are combined with the normal operating loads and a stress analysis is made. Since the allowable stress for the DK loading is approximately twice that for the OE and the DE saismic loads are only slightly more than the OK and in some cases less, the OK condition is the worst case.
b piping loads on the pump are estimated in accordance with the spec-ification. These are:
Mt = 400,000 in-lbs M, = M1 = 200,000 in-lbs P = 16,000 lbs Ye = Vt , = 4,000 lbs b nomenclature used is that of Welding Research Council Ihalletin 107 h above loads are much higher than expected on this pump because the thermal gradient will be low.
3.1 Stresses in Column The higheet atreases in the pump column occur at the support and ere due to seismic, pressure, and dead load. S ee stresses are:
Lateral Seismic 81 = 182266/30 = 6,076 poi
~~m. ore the moment is taken from the computer printout, page 15, and the sootion modulus is that of a 13* sch. 30 pipe in the corroded condition.~~
Vertical Seismic Plus Dead load g, h l
0
27 4
Total vertical load is P = 1.2 (7961) = 9553 lbs 82 = 9553/9.82 = 973 psi 1 Pressure Stress 8 = PR/t + .6P (from ASME Code)
= 80.3(6) + .6(80.3) = 1,975 psi CiacusJerential
. 25 Sg= {(PR/t .4P) = {(80.3(6)/.25 .4(80.3)) = 948 Total Circus. Stress = 1,975 psi Total largitudinal Str:ss = 948 + 973 + 6,076 = 7,997 poi
-l h ASME Code allowable stress for SA 106 Gr.B is 15,000 psi. h refore the column is adequate.
3.3 Stress Analysis of Support Flange and Bolting h pump is subjected to overturning moments due to seismic and mossle loads. hee are shown in the worst condition in the sketch below.
t l
400,000 Nossles 241,074 Lateral seismic A
n l$92 vertical seismie
~~; l 7961 dead wt.~~
Q g Q li" dia bolts 11.22* 11.22*
l l
, b overturning moment , M = 400,000 + 241,074 -11.32(7961 - 1592) j Y
= 569,591 in-lbs g ph
-w- w-*-ww ,r- y.- - . .. - - - _ - - , - , - _ _ _ _
2e
. l l
The tensile stress in the bolts is: I S = 569591 = 13,096 psi 2(22.44)(.9691) 1 The shearing loads are due to both seismic and nozzle loads. These are i
V = 16,000 + 1704 = 17,704 lbs i i
The shearing stress is:
8, = 17,704/(4(.9691) = 4,567 psi The allowable stress for SA 193 Gr. B7 is 25,000 psi tensile. Thus the bolts are more then adequate. l 3.4 Analyt.is of Anchor Bolts The overturning poment on the anchor bolts is the same as for the bolts previously analyzed. The distance between the bolts is different and the bolts are different size. Thus the stress in tension is:
S = 569591 = 14,693 pai 32(2)(.6057) he shearing stress is:
S = 17,704/(4(.6C57)) = 7,307 poi SA 307 anchor bolts will be more than adequate.
3.5 Column Flanges and Bolting The column is subjected to both internal pressure and external forces and moments due to seismic. The external forces are converted to equivalent internal pressure by the sethod given on page 170, Ref. 3 P., = L6M + 4r U.142G3 3.142G 2
/
l 522-)-l i

~~o ,,w-e,w--,,,--- - - e $ -~~

29 where M = external moment F = external force G = gasket diameter P = 16(182266) + 4(7961) = 320 3.152(153) 3.152(15Z) h total design pressure is:
P = 320 + 80.3 = 400.3 This flange is also flat faced with metal to metal ontact outside the bolt circle and is designed to ASME Section VIII, App. II, Part B.
A = 16.6, B= 12.75 C = 15, t = 1.04, 4 = 3.71, rE " I r3 = .5 (assumed), B1 = 13 a = 1.181, SB = 25000, G = 15 hD = 1.125" g = 0, hT = .5625" Hp = .785(12.75)2 (400.3) = 51,082 HT = 19,630 H = .785(15)(400.3) = 70,712 Mp = 51082(1.125) + 19630(.5625) = 68509 in-lbs ,
h value of he which governs in this case is: hc = (A - C)/2 = .8 He = 68509/.8 = 85,636 lbs h total bolt load is 85,636 + 70,712 = 156,348 1he h above bolt load can be broken down into two types, that caused by primary loads (pressure plus dead load plus vertical seismic) and prir.ary bending (lateral seismic). The ASME Code does not provide allowable stresses for the stresses due to bending but AEC Regulatory Guide 1.48 does. N loads are:
Bolt loads due to pricary membrane stress in pipe = 48,978 lbs Bolt loads due to primary bending stress in pipe = 107,370 lbs
30 h allowable bolt loads are:
1eads due to prirary cer:brane stress = 12(.419)(25000) = 125,700 lbs Loads due to primary bending stress in the pipe plus primary membrane ;
stress (AEC Reg. Guide 1.48) = 12(.419)(25000)(1.5) = 188,550 lbs 48,978 4. 125,700 156,348 < 188,550 h e, the bolts are adequate.
Flance Stresses EOA = (1)(.5)( 25C00)(3.68) .29(16.6 - 15)(68509) 16.6 - 15 13.(1.81)(1.04)3
= 27,549 poi Sg = 6(68509) = 10,827 psi (1.04)3(3.14(15)-12(1))
l
~
Sy = 5.46(68509] ~ .318f(2.25 )+jj,8],)+.075) + 27549tl.04) 12.75(1.04)^ \ 27.75 31.6 / 12.75 l
= 5,418 psi h ASME Code allowable stress for SA 283 Gr. D is 12,600 pol. he the flanges are adequate.
3.6 Analysis of Motor Bolting j
h motor is fastened to the mount by 4 - 5/8" screws of AISI C 1010 asterial on a 14.75" B. C. The soment caused by lateral seismie is 20,679 in-lbe from page 15.
y 2 l2-
. l 31 5.2 5.ll1 20,479 1 l
l
+ m 1 720 d
1 .
]
14.75* B. C. !
5.21 5.21
~~= =~~
2 bolts " 3600 (dead load)
M = 20,679 - 5.21(3600-720) = E,674 in-lbs b tens 11e stress ist S = 5.674 = 1,205 psi ST10.42)(.2 60)
The shearing load from pese 15 is 985 lbs.
h a the shearing stress ist 8, = 985 =.1,090 poi 4(.226)
I h AISI C 1018 bolts are more than adequate for these loads.
3.7 8 tresses in Shaft h stresses in the shaft are caused by normal torsion, normal downthrust, seismio bending due :o lateral zor.ement, and extel load due to vertical seismic. The shaft is weakest at the threaded end where it engages the coupling. The most highly stressed location is the coupling near where the moment is highest. This is near the support, thus the moment is 142,266 in-lhe from page 15. h minimum root diameter of the threads is 2.0793*
I = 3.142(2.0,321 4 = .3174 J = SI = 1.838 in.4 64 ggy2f l
._ w
32 The torque T = 63000(300) = 10,500 an-les 1800 The shearing stress due to torque 1;:
Si = 10500(2.0792) = 5,949 psi 1.835 (2)
The vertical seismic iced en the shaft due to weight of the shaf t plus internal fluid is:
1.2(2681) = 3217 lbs The total axial load on the shaft, conservatively is:
Dead load 2681 seismic 3217 downthrust 15030 20898 Axial stress is:
~~S2 = 20898/(3.40) = 6,146 psi Bending stress in shaft:~~
S3 = 182.266 (1.04) = 1,020 psi 185.67 The total tensile stress is:
6 = 61d ': +1020 = 7,166 psi The combined stress is:
J Se= y (7166)2 + (2( 5949))2 = 13,889 psi The maximum normal stress in the shaf t is 13,889 psi and the maximum shear'.ng stress to 6,94f. pai. The ASME Code does not provide stress values to be used for the design of shaf ts. An allewable of 15000 pst in established for the A-582 TP 416 shaf t, which as in accordance with ,
the general stress imits of the Code.
522 ;2 #2L
m-
-J 33 3.8 Deflections in Shaft Good practice in trans=1ssion shaf t design 11 tits the : Axtrun de-flection to .01 inches per foot to prevent excessive weer en the bearings (see Ref. 5). As n.entlened before, the shaft is supperted such that it is rigid between the bearings insofar as the sels 1c analysis is concerned. However, the shaf t will exparience acesler-ations imposed by the bearing supports and cust be checked for re-sulting deflections.
It is clear that the raximun. total accelera- '
tion of the bearings would be less than 19. This analysis will be made for the conservative value of Ig and the shaft will be taken as simply supported at the bearings.
l- wt. of shaf t x Ig = 1.06 lbr /in 1
W //////////////// '
h h 60" max. span
= =-
Defl. O midpoint = 5(1.06)(60)4 = .0067" 384(29000000)(.9174)
The above deflection is well within acceptable licits.
3.9 Stresses is. %upling The maximum loadt, in the coupling are the same as those previously applied to the shaf t (Article 3.5, pass 27). The coupling has the following diransions:
0.D. - 2.75" Length = 5.5" Root thd. dia. = 2.1875*
Therefore:
I = 3.142((2.75)4 - (2.1875)4) = 1.6834 in. 4 64
_ _ - _ - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - a2-7/2--
. 34 l
J = 21 = 3.3667 A = 3,142((2.75)2 - (2.187512 ) = 2.181 2n.2 4
Sg = 10500(1.375) = 4288psa 3.3667 S2 = 20898/2.181 = 9582pst S3 = 182266(1.375) = 1350 psi
?85.67 S= 9582 + 1350 = 10932paa S, = i .(1093z))2 + (2(4258))2 = 13,894 r i The allowable stress for ASW. A-582 TP 416 is 15000 psi. Thus, the coupling is adequate.
The thread engagectent of the coupling as rore than the dian.eter of the threads, thus the full strength of the coupling ir develcped.
3.10 Coluc.n Deflections Excessive colurn deflections can cause wear on the solid bearings and must, therefore, be kept within tolerances. The test critical joint as 13 because the bearing located at the support cannst underge rotation.
Thus the deflection at joint 13 causes the shaft to bend at the bearing.
The deflection of joint 13 is .0058"(free. page 16). The span is 18.75*,
thus the deflection is less than the .01 inch / foot given by Ref. 5.
3gg 0
36 i
3.11 Esasle Leeds i seaticeed previously, the a:ssle !?eds assw.ad f er ehts p,.cs .r. accerdarse
.Lt the specificettom are fairly hash. Thas as a low torperature systes, croforo, the parase leans are espectec te be anach lesser thar. these prev-esly assumed. The reaaforcecar.t cf th1a mossle eue to satermal preseure
.covsred by the ASE Code, and ne reseforcecect as required. The ADE de doen met cover the stresses an the nessle caused by esterr.41 1 cess.
cro to no analysts rathod sva;!able at this taze (known to this a..alyst) '
which these stresses. hieldarig Eesearch Comact! h11 etic 1C7 to wadely ed but it to lar.sted to nossles wksch do not escoed half the same of o vessel. Eevertheless, an est taste of the stresses can be made by bTC 1*etan 107
~~r - s.en.n - 37.. 3 sts<s.:s> .rs6 s.o; to gives a longitudasal stress of:~~
}
l 8 = 130,0CC poi t
&ch to such too high, of course. The Code does set give limits for a secaticulty stress of this type but 32 as often used, which is this so woula be .5,CCC pet. Thus, the nossle will withstand loads of
proximately one third of those specified without a reiaforetag pad. A '
1 a 16* O.D. pod will be reestred for the loads gives by the s.wif t- ~
tion. However, it is recessended that this pad not be added arcil firm ~
esto loads are received.
e 529 4 '* ,
~
~
36 l 1
l 1
)
3.18-InsetteFCleereneen !
R-%5*relsetenee telet 66e te th6 rump eastet 3r were r: Ag is-C%rass4DHW,'th64 tho'chaf t'Is etsply suPperted at t tho' beattnge andre Sg*seisage Icec is-app 2ned. ~.hae a senservattto speraaeh, I
/ ,r.psMor ar.d shaf t weteht g,g e.- 2(43) g,,4...
I
. _ . . . we -- W 1r 9 a ia q ,4
~
% w.t.s /
Th~# defteettbn isI!
D b 198 '17. I
= 70003*'~
estust )(2.43)-
M taps 34 e r+s leetenee 1 s - 5 015 *, *t hes -4. r. - -
l l
l l
t f
f i
+
f o
]
~~e. ._._~~
~~l 37 Appendix A - References~~
~~1. HeDonald, C. K. , Course Not.a for Short Course entitled "Dynamie Setsunic Analysis of Nuclear Power Plant Components", The University of Alabama in Birmingham, 1973.~~
~~3. Frits, R. J. , "The Effects of Liquids on the Dynamic Motions of Issmersed Solids", Jr. of Engr. for Industry, ASHE, Feb.,1972, pp 167-173.~~
~~3 ASME Boiler and Pressure Vessel Code, Sect. III, Nuclear Power Plant Components, 1971.~~
~~4. ASA B17.C, Code for Design for Transmission Shafting (being updated).~~
5 Machinery's Handbook, 15th Edition, 1956, p507 -
l I
l 4
e SpO- 9 '* l_

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