ML20031G390
| ML20031G390 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 09/28/1981 |
| From: | CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML20031G388 | List: |
| References | |
| NUDOCS 8110220344 | |
| Download: ML20031G390 (35) | |
Text
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
SERVICE WATER PUMP STRUCTURE SEISMIC MODEL REVISION 1 FOR MIDLAND PLANT UNITS 1 & 2 CONSUMERS POWER COMPANY SEPTEMBER 28, 1981 811022O344 810930 PDR ADOCK 05000 A
l CONTENTS Page 1.
MODEL DESCRIPTION 1-1 4
l 2.
REVIEW INFORMATION 2-1 3.
SOIL-STRUCTURE INTERACTION TECHNIQUE 3-1 4.
DYNAMIC MODEL PROPERTIES 4-1 5.
RESULTS 5-1 FIGURES 1.
Schematic View 2.
Schematic Plan 3.
North-Sauth Section with Model 4.
East-West Section with Model 5.
Node Layout i
i 4
h
{
i 4
ii
SERVICE WATER PUMP STRUCTURE SEISMIC MODEL 1.
MODEL DESCRIPTION The model described herein will be used to evaluate the overall building response to seismic loadings as well as to generate in-structure response spectra.
The responses developed from this model will provide input to other static analyses to develop forces in the individual structural elements.
The building is repre-sented by a three-dimensional lumped-mass stick model using beam elements (Figures 1 through 4).
The individual sticks have been located at the calculated ce.nter of shear resistance.
The mass of the structurc is lumped at the major floor elevations (see Figure 5).
The mass includes concrete, steel, blockwalls, major equipment, water within building, entrapped soil, and 25% of the floor design live loading.
The center of mass was established for each floor level and the eccentricity between the center of mass and center of rigidity is included in the model.
Rigid beam elements are used to connect the center of stiffness and center of mass.
The proposed underpinning design underneath the northern portion of the building has been accounted for in the section properties below el 620'.
The underpinning wall layout is connected to the existing wall to make up the extention of the stick to el 587'.
It should be noted that the properties used for the underpinning portion of the model reflect the design described in a letter from J.W.
Cook to H.R.
Denton, Serial 13738, August 26, 1981, with the cnclosure, Midland Unit 1 and 2 Technical Report on Underpinning the Service Water Pump Structure.
Basic Modeling Assumptions:
1.
Torsional effects due to structural eccentricities and one empty pump bay are considered in the dynamic analysis.
2.
Model properties are based on gross concrete properties.
3.
Soil-s.tructure interaction will be represented by equivalent spring constants and damping coefficients based on elastic half-space theory.
4.
The effect of surrounding structures is negligible.
1-1
A.
)
SERVICE WATER PUMP STRUCTURE 106' 86'
\\
EL 656' 69' EL 634'
,,a,,,,,
JL
\\
l l
\\
Q 1,
EL 587' i
UNDERPINNING WALL CONSUMERS POWER COMPANY MIOLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE SCHEMATIC VIEW FIGURE 1 l
t SERVICE WATER PUMP STRUCTURE PLAN AT EL 6345-6" AY N
,I I,,l', Id
. I I i
i i
i STRAINERS i
,1,
- ,y-
,L-
[
l
_-...-_p;
-ty:p.I_(h:,a ;.1;,q(,,u. --
l PUMPS
.m-q
~
e 0
8 BLDG 9
(0,0) 1 1
CONSUMERS POWER COMPANi
~
MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER l
PUMP STRUCTURE PLAN FIGURE 2
SERVICE WATER PUMP STRUCTURE SECTION A l
y' l l.. ;
p,e
-<4-j L
j J
EL 634'-6" 7 I
o-1 n
s- -
y 7
EL 634'-0"
=.=.
s f EL 620'-0" -:,:
( _T : + UNDERPINNING WALL 3 SIDES i
BACKFILL\\
r EL 592'-0"
$;.1 W
N"
=:.
~
__ SECTION M BOTTOM EL 587'-0"}
l W
IN SITU TILL a un in l
l CONSUMERS POWER COMPANY l
MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE NORTH-SOUTH SECTION FIGURE 3
l SERVICE WATER PUMP STRUCTURE
~
SECTION B l
EL 656'-0" 1
l EL 634'-0" EL 634'-6" gg ii-O E
3 ED EL 620 i
1 1
EL 605
'. EL 592'-0"
}MM 7feighW CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STURCTURE EAST-WEST VIEV1 FIGURE 4
LEGEND Node locations e
Mass for all 3 degrees of g' 2.,e freedom 3
Mass for two horizontal g
degrees of freedom A
Mass for vertical degree of freedom Base location. Damper rotational springs 63 1
not shown for clarity 5
7 489
,A 6
NOTES:
1p,13 3
- 1. The mass of the water is
,10 g lumped at mass points 7, b'
p-6 11, and 15 horizontally g
1 and at mass point 16 vertically.
I
- 2. The mass of the fill entrapped within the
/' 14 underpinning walls is lumped at mass points 7,
/
11, and 15 for the two horizontal 1
15 /
'y degrees of freedom only.
x (Z
9' A' 17 CONSUMERS POWER COMPANY
@sS MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE NODE LAYOUT FIGURE 5 a.m,sm l
I S.
Sloshing water effects are negligible.
2.
REVIEW INFORMATION A.
AREAS OF DEVIATION FROM FSAR CRITERIA (REVI-SION 36) 1.
Subsection 3.7.1.2 The modified Taft time-history has been ad-justed to envelop the horizontal site design l
response spectra (for the 2% and greater dampings) in Figures 3.7-1 and 3.7-2 with the 50% increase described in Subsection 3.7.1.1.
2.
Section 3.7.1.3 Soil material damping has been accounted for in the present analysis.
3.
Section 3.7.2.1 Reference is made to the impedance functions as being those directly calculated from BC-TOP-4A, Revision 3, Table 3.2.
Embedment considerations will be included.
The computer programs referenced in this section does not include BSAP-DYNAM.
Veri-fication will be included in Appendix 3C, for BSAP-DYNAM.
4.
Subsection 3.7.2.3 A three-dimens onal model is being used which considers torsional effects.
5.
Subsections 3.7.2.4 and 2.5.4.7 The consideration of embedment will be addres-sed in these sections and the assumptions that exist concerning embedment will be deleted.
A summary of soil properties used will be includea.
6.
Subsection 3.7.2.9 The effect of parameter variation on in-structure floor response spectra will be at least equal to +15%.
2-1
7.
Subsection 3.7.2.11 Dynamic torsional effects have been consi-dered.
8.
Subsection 3.7.2.15 Embedment effects will be considered.
9.
The following figures will be changed.
Figures 3.7-3 3.7-4 3.7-5 3.7-6 3.7-7 3.7-8 B.
COMMITTMENTS FOR FSAR REVISIONS 1.
BSAP-DYNAM (CE 207) will be added to Appen-dix 3C.
2.
An addition will be made to the FSAR addres-sing soil-structure interaction with embed-ment.
3.
The method presented for the consideration of torsional response will be revised to reflect the inclusion of this effect in the revised seismic model.
4.
The use of soil material damping as well as radiation damping will be addressed in the discussion of critical damping.
5..
Techniques for broadening in-structure response spectra curves will be included.
C.
OVERVIEW OF HOW THE REVISED MODEL HANDLES DYNAMIC EXCITATION The BSAP computer program enables excitation of the base by the input forcing function along each of the three principle directions.
These single-direction solutions are then combined.
D.
MIDLAND SEISMIC ANALYSIS CRITERIA 1.
Soil Properties 2-2
a.
Till Material Properties A nominal soil dynamic modulus of elas-ticity of 22,090 ksf and a Poisson's ratio of 0.42 is used as uniform foundation media properties to compute the soil impedance functions for both the SSE and OBE.
b.
Fill material properties are based on 10 CFR 50.54(f) investigations by Bechtel.
2.
Analyses are based upon the FSAR's 0.12 g SSE design spectra and damping.
3.
The seismic analysis and evaluation of the structure considers the following:
Variation of +50% in the dynamic modulus a.
of elasticity of the till is used to develop upper bound building forces.
b.
Dynamic torsion is considered in the seismic analysis, c.
Embedment effects are considered.
d.
The impedance functions are represented by the equivalent spring stiffnesses and radiation damping coefficients specified in Table 3-2 of BC-TOP-4-A, Revision 3.
e.
Soil material damping (3% of critical damping) will be added directly to the radiation damping calculated.
f.
Response spectra calculated using nomi-nal soil properties will be widened by at least + 15% according to Regulatory Guide 1.172.
g.
Any computed composite modal damping exceeding 10% of critical will be limited to a maximum of 10% of critical except for those modes clearly associated with rigid body translation or rotation (BC-TOP-4A, Section 3.3.1, Revision 3).
2-3
3.
SOIL-STRUCTURE INTERACTION TECHNIOUE Soil-structure interaction has been counted for by using a lumped parameter representation.
Impedance coeffi-cients representing the foundation media were derived based on elastic half-space theory.
These impedance coefficients have been adjusted for embedment condi-tions.
A.
GENERAL ASSUMPTIONS AND METHODOLOGY The elastic half-space impedance coefficients were calculated in accordance with BC-TOP-4A, Revi-sion 3.
The effect of embedment was considered in the form of multipliers to the calculated elastic half-space spring constants and damping coefficients.
A detailed discussion of how the embedment multi-pliers were developed is described in Appendix A of the Auxiliary Building Seismic Model Report.
The foundation consists of the foundation mat at el 587'-0" and the underpinning walls.
The found-l ation contact area was transformed into equivalent I
rectangles (maintaining equivalent areas for translation and equivalent moment of inertias for rocking).
The horizontal and torsional spring constants and damping coefficients were based on the entire foundation mat, fill, and underpinning walls area.
The vertical and rocking spring constants and damping coefficients were based on the foundation contact area at el 587 (foundation mat and underpinning walls).
Additionally, 3%
soil material damping was applied at the base point in all six degrees of freedom.
(This value was conservatively selected from Figure 2-4 of BC-TOP-4A, Revision 3).
All soil spring constants and damping coefficients were located at the centroid of the foundation contact area (foundation mat and underpinning walls).
B.
SOILS DATA
-2
-3 Strain Range general site range of 10 to 10 gt FSAR Subsection 2.5.4.7 Properties of Material Below Foundation:
(E = 22,000 kef + 50% as recommended by Dames and Moore:
FSAR Subsection 2.5.4.7) where v=
0.42 9 = 135 pcf G = 7.8E3 ksf (nominal) 3-1
Average properties of fill material along the sides of the service water pump structure used to develop embedment effect:
where G = 1.4E3 ksf*
- The shear mod lus of fill has been degraded to earthquake strain levels by the Seed and Idriss curves from BC-TOP-4A, Revision 3, Figures 2-3 and 2-5.
Only the averaged shear modulus is required for the side soil in the embedment calculations.
C.
RESULTS OF LUMPED-PARAMETER REPRESENTATION FOR THE FOUNDATION MEDIA The equivalent half-space soil spring constants and damping coefficients developed with and with-out the effect of embedment have been tabulated below.
SOIL SPRING CONSTANTS AND DAMPING COEFFICIENTS WITHOUT THE EFFECT OF EMBEDMENT Radiation Motion Spring Constant Damping Coefficient Translational k-sec North-South Kxx = 2.0E6 k/f t Cxx = 4.3E4 k -sec East-West Kzz = 2.1F6 k/ft Czz = 4.6E4 k-sec Vertical Kyy = 2. 5E6 k/f t Cyy = 6.6E4 Rotational k-ft
~ fad t
East-West K$zz = 5.0E9 C$xx = 4.lE7 k-ft ft North-South K$xx = 4.6E9 C$zz = 3.7E7 d
k-ft Torsion K$yy = 6.8E9 C$yy = 3.8E7 f,td 3-2 I
SOIL SPRING CONSTANTS AND DAMPING COEFFICIENTS WITH THE EFFECT OF EMBEDMENT Radiation Motion Spring Constant Damping Coefficient Translational k-sec North-South Kxx = 2.lE6 k/ft Cxx = 5.lE4 k sec East-West Kzz = 2.2E6 k/ft Czz = 5.4E4 k sec Vertical Kyy = 2.6E6 k/f t Cyy = 7.9E4 Rotational f}see k-ft North-South K$zz = 6.6E9 C$xx = 2.1E8 f}sec k-ft East-West K$zz = 6.0E9 C$zz = 1.7E8 k-ft k-ft sec Torsion K$yy = 7.lE9 C$yy = 4.8E7 Kxx = translational soil stiffness in x-direction K$xx 2 rotational soil stiffness about x-x axis D.
CALCULATION OF COMPOSITE MODAL DAMPING A fixed-base modal analysis utilizing the strain energy approach was used to develop composite structural modal damping.
The fixed-base modal results are then used as input to BSAP-DYNAM (CE 207) to develop the soil-structure interaction composite modal damping analysis.
The technique used in CE 207 matches the rigorous and normal mode se,lutions of the transfer function simultan-eously at all the natural frequencies within the frequency range of interest.
The technique fol-lows the work mentioned in Reference 1, but has been extended based on References 2 and 3 for three-dimensional use.
E.
REFERENCES 1.
- Tsai, N.C.,
(1972) Soil-Structure Interaction During Earthquake, Technical Report, Power and Industrial Division, Bechtel Corporation, San Francisco, California 3-3 t
2.
Ibrahim, A.M.
and Hadjian, A.H.,
The Composite Damping Matrix Matrix for a Three Dimensional Soil-Structure System, 2nd ASCE Specialty Conference on Structural Design of Nuclear Plant Facilities, pp. 932, New Orleans (1975) i i
3.
- Atalik, T.S,,
Equivalent Interaction Modal Damping, Proceedings, 7th World Conference on Earthquake Engineering, August, Istanbul, Turkey (1980)
/
e 3-4
4 DYNAMIC MODEL PROPERTIES i
Nodal Coordinates Page 4-2 Element Properties Pages 4-3 to 4-6 Boundary Conditions Pages 4-7 to 4-8 Nodal Masses Pages 4-9 4-1
D BSAP MIDLAND UNITS 142 (7220) SEEvtCE tfATER PUMP STRUCTU;E SEIS2IC AN3L-3D 091638 CE800015 C0MPLETE CARTESIA N NODAL C00ROINATES
. UNITS OF ( L 1 NODE
.. BOUNDARY CONDITION CODES NUWlE R 10(X) ID(Y) ID(2) ID(XX) ID(YY) ID(ZZ)
.. N00E COORDINATES NOOAL X(N)
V(N) 2(N)
SYSTEM (NOTE 1)
(h0TE 2)
(NOTE 3)
(NOTE A) 1 O
O O
O O
O 54.400 656.000
.000 OLOBAL 2
O O
O O
O D
53.310 656.000
.000 GLOBAL 3
0 0
0 0
0 0
53.310 C34.500
.000 GLOBAL 4
O O
O O
O O
50.900 634.500
.000 GLOBAL 5
0 0
0 0
0 0
49.540 634.500
.000 CLOBAL G
O O
O O
O O
49.540 620.000
.000 GLOPAL 7
O O
O O
O O
54.940 620.000
-1.880 GLOBAL 8
0 0
0 0
0 0
57.330 620.000
.000 CLORAL 9
O O
O O
O O
5's.150 620.000
.000 GLOBAL to O
O O
O O
O 57.150 605.000
.000 CLOBAL 18 O
O O
O O
O 62.440 605.000
-0.530 GLOBAL 12 O
O O
O O
O 54.380 605.000
.000 GLORAL 13 0
0 0
0 0
0 65.180 605.000
.000 GLOBAL 14 O
O O
O O
O 65.180 589.500
.000 CLOBAL 15 O
O O
O O
O 45.520 589.500
.520 GLOBAL 16 0
0 0
0 0
0 42.180 589.500
-2.910 GLOBAL 17 O
O O
O O
O 43.020 589.500
.000 GLOBAL MTES:
- 1. NODE NUMBER: The nodes are shown sche.astically in Figure 5.
~
- 2. ROUNDARY CONDITIONS: Tero (0) or blank indicates an active (free) degree of freedom. One (1) indicates a fined degree of freedos.
- 3. NODE COORDINATES: Distances fit.) frcm the origin of the nodal system.
- 4. NODAL SYSTDt: Defines the local coordinate systee for nodal input. The word GLOg4L indicates that
?
the global cartesian coordinate system is used. The origin of the system to shown 1,3 Figure 2.
N The orientation of the systee le shown in Figure 5.
f
~ - _ _ _ _ _
(.
cst.P CIDLAND UNITS 132 (7220) SERVICE WATER PUMP STRUCTU2E SEIS%IC ANIL-3D 091638 CE000015 i
l i
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TABLE OF SEAN NA TER IA L PR0 PERT IE$
MATERIAL VOUNG*$
POISSDN'S 4
NUMBER teODULUS RAfl0 t
]
(NOTE 1)
(NOTE 2)
(Is0TE 3) l t
552000.00
.2500 l
le0TES:
- 1. MATERIAL NLDetER: Been element meterial property set member. Refer to pese 4-5.
In this emelyste. MATL.100 1 is concrete.
2
- 2. YOUNC'S IEODULUS: Espressed in (k/ft ).
- 3. POISSON'S RATIO: Dimensionless.
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BSf.P C:IDLAND UNITS 122 (7220) SERVICE t'ATER PUMP STRUCTURE SEIS IC ANIL-30 091639 CEROOD15 T A B U t. A T 1ON OF DATA INPUT F0R 8EAM ELEM ENT5 ELEMENT NODE NODE REF MATL SECT END-CODES TNTTA NUMBER
-l
-d
-K NO NO
-I el ANGLE l
- -(NOTE 1)- -
(NOTE 2) (NOTE 3)
(NOTE 4) 1 2
3
-f f
f O
O 90,nq 2
5 6
-1 1
2 O
O 90.00 3
9 10
-1 1
0 0
0 90.00 4
13 14
-1 1
4 0
0 o0,00 5
1 2
-t 1
5 0
0 00 6
3 4
-1 1
5 O
O 00 7
4 5
-t 1
5 0
0 no i
8 6
7
-1 1
5 O
O
'00 9
7 9
-1 1
5 0
0 00 10 9
8
-1 1
5 0
0 00 11 to it
-1, 1
5 0
0
- 00 12 12 10
-1 1
5 0
0 13 11 13
-1 1
5 0
0 00 14 14 IS
-1 1
5 O
O l
15 15 16
-1 1
5 0
0
- 00 16 16 17
-1 1
5 0
0 NOTES:
- 1. NODE-1 NODE-J REF-K Mode numbers which define the location and orientation of the been element. A value of negative one (-1) in the REF-K column indicates tBat the Theta Angle method is used to define the local amis system.
- 2. MATL. NO.
Beam element material p operty set number. Refer to page 4-3,
- 3. SECT. No.: Beam element cross-section property set number. Refer to SEAM TYPE NtMSER on page 4-4, t
- 4. END CODES: Member end release codes. Zero (0) indicates that the element is restrat. sed by the stiffness of other elements at the Ith or Jth node.
- 5. THETA ANCLE: When REF-K fa equal to negative one (-1), then the local amis systee of the beam element is defined by an angle called the Theta Angle. The Theta Angle is defined as follows:
The angle 6 is determined as right-hand rotation about the x axi's required to bring the local y axis from its actual position into a plane parallel to the glots1 x-1 plane with the local z exis (in the rotated position) projecting positively onto the global y axis.
For the beam element parallel to the global y axis, the local y axis is always in a plane parallel to the global x-z plane.
In that case, the following definition applies: Angle e is the right-hand rotation about the local x axis required to make the local y axis parallel to, and have a positive projection on, the global z axis.
Refer to the schematic on page 4-4.
I J
- ~
CSAP CIDLAND UNITS 132 (7220) SERVICE CATER PUMP STRUCTURE SE1531C ANAL-3D 091689 CE800015 i
CocePOSITE MODAL DanePING DAIA i
FIRST LAST ELEMEt3T 4 CRIT.
BEPRESENTING ELEMENT ELEMEtrf TYPE DAMPitJG (NOTE 1) (NOTE 2)
(NOTE 3)
BEAN
.03 Concrete Beae Elemente 37 NOTES:
- 1. FIRST ELEMENT: The first element in the p.enerated series.
- 2. LAST ELEMENT: The last element in the generated series.
- 3. 1 CRITICAL DAMPING: Meterial demping empressed as a retto of critical damping.
Values are according to Midleed Unite 1 and 2 Final Safety Analysis Report Response to Regulatory Cuide 1.61.
)
r.
i s
I 1
4 4
b i
f
r R
ESAP CIOLANO UNITS 1&2 (T220) SERVICE tfATE2 #UseP STRUCTU%E SEISNIC ANil-30 091C81 CE800015 (NOTE 1) 1 i ABLE OF VECTOR DIRECT ION CO$INE$...
VECTOR X-COEFFICIENT Y-COEFFICIENT Z-COEFFICIENT Nut 8BER A(x)
B(Y)
C(?)
4 3
1 1.00000
.00000 00000 2
00000 1.00000
.00000 1
3 00000 00000 1.00000 NOTES:
- 1. VECTOR DIRECTION COSINES: Defines the local a amis of boundary elements in terms of t.e global cuordinate system. For esample, a value of one (t) in the a coef ficient colurus indicates that the local a direction coincides with the global a direction. The boundary elearnt springs act in or about the local a ames of the elements.
For this analysis:
ItEF. VECTOR SPNING ACTS IN CLORAL 1
1 2
Y 3
Z t
a u
4 4
1
7 D
^
CSAP CIDLt.ND UNITS t&2 (7220) SEFiv1CE WATER PUMP STRUCTURE SEIS%IC ANIL-3D 09150f CE800015 TA BULAT ION OF DATA INPOT F0R 800NDA RY ELENENT S ELEMENT REF DISPLACEMENT ROTATION DISP SP2ING ROTNL $PRING NUMBER END-N VECT04 CODE CODE STIFFNESS STIFFNESS (NOTE 1)
(NOTE 2)
(NOTE 3)
(NOTE 4)
(NOTE 5)
(NOTE 6) t 17 1
f O
2.08970+06
.00000 2
17 3
0 t
.00000 G.56700+09 3
17 2
i O
2.55700406 00000 4
17 3
1 0
2.15560+06
.00000 5
t7 1
O 1
00000 6.04200*09
}
6 17 2
O t
00000 7.07400+09 EDTES:
- 1. END-N The nede at which the boundary element is placed.
- 2. REF. VECTOR: Vector direction cosine mueber. Refer to VECTot IR2tBER en page 4-7.
- 3. DISPLACEMENT CODE: Flag for treneletional stiffness. One (1) tadicates a translational spring etiffness. Zero (0) indicates no translational spring stiffness.
- 4. ROTATION CODE: Flag for rotational stiffness. One (1) indicates a rotetiamal spring stiffness.
Zero (0) indicates no rotational spring stiffness.
l
- 5. DISP. SPRING STIFFNESS: Empressed in (k/ft).
- 6. RolleL. SPRINC STIFFNESS: Empressed in (k*ft/ rad).
r R
^
BSAP CIDLANO UNITS 142 (7220) SEIVICE t'ATER PUMP STEUCTURE SEISMIC ANAL-3D 091331 CE800015 GL08A L ( x. v. 2 ) Di O D A L MA 55E5 (NOTE 1)
(NOTE 4)
(WE ')
NOOE x-mass v-uAss 2-mass x-ROTNL NAS$
Y-ROTA NAS$
Z-ROINL Mas $
No.
(F'(T**2)/L)
(F*(T**2)/L)
(F*(T**21/L)
(F*L*(T**2))
(F*L*(T**23)
(F*L*(T**2))
(NOTE 2) g,,,, 3) t
.1561439+03
.1561439+03
.1561439*01 0000000
.2927640+06 0000000 4
.2159925*03
.2159925+03
.2159925+03 0000000 4166400+06 0000000 7
.3473364+03 0000000
.3473364*03 0000000
.5836990+06 0000000 8
0000000 1750570*03 0000000 0000000 0000000 0000000 11
.3984771*03 0000000
.3984771+03 0000000 6466290+06 0000000 12 0000000
.146230t+03 0000000 0000000
.0000000 0000000 15
.4079879+03 0000000 4079879+03 0000000
.5741200+06 0000000 16 0000000
.5387397+03 0000000 0000000 0000000 0000000 17 0000000 0000000 0000000
.1231940+07 0000000
.9244200+06 NOTES:
- 1. NODAL MASSES: A non-sero entry indicates e dynamic degree of freedom et that mode.
- 2. X Y Z MASS: Empressed in (k*sec2/ft).
- 3. X Y Z ROTNL. MASS: Empressed in (k*ft*sec2 3,
- 4. I Z ROTNL. MASS: The rocklag mese le lumped to the sein foundetton, i.e.,
NODE NO.
17.
1i !
5.0 RESULTS Page TABLE 1 -
Summary Tables for Base Motion along 5-2 Each Axis (Acting Independently)
TABLE 2 -
Summary Table - Mode Number 1 5-3 Computer Plot of Mode Kamber 1 5-4 j
to 5-5 TABL1: 3-Summary Table - Mo.de Number 2_
5-6 Computer Plot of Mode Number 2 5-7 to i
5-8 TABLE 4 -
Summary Tabl. - Modo Number 3 5-9
(
Computer Plot of Mode Number 3 5-10 to 5-11 i
e I
b 5-1
^
.c q
TABLE 1 BSAP MIDLAND UNITS 162 (7220) SERVICE WATER PUMP STRUCTURE SEISMIC ANAL-30 CE800015
SUMMARY
TABLES FOR BASE MOTIDN ALONG EACH AttS (ACTING INDEPEPNTLY).......
MODE DMEGA FN T
GENL PARTICIPATIDN FACTORS MOOAL mad.
CUMULATIVE MAS $(PERCENT)
(RAD /S)
(CPS)
(SEC) MASS X
Y Z
x v
2 x
v 2
1 30.28 4.82
.2075 1.00 2.287
.448 36.406 5.229
.194 1325.373
.3
.O 86 9 2
30.87 4.95
.2035 1.00 37.130
-2.450 2.249 1378.663 6.001 5.024 90.7
.5 87.2 3
44.62 7.10
.1408 f.00 3.698 34.803
.907 13.673 1211.276
.823 91.6 98.8 87.2 4
48.40 7.70
.1298 1.00
.260 484
-2.646
.068
.235 7.002 wi 6 98.8 87.7 5
64.15 10.29
.0979 f.00
.535
.732 13.521
.286
.536 182.813 98.C 98.9 99.7 6
69.97 11.14
.0898 1.00
-11.175 3.569 416 124.874 12.736
.173 99.8 99.9 99.7 7
150.01 23.87
.0119 1.00
.052
.036 1.389
.003
.008 f.930 99.8 99.9 99.8 8
166.40 26.48
.0378 1.00
-1.178
.708
.057 1.387
.504
.003 99.9 99.9 99.8 9
177.21 28.20
.0355 1.00
.061
.021 1.152
.004
.000 1.327 99.9 99.9 99.9 10 214.39 34.12
.0293 1.00
.627
.027
.976
.393
.001
.953 99.9 99.9 100.0 SUMMATIONS 1524.580 1231.481 1525.422 TOTAL MASS 1525.938 1232.163 1525.938 u
1 F4
p.
TABLE 2 SUWT TABLE - MODE NUMBER 1 QSAP MIDLAND UNITS t&2 (7220) SERVICE WATER PUMP STRUCTURE SEISMIC ANAL-30 CE800015 MODE NUM8ER t
F4EOUENCY **************************
4.81934447 CPS PERIOD *****************************
.20749710 SEC EIGENVALUE *************************
.30280834402 RAD /SEC PARTICIPATION FACTOR ( X )
22867183401 PARTICIPATION FACTOR ( # )
.44094389*00 PARTICIPATION FACTOR ( Z ) *********
.36405667*02 E IGENVEC70R IN CL0 MAL {X Y
Z ) R EF ERENCE SVSTEM NODE X-DISPLACEMENT Y-DISPLACEMENT 2-DISPLACEMENT X-ROTATION Y-ROTATION Z-ROTATION NUMBER 1
2.06700-03 4.57682-05 3.6t942-02 2.27103 04
-8.04116-05
-1.14827-05 2
2.06700-03 5.82842-05 3.61065-02 2.27103-04
-8.04111-05
-t.14827-05 3
1.77114-03 5.80230-05 3.01652-02 2.24854-04
-7.87309-05
-1.13947-05 4
f.77114-03 8.54838-05 2.99754-02 2.24842-04
-7.87294-05
-1.13944-05 5
9.77114-03 1.00980-04 2.98683-02 2.24835-04
-7.87275-05
-1.13942-05 6
1.55807-03 1.00597-04 2.56854-02 2.21502-04
-7.63423-05
-1.12599-05 7
f.70174-03 4.56195-04 2.60980-02 2.21435-04
-7.64367-05
-1.12448-05 8
1.55808-03 1.30339-05 2.62806-02 2.21409-04
-7.64344-05
-t.12541-05 9
1.55808-03 1.50596-05 L 62668-02 2.21409-04
-7.64344-05
-1.12541-05 10 1.30015-03 1.46912-05 2.17237-02 2.15147-04
-7.588C4-05
-1.09908-05 11 1.41620-03 2.85690-04 2.21249-02 2.15011-04
-7.58832-05
-1.09645-05 12 f.30015-03 4.51357-05 2.15135-02 2.15147-04
-7.5F804-05
-1.09908-05 Ln 13 1.300t4-03
-7.32929-05 2.23326-02 2.14944-04
-7.58073-05
-1.09823-05 d3 14 1.0031& 03
-7.37801-05 1.72366-02 2.02950-04
-7.89511-05
-1.04424-05 15 1.04419-03 2.36747-04 1.56835-02 2.02069-04
-7.88935-05
-1.04350-05 16 1.23278-03 7.54449-04 1.54198-02 2.01925-04
-7.88544-05
-1.04806-05 17 1.00338-03 1.58121-04 1.54859-02 2.01866-04
-7.88232-05
-1.04945-05 5UMMAR Y.
OF M IN/ MAX NODAL DISPLACENENT S X-DISPLACEMENT Y-DISPLACEMENT Z-DISPLACEMENT X-ROTATIDN V-ROYATION Z-ROTATION N00E MIN 14 14 16 17 1
2 VALUE
.0010031516
.0000737801
.0154t97768
.0002018660
.0000804116
.0000t14827 NODE MAX 1
16 t
2 12 15 VALUE
.0020670041
.0007544492
.03C1941882
.0002271035
.0C00758804
.0000104350
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