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=Text=
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{{#Wiki_filter:k Consumers Power Jernes W Cook C0mpBDy                                                 m, e,,,u, , - e,ow,,. t,,,,,,s.,
{{#Wiki_filter:k Consumers Power Jernes W Cook C0mpBDy m, e,,,u,, - e,ow,,. t,,,,,,s.,
a.d Co.s,ructio.
a.d Co.s,ructio.
General off kes. 1945 West Parnell Road, Jackson. MI 49201 e (517) 788 0453 Q .-
General off kes. 1945 West Parnell Road, Jackson. MI 49201 e (517) 788 0453 Q.-
March 2, 1982                                                                                   _
March 2, 1982
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                                                                                  $      , -lNd C5               ;
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Harold R Denton, Director                                                       p((             [     6 Office of Nuclear Reactor Regulation US Nuclear Regulatory Commission ga Washington, DC 20555                                                           6 MIDLAND PROJECT MIDLAND DOCKET NOS 50-329, 50-330 THREE-DIMENSIONAL FINITE-ELEMENT MODELS FOR THE SERVICE WATER PUMP STRUCTURE (SWPS)
, -lNd C5 Harold R Denton, Director p((
[
6 Office of Nuclear Reactor Regulation US Nuclear Regulatory Commission 6
Washington, DC 20555 ga MIDLAND PROJECT MIDLAND DOCKET NOS 50-329, 50-330 THREE-DIMENSIONAL FINITE-ELEMENT MODELS FOR THE SERVICE WATER PUMP STRUCTURE (SWPS)
FILE 0485.16, B3.0.8 SERIAL 16352
FILE 0485.16, B3.0.8 SERIAL 16352


==REFERENCES:==
==REFERENCES:==
(1) J W COOK LETTER TO H R DENTON, SERIAL 13738 DATED AUGUST 26, 1981 (2) J W COOK LETTER TO H R DENTON, SERIAL 14843 DATED NOVEMBER 6, 1981 ENCLOSURE:           APPENDIX A:         SERVICE WATER PUMP STRUCTURE THREr% DIMENSIONAL, FINITE-ELEMENT MODELS Attached to our August 1981 correspondence of Reference 1 was a technical report entitled " Technical Report on Underpinning the Service Water Pump St.ructure," which described the design and construction requirements of the SWPS remedial actions. Subsequent to this technical report our correspondence of Reference 2 responded to a request for additional information made by the NRC Staff during a meeting on September 17, 1981.
(1) J W COOK LETTER TO H R DENTON, SERIAL 13738 DATED AUGUST 26, 1981 (2) J W COOK LETTER TO H R DENTON, SERIAL 14843 DATED NOVEMBER 6, 1981 ENCLOSURE:
The enclosed report entitled " Service Water Pump Structure Three-Dimensional, Finite-Element Models" has been prepared as Appendix A to the Technical Report on Underpinning the Service Water Pump Structure which was previously l     forwarded by Reference 1.                   The enclosed technical report describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element static model and their use in analyzing the existing structure and underpinning design. This model was presented to the Staff at our recent meeting on February 23, 1982. The results of the analysis from this model, which is presently being performed, are intended to confirm the results from the preliminary analysis which were presented in Reference 2.
APPENDIX A:
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SERVICE WATER PUMP STRUCTURE THREr% DIMENSIONAL, FINITE-ELEMENT MODELS Attached to our August 1981 correspondence of Reference 1 was a technical report entitled " Technical Report on Underpinning the Service Water Pump St.ructure," which described the design and construction requirements of the SWPS remedial actions. Subsequent to this technical report our correspondence of Reference 2 responded to a request for additional information made by the NRC Staff during a meeting on September 17, 1981.
oc0282-1475a168
The enclosed report entitled " Service Water Pump Structure Three-Dimensional, Finite-Element Models" has been prepared as Appendix A to the Technical Report on Underpinning the Service Water Pump Structure which was previously l
, 8203150130 820302 l PDR ADOCK 05000329 A                         PDR
forwarded by Reference 1.
The enclosed technical report describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element static model and their use in analyzing the existing structure and underpinning design. This model was presented to the Staff at our recent meeting on February 23, 1982. The results of the analysis from this model, which is presently being performed, are intended to confirm the results from the preliminary analysis which were presented in Reference 2.
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oc0282-1475a168 8203150130 820302 l
PDR ADOCK 05000329 A
PDR


I             d l             i q
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                                      .                                                                                          2 We are forwarding the' enclosed technical report for the NRC's review in
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!                preparation for the NRC audit on March 15, 1982, at which time we will be prepared to discuss the results obtained using this model.
We are forwarding the' enclosed technical report for the NRC's review in preparation for the NRC audit on March 15, 1982, at which time we will be prepared to discuss the results obtained using this model.
l
l
[fj u //) b ' & L l
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JWC/RLT/jlh CC Atomic Safety and Licensing Appeal Board, w/o
JWC/RLT/jlh CC Atomic Safety and Licensing Appeal Board, w/o CBechhoefer, ASLB, w/o MMCherry, Esq, w/o i
!                              CBechhoefer, ASLB, w/o MMCherry, Esq, w/o i                             FPCowan, ASLB, w/o
FPCowan, ASLB, w/o RJCook, Midland Resident Inspector, w/o
+
+
RJCook, Midland Resident Inspector, w/o RSDecker, ASLB, w/o
RSDecker, ASLB, w/o SGadler, w/o JHarbour, ASLB, w/o DSHood, NRC, w/a (2)
,                            SGadler, w/o JHarbour, ASLB, w/o
{
:                              DSHood, NRC, w/a (2)
GHarstead, Harstead Engineering,.w/a DFJudd, B&W, w/o JDKane, NRC, w/a i
{                             GHarstead, Harstead Engineering,.w/a DFJudd, B&W, w/o JDKane, NRC, w/a FJKelley, Esq, w/o                                                                                             '
FJKelley, Esq, w/o l
i l                            RBLandsman, NRC Region III, w/a WHMarshall, Esq, c/o JPMatra, Naval Surface Weapons Center, w/a W0tto, Army Corps of Engineers, w/a WDPaton, Esq, w/o SJPoulos, Geotechnical Engineering, w/a FRinaldi, NRC, w/a
RBLandsman, NRC Region III, w/a WHMarshall, Esq, c/o JPMatra, Naval Surface Weapons Center, w/a W0tto, Army Corps of Engineers, w/a WDPaton, Esq, w/o SJPoulos, Geotechnical Engineering, w/a FRinaldi, NRC, w/a HSingh, Army Corps of Engineers, w/a BStamiris, w/o l
!                            HSingh, Army Corps of Engineers, w/a
!                              BStamiris, w/o l
oc0282-1475a168
oc0282-1475a168
  . . _ _ _    . . _ . _ _ , , _ _ _        ,_          _ - _ - . - _ _ ~ _ - _ . _ _ _ _ - _ - _                    _ . _ . _ . _ _ . - -
~


Midland Plant Unito 1 cnd 2 Appandix A SERVICE WATER PUMP STRUCTURE         ,
Midland Plant Unito 1 cnd 2 Appandix A SERVICE WATER PUMP STRUCTURE THREE-DIMENSIONAL, FINITE-ELEMENT MODELS
THREE-DIMENSIONAL, FINITE-ELEMENT MODELS


==1.0 INTRODUCTION==
==1.0 INTRODUCTION==
 
This report has been prepared as an appendix to the Technical Report on Underpinning the Service Water Pump Structure, dated August 25, 1981, and describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element models and their use in analyzing the existing structure and underpinning design.
This report has been prepared as an appendix to the Technical Report on Underpinning the Service Water Pump Structure, dated August 25, 1981, and describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element models and their use in analyzing the existing structure and underpinning design. A detailed description of the structure and underpinning wall, construction pro-cedures, and a discussion of the analysis and design, including the design criteria, are included in the aforementioned technical report.
A detailed description of the structure and underpinning wall, construction pro-cedures, and a discussion of the analysis and design, including the design criteria, are included in the aforementioned technical report.
2.0   FINITE-ELEMENT MODELS The existing SWPS and proposed underpinning are analyzed by the finite-element method using the Bechtel Structural Analysis Program (BSAP).       The analysis uses six different analytical systems requiring two different models and four different sets of springs (refer to Table 1).
2.0 FINITE-ELEMENT MODELS The existing SWPS and proposed underpinning are analyzed by the finite-element method using the Bechtel Structural Analysis Program (BSAP).
Five of the systems are combinations of model type, springs, and load combinations; the sixth system com-bines the ef fects of temperature gradient with ele-ment forces found in the first five systems. Three loading conditions are inveacigated. The first is the construction condition, which uses a disconnected model in which the underpinning wall is not connected to the structure. The other two loading conditions are long-term loading and short-term loading; each condition uses a connected model with the underpinning wall connecte3 to the structure. Soil support to the structure is represented by boundary elements that act as springs. The spring constants reflect the stiffness properties of the soil and the effects associated with the duration of loading.
The analysis uses six different analytical systems requiring two different models and four different sets of springs (refer to Table 1).
Five of the systems are combinations of model type, springs, and load combinations; the sixth system com-bines the ef fects of temperature gradient with ele-ment forces found in the first five systems.
Three loading conditions are inveacigated.
The first is the construction condition, which uses a disconnected model in which the underpinning wall is not connected to the structure.
The other two loading conditions are long-term loading and short-term loading; each condition uses a connected model with the underpinning wall connecte3 to the structure.
Soil support to the structure is represented by boundary elements that act as springs.
The spring constants reflect the stiffness properties of the soil and the effects associated with the duration of loading.
Each model consists of 1,968 elements and 1,279 nodes.
Each model consists of 1,968 elements and 1,279 nodes.
Plate elements representing the floors and walls of the structure form the largest group of elements. Beam elements are used to represent beams and columns. The nodal mesh is typically uniform throughout the struc-ture, except for smaller elements at the interf aces of the underpinning walls and existing structure.     These elements are modeled to simulate the actual connection detail between the underpinning and the structure.
Plate elements representing the floors and walls of the structure form the largest group of elements.
Beam elements are used to represent beams and columns.
The nodal mesh is typically uniform throughout the struc-ture, except for smaller elements at the interf aces of the underpinning walls and existing structure.
These elements are modeled to simulate the actual connection detail between the underpinning and the structure.
1
1


Midland Plcnt Unita 1 cnd 2 Appandix A Figures 1 and 2 show details of the actual stru,cture, and Figures 3 and 4 show two views of the model.
Midland Plcnt Unita 1 cnd 2 Appandix A Figures 1 and 2 show details of the actual stru,cture, and Figures 3 and 4 show two views of the model.
Figure 5 shows a plan view of the floor at el 634. 5 ' .
Figure 5 shows a plan view of the floor at el 634. 5 '.
2.1   THE DISCONNECTED MODEL The disconnected model has normal soil springs that represent the structure before the underpinning wall is attached. The underpinning wall is disconnected from the structure by reducing the stiffness of the elements at the interfaces. This model is used in System 1 to evaluate the effects of the preload and determine the forces in the existing structure during the construction stage.     The construction stage is in-vestigated for two     conditions of loading. The first condition considers three piers in place at the north-east and northwest corners and the temporary post-tensioning force acting on the structure.       The second loading condition considers the underpinning wall in place, loaded with the final jacking loads, and no post-tensioning force in effect.
2.1 THE DISCONNECTED MODEL The disconnected model has normal soil springs that represent the structure before the underpinning wall is attached.
2.2   THE CONNECTED MODEL The connected model represents the structure with the underpinning walls attached. This model is used in Systems 2 through 5 with appropriate soil spring and load combinations. System 2 is combined with System 1 to obtain the locked-in effect of the jacking loads.
The underpinning wall is disconnected from the structure by reducing the stiffness of the elements at the interfaces.
System 3 uses the normal soil springs and evaluates the static load combination required by the Final Safety Analysis Report (FSAR). System 4 uses short-term dynamic soil springs.and analyzes the structure for seismic loading. System 5 uses long-term soil springs and evaluates the effects of differential settlement.
This model is used in System 1 to evaluate the effects of the preload and determine the forces in the existing structure during the construction stage.
l f     3.0   DESIGN OF THE UNDERPINNING AND ANALYSIS OF THE I             EXISTING STRUCTURE The results from Systems 1 through 5 are combined with the effects of thermal variations in System 6 to obtain element forces from load combinations re-quired by the FSAR, Question 15 of Responses to NRC 10 CFR 50.54(f), and American Concrete Institute (ACI)
The construction stage is in-vestigated for two conditions of loading.
!            349 code requirements (as supplemented by Regulatory Guide 1.142). The underpinning wall will be designed for the ACI 349 load combinations, and the existing l
The first condition considers three piers in place at the north-east and northwest corners and the temporary post-tensioning force acting on the structure.
structure will be analyzed for the FSAR and response to l             Question 15 load combinations.
The second loading condition considers the underpinning wall in place, loaded with the final jacking loads, and no post-tensioning force in effect.
2.2 THE CONNECTED MODEL The connected model represents the structure with the underpinning walls attached.
This model is used in Systems 2 through 5 with appropriate soil spring and load combinations.
System 2 is combined with System 1 to obtain the locked-in effect of the jacking loads.
System 3 uses the normal soil springs and evaluates the static load combination required by the Final Safety Analysis Report (FSAR).
System 4 uses short-term dynamic soil springs.and analyzes the structure for seismic loading.
System 5 uses long-term soil springs and evaluates the effects of differential settlement.
l f
3.0 DESIGN OF THE UNDERPINNING AND ANALYSIS OF THE I
EXISTING STRUCTURE The results from Systems 1 through 5 are combined with the effects of thermal variations in System 6 to obtain element forces from load combinations re-quired by the FSAR, Question 15 of Responses to NRC 10 CFR 50.54(f), and American Concrete Institute (ACI) 349 code requirements (as supplemented by Regulatory Guide 1.142).
The underpinning wall will be designed for the ACI 349 load combinations, and the existing l
structure will be analyzed for the FSAR and response to l
Question 15 load combinations.
l l
l l
l 2
l 2


s TABLE 1 MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE FINITE-ELEMENT MODEL                                       ,
s TABLE 1 MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE FINITE-ELEMENT MODEL j
j Soil Spring     Application of Load         Remarks System      Loading                  Model Normal soil     e Dead load           e Construction condi-1  e Dead load                                                                                  tion e Live load (254)                                   springs         e 254 live load                               ,
System Loading Model Soil Spring Application of Load Remarks 1
e Jacking loads       e First stage for o Jacking load                                      e Kmain = 3                            obtaining preload 150 k/ft e Ku/ pin =3                           effect
e Dead load Normal soil e Dead load e Construction condi-e Live load (254) springs e 254 live load tion o Jacking load e Kmain = 3 e Jacking loads e First stage for 150 k/ft obtaining preload effect e Ku/ pin =3 400 k/ft (Kmain is soil g 4 4gy g
* 400 k/ft g 4 4gy       g             (Kmain is soil 4,, i, o f                   modulus of sub-grade reaction for the main structure.
modulus of sub-4,, i, o f grade reaction for the main structure.
Ku/ pin is soil modulus of sub-grade reaction for the under-pinning.)
Ku/ pin is soil modulus of sub-grade reaction for the under-pinning.)
Disconnected Normal soil     e Dead load and 25%   e Second stage for 2  e Dead load                                                                                  obtaining preload e Live load (253)                                   springs           of design live load are applied     effect e Faain  =3 150 k/ft       as in System 1     e Subtract System 2 effects from Sys-e Ku/ pin =3                           tem 1 to obtain 400 k/ft lockedin effects j*ygpjjjiij                                                           of preload                   ,
Disconnected 2
Connected 3 e Dead load                                       Normal soil     e Dead load and 25%   o FSAR load combina-springs            live load applied    tion e Live load (254)                                                                         e Combine loads with as in System 1 e Earth pressure                                   e Kmain = 3     e Other loads applied  preload effect found (Lateral and                                         150 k/ft as pressure loads     in System 2 Surcharge)                                       e Ku/ pin =3 e Ilydrostatic                                         400 k/ft     e Buoyancy - water at                       ,
e Dead load Normal soil e Dead load and 25%
pressure             jy gjlig                                 el 627' e Buoyancy             **
e Second stage for e Live load (253) springs of design live obtaining preload e Faain = 3 load are applied effect 150 k/ft as in System 1 e Subtract System 2 effects from Sys-e Ku/ pin =3 400 k/ft tem 1 to obtain lockedin effects j*ygpjjjiij of preload Connected 3
Connected
e Dead load Normal soil e Dead load and 25%
o FSAR load combina-e Live load (254) springs live load applied tion as in System 1 e Combine loads with e Earth pressure e Kmain = 3 (Lateral and 150 k/ft e Other loads applied preload effect found Surcharge) e Ku/ pin =3 as pressure loads in System 2 e Ilydrostatic 400 k/ft e Buoyancy - water at el 627' pressure jy gjlig e Buoyancy Connected


Table 1 (continued)
Table 1 (continued)
Soil Spring     Application of Load             Remarks System        Loading                      Model 4    Seismic                                  Short-term       o All loads are FSAR   e For underpinning soil springs       OBE                     wall design, SSE e Translation-   e Loads are applied       loads equal OBE al springs       mode by mode           results multi-used based   e Five dominant modes     plied by three.
System Loading Model Soil Spring Application of Load Remarks Short-term o All loads are FSAR e For underpinning 4
on BC-TOP-4A     utilized             e Analyze existing e Springs       e Apply translational     structure for SSE
Seismic soil springs OBE wall design, SSE e Translation-e Loads are applied loads equal OBE al springs mode by mode results multi-used based e Five dominant modes plied by three.
                                      }ggg}gj((g      based on         and rotational ac-     load equal to two           .
on BC-TOP-4A utilized e Analyze existing
A*+4A minus 50% of     celerations (in         times OBE.
}ggg}gj((g e Springs e Apply translational structure for SSE A*+4A based on and rotational ac-load equal to two minus 50% of celerations (in times OBE.
i maan soil       each global direc-   e All loads are appll-modulus         tion) to the mass       cable to FSAK, matrix for each         ACI 349,   and load mode to calculate       combinations re-force                   sulting f rom Ques-e Accelerations based     tion 15 of 10 CFR on minus 50% of         50.54(f) response mean soil modulus   e Use SRSS to combine to obtain maximum       modal responses response Connected Long-term load   e Loads and appli-     o For load combina-5    Differential                                                                        tions required by springs             cation as des-settlement (from                        (springs tased     cribed in               ACI 349 and Ques-lock off to 40                                              System 3               tion 15 response years)                                 on predicted building                                 e Two sets of springs se tt leme nts )                             used to provide for possibility of two gyggg                                             cases of settlement I' f                                                      i.e., maximum settle-ment at south end of structure and maximum settlement at north end Connected
maan soil each global direc-e All loads are appll-i modulus tion) to the mass cable to FSAK, matrix for each ACI 349, and load mode to calculate combinations re-force sulting f rom Ques-e Accelerations based tion 15 of 10 CFR on minus 50% of 50.54(f) response mean soil modulus e Use SRSS to combine to obtain maximum modal responses response Connected 5
                                                                                                                      ~
Differential Long-term load e Loads and appli-o For load combina-settlement (from springs cation as des-tions required by lock off to 40 (springs tased cribed in ACI 349 and Ques-on predicted System 3 tion 15 response years) building e Two sets of springs se tt leme nts )
NA       o Applied as gradient   e Thermal effects 6    Thermal                      NA across the thick-       applied to in-ness of the element   dividual elements e Thermal effects       .
used to provide for possibility of two I' f gyggg cases of settlement i.e., maximum settle-ment at south end of structure and maximum settlement at north end Connected 6
to be added to load combination,in OPTCON.   (OPTCON is a computer pro-gram that analyzes reinforced concrete elements.)
Thermal NA NA o Applied as gradient e Thermal effects
~
across the thick-applied to in-ness of the element dividual elements e Thermal effects to be added to load combination,in OPTCON.
(OPTCON is a computer pro-gram that analyzes reinforced concrete elements.)
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N (ASSUM$D) Wy.
t) y                                     A n
t) y A
          <                  8 6'- O'                                 .,
n 8 6'- O'
                                                . 43'- O'             ,.
. 43'- O' 4 SYM A BCUT(UN.)
4 SYM A BCUT(UN.)
r" S
r" S       WALL G
WALL G WALLG f
  --i         X = 34.O's                     f WALLG X = 5 0. O' u-                                                                       -4
--i X = 34.O's X = 5 0. O'
                                          /
-4 u-n
                                                                >            n v
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            -      _      __. __              _ _ _ _ _ .                  o
v o
                                                                    \
\\
FOUNDATION                             .
FOUNDATION WAL L e WALL e Y = 70.0, C
WAL L e                     WALL e Y = 70.0,                       C Y = 54. O '         a                                   "
Y = 54. O '
E 7
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l 1
                                                                                .,    1
= X l
                                                                                            = X l
PLAN OF SERVICE WATER PUMP STRUCTURE AT EL 634'-6 FIGURE 1
PLAN OF SERVICE WATER PUMP STRUCTURE AT EL 634'-6 FIGURE 1


E L. 6 5 6 ' 0"1
E L. 6 5 6 ' 0"1 E L. 6 34 -6')
            , E L. 6 34 -6')                         1           ,,
1
                                                                      /4#
/4#
BOT OF MAT           "
BOT OF MAT E L 617 '- 0 "')
E L 617 '- 0 "')
.g N
g N
~
                                    ~
BACKFIL x
BACKFIL x         /         g           ( U ND ER PINNING BOT OF MAT                                           '
/
EL. 587 5 0" NATURAL M AT E RI A L l
g
l TY PIC AL           S E CTIO N l                           (L O O KING W ES T)
( U ND ER PINNING BOT OF MAT EL. 587 5 0" NATURAL M AT E RI A L l
l TY PIC AL S E CTIO N l
(L O O KING W ES T)
SERVICE WAT E R STRUCTURE F I G URE 2
SERVICE WAT E R STRUCTURE F I G URE 2


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ANAltSIS FSAP SERVICE WATER PUMP STRUCTURE WITH UNDERPINNING WALL
ANAltSIS FSAP SERVICE WATER PUMP STRUCTURE WITH UNDERPINNING WALL F r CrD % r T C3 v
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f OPERATING FLOOR a EL. 634.5'                                                                                                                                                                           3 BSAP SERVICE WATER PUNP STRUCTURE WITH UNDERPINNING WALL - ANALYSIS CE800E2-36   X0060   113081                       PLOT SET                 10 FRAME NO.                             10                                   GEONETRY
[
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f OPERATING FLOOR a EL. 634.5' 3
BSAP SERVICE WATER PUNP STRUCTURE WITH UNDERPINNING WALL - ANALYSIS CE800E2-36 X0060 113081 PLOT SET 10 FRAME NO.
10 GEONETRY}}

Latest revision as of 05:34, 19 December 2024

Forwards Svc Water Pump Structure three-dimensional,finite- Element Models,Per Util 810826 & 1106 Submittals.Results from Models Will Be Discussed at NRC 820315 Audit
ML20049J339
Person / Time
Site: Midland
Issue date: 03/02/1982
From: Jackie Cook
CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To: Harold Denton
Office of Nuclear Reactor Regulation
References
16352, NUDOCS 8203150130
Download: ML20049J339 (11)
v • d • e


Text

k Consumers Power Jernes W Cook C0mpBDy m, e,,,u,, - e,ow,,. t,,,,,,s.,

a.d Co.s,ructio.

General off kes. 1945 West Parnell Road, Jackson. MI 49201 e (517) 788 0453 Q.-

March 2, 1982

,y-g,e-

..., C j

, -lNd C5 Harold R Denton, Director p((

[

6 Office of Nuclear Reactor Regulation US Nuclear Regulatory Commission 6

Washington, DC 20555 ga MIDLAND PROJECT MIDLAND DOCKET NOS 50-329, 50-330 THREE-DIMENSIONAL FINITE-ELEMENT MODELS FOR THE SERVICE WATER PUMP STRUCTURE (SWPS)

FILE 0485.16, B3.0.8 SERIAL 16352

REFERENCES:

(1) J W COOK LETTER TO H R DENTON, SERIAL 13738 DATED AUGUST 26, 1981 (2) J W COOK LETTER TO H R DENTON, SERIAL 14843 DATED NOVEMBER 6, 1981 ENCLOSURE:

APPENDIX A:

SERVICE WATER PUMP STRUCTURE THREr% DIMENSIONAL, FINITE-ELEMENT MODELS Attached to our August 1981 correspondence of Reference 1 was a technical report entitled " Technical Report on Underpinning the Service Water Pump St.ructure," which described the design and construction requirements of the SWPS remedial actions. Subsequent to this technical report our correspondence of Reference 2 responded to a request for additional information made by the NRC Staff during a meeting on September 17, 1981.

The enclosed report entitled " Service Water Pump Structure Three-Dimensional, Finite-Element Models" has been prepared as Appendix A to the Technical Report on Underpinning the Service Water Pump Structure which was previously l

forwarded by Reference 1.

The enclosed technical report describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element static model and their use in analyzing the existing structure and underpinning design. This model was presented to the Staff at our recent meeting on February 23, 1982. The results of the analysis from this model, which is presently being performed, are intended to confirm the results from the preliminary analysis which were presented in Reference 2.

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oc0282-1475a168 8203150130 820302 l

PDR ADOCK 05000329 A

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We are forwarding the' enclosed technical report for the NRC's review in preparation for the NRC audit on March 15, 1982, at which time we will be prepared to discuss the results obtained using this model.

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[fj u //) b ' & L l

JWC/RLT/jlh CC Atomic Safety and Licensing Appeal Board, w/o CBechhoefer, ASLB, w/o MMCherry, Esq, w/o i

FPCowan, ASLB, w/o RJCook, Midland Resident Inspector, w/o

+

RSDecker, ASLB, w/o SGadler, w/o JHarbour, ASLB, w/o DSHood, NRC, w/a (2)

{

GHarstead, Harstead Engineering,.w/a DFJudd, B&W, w/o JDKane, NRC, w/a i

FJKelley, Esq, w/o l

RBLandsman, NRC Region III, w/a WHMarshall, Esq, c/o JPMatra, Naval Surface Weapons Center, w/a W0tto, Army Corps of Engineers, w/a WDPaton, Esq, w/o SJPoulos, Geotechnical Engineering, w/a FRinaldi, NRC, w/a HSingh, Army Corps of Engineers, w/a BStamiris, w/o l

oc0282-1475a168

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Midland Plant Unito 1 cnd 2 Appandix A SERVICE WATER PUMP STRUCTURE THREE-DIMENSIONAL, FINITE-ELEMENT MODELS

1.0 INTRODUCTION

This report has been prepared as an appendix to the Technical Report on Underpinning the Service Water Pump Structure, dated August 25, 1981, and describes the basic features of the service water pump structure (SWPS) three-dimensional, finite-element models and their use in analyzing the existing structure and underpinning design.

A detailed description of the structure and underpinning wall, construction pro-cedures, and a discussion of the analysis and design, including the design criteria, are included in the aforementioned technical report.

2.0 FINITE-ELEMENT MODELS The existing SWPS and proposed underpinning are analyzed by the finite-element method using the Bechtel Structural Analysis Program (BSAP).

The analysis uses six different analytical systems requiring two different models and four different sets of springs (refer to Table 1).

Five of the systems are combinations of model type, springs, and load combinations; the sixth system com-bines the ef fects of temperature gradient with ele-ment forces found in the first five systems.

Three loading conditions are inveacigated.

The first is the construction condition, which uses a disconnected model in which the underpinning wall is not connected to the structure.

The other two loading conditions are long-term loading and short-term loading; each condition uses a connected model with the underpinning wall connecte3 to the structure.

Soil support to the structure is represented by boundary elements that act as springs.

The spring constants reflect the stiffness properties of the soil and the effects associated with the duration of loading.

Each model consists of 1,968 elements and 1,279 nodes.

Plate elements representing the floors and walls of the structure form the largest group of elements.

Beam elements are used to represent beams and columns.

The nodal mesh is typically uniform throughout the struc-ture, except for smaller elements at the interf aces of the underpinning walls and existing structure.

These elements are modeled to simulate the actual connection detail between the underpinning and the structure.

1

Midland Plcnt Unita 1 cnd 2 Appandix A Figures 1 and 2 show details of the actual stru,cture, and Figures 3 and 4 show two views of the model.

Figure 5 shows a plan view of the floor at el 634. 5 '.

2.1 THE DISCONNECTED MODEL The disconnected model has normal soil springs that represent the structure before the underpinning wall is attached.

The underpinning wall is disconnected from the structure by reducing the stiffness of the elements at the interfaces.

This model is used in System 1 to evaluate the effects of the preload and determine the forces in the existing structure during the construction stage.

The construction stage is in-vestigated for two conditions of loading.

The first condition considers three piers in place at the north-east and northwest corners and the temporary post-tensioning force acting on the structure.

The second loading condition considers the underpinning wall in place, loaded with the final jacking loads, and no post-tensioning force in effect.

2.2 THE CONNECTED MODEL The connected model represents the structure with the underpinning walls attached.

This model is used in Systems 2 through 5 with appropriate soil spring and load combinations.

System 2 is combined with System 1 to obtain the locked-in effect of the jacking loads.

System 3 uses the normal soil springs and evaluates the static load combination required by the Final Safety Analysis Report (FSAR).

System 4 uses short-term dynamic soil springs.and analyzes the structure for seismic loading.

System 5 uses long-term soil springs and evaluates the effects of differential settlement.

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3.0 DESIGN OF THE UNDERPINNING AND ANALYSIS OF THE I

EXISTING STRUCTURE The results from Systems 1 through 5 are combined with the effects of thermal variations in System 6 to obtain element forces from load combinations re-quired by the FSAR, Question 15 of Responses to NRC 10 CFR 50.54(f), and American Concrete Institute (ACI) 349 code requirements (as supplemented by Regulatory Guide 1.142).

The underpinning wall will be designed for the ACI 349 load combinations, and the existing l

structure will be analyzed for the FSAR and response to l

Question 15 load combinations.

l l

l 2

s TABLE 1 MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE FINITE-ELEMENT MODEL j

System Loading Model Soil Spring Application of Load Remarks 1

e Dead load Normal soil e Dead load e Construction condi-e Live load (254) springs e 254 live load tion o Jacking load e Kmain = 3 e Jacking loads e First stage for 150 k/ft obtaining preload effect e Ku/ pin =3 400 k/ft (Kmain is soil g 4 4gy g

modulus of sub-4,, i, o f grade reaction for the main structure.

Ku/ pin is soil modulus of sub-grade reaction for the under-pinning.)

Disconnected 2

e Dead load Normal soil e Dead load and 25%

e Second stage for e Live load (253) springs of design live obtaining preload e Faain = 3 load are applied effect 150 k/ft as in System 1 e Subtract System 2 effects from Sys-e Ku/ pin =3 400 k/ft tem 1 to obtain lockedin effects j*ygpjjjiij of preload Connected 3

e Dead load Normal soil e Dead load and 25%

o FSAR load combina-e Live load (254) springs live load applied tion as in System 1 e Combine loads with e Earth pressure e Kmain = 3 (Lateral and 150 k/ft e Other loads applied preload effect found Surcharge) e Ku/ pin =3 as pressure loads in System 2 e Ilydrostatic 400 k/ft e Buoyancy - water at el 627' pressure jy gjlig e Buoyancy Connected

Table 1 (continued)

System Loading Model Soil Spring Application of Load Remarks Short-term o All loads are FSAR e For underpinning 4

Seismic soil springs OBE wall design, SSE e Translation-e Loads are applied loads equal OBE al springs mode by mode results multi-used based e Five dominant modes plied by three.

on BC-TOP-4A utilized e Analyze existing

}ggg}gj((g e Springs e Apply translational structure for SSE A*+4A based on and rotational ac-load equal to two minus 50% of celerations (in times OBE.

maan soil each global direc-e All loads are appll-i modulus tion) to the mass cable to FSAK, matrix for each ACI 349, and load mode to calculate combinations re-force sulting f rom Ques-e Accelerations based tion 15 of 10 CFR on minus 50% of 50.54(f) response mean soil modulus e Use SRSS to combine to obtain maximum modal responses response Connected 5

Differential Long-term load e Loads and appli-o For load combina-settlement (from springs cation as des-tions required by lock off to 40 (springs tased cribed in ACI 349 and Ques-on predicted System 3 tion 15 response years) building e Two sets of springs se tt leme nts )

used to provide for possibility of two I' f gyggg cases of settlement i.e., maximum settle-ment at south end of structure and maximum settlement at north end Connected 6

Thermal NA NA o Applied as gradient e Thermal effects

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across the thick-applied to in-ness of the element dividual elements e Thermal effects to be added to load combination,in OPTCON.

(OPTCON is a computer pro-gram that analyzes reinforced concrete elements.)

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BSAP SERVICE WATER PUNP STRUCTURE WITH UNDERPINNING WALL - ANALYSIS CE800E2-36 X0060 113081 PLOT SET 10 FRAME NO.

10 GEONETRY

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