ML20062K322
| ML20062K322 | |
| Person / Time | |
|---|---|
| Site: | La Crosse File:Dairyland Power Cooperative icon.png |
| Issue date: | 01/20/1982 |
| From: | Finnian C, Husain J NUCLEAR ENERGY SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20062F993 | List: |
| References | |
| 81A0045, 81A0045-R00, 81A45, 81A45-R, NUDOCS 8208170121 | |
| Download: ML20062K322 (31) | |
Text
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81-> ee. e g NUCLEAR ENERGY SERVICES,INC.
l PAGE
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OF 26 L
W SEISMIC AND STRUCTURAL ANALYSIS E
FOR THE LACROSSE BOILING WATER REACTOR x
SHUTDOWN CONDENSER PLATFORM r
CONTROLLED COPY ED ONLY IF TES STAMP IS RED s
Prepared For Dairyland Power Cooperative r
5 Project Appilcation Prepared By k
Date N. b'//d,, [n, _,M
>101 1/19/82 l
APPROVALS "d
TITLE / DEPT.
SIGN ATU R E DATE y
c ur$1 Engineering I ~b t
General Manager, General Fnnineering Serv,rt es ygg j
p Project Engineer
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/!// b e -i e perations Quality Assurance Manager
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1 8208170121 820722
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PAGE 2
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FOQM # NES 206 2,1K)
DOCUMENT NO.
81A0045 3
26 PAGE
_OF NUCLEAR ENERGY SERVICES, INC.
4 TABLE OF CONTENTS Page 1..
S U M M A R Y.................,.............................
4 2.
INTRO D U CTIO N..........................................
5 3.
DESCRIPTION OF THE SHUTDOWN CONDENSER PLATFORM........
6 4.
APPLICABLE CODES, STANDARDS AND SPECIFICATIONS...........
7' LOADING CRITERIA.......................
8 5.
6.
STRUCTURAL' ACCEPTANCE CRITERIA........................
9 7.
ANALYTIC AL METHODS....................................
10 7.1 Mathematical Model...................................
10 7.2 Mathematical Formulation of Static Analysis.................
10 7.3 Method of Analysis....................................
11 8.
DISCUSSION OF RESULTS..................................
14 Table I 16 Table II 17 Ta b le III............................................
18 9.
CONCLUSIONS AND RECOMMENDATIONS......................
19 10.
R EF E R EN C ES.............................................
20 11.
FI G U R ES...............................................
21 APPENDIX S
0 FORM #NES 205 2/80
(
81A0045 DOCUMENT NO.
4 26 PAGE OF NUCLEAR ENERGY SERVICES, INC.
F
- 1.
SUMMARY
This report, prepared for Dairyland Power Cooperative, presents the results of seismic r
and streu analyses of the Shutdown Condenser Platform for the LACBWR Nuclear Power Station. The seismic and stress analyses are performed in accordance with the '
[
requirements of US NRC Standard Review Plan, Section 3.8.3. Based or the results of a preliminary analysis, it was concluded that the existing platform would require additional members and supports.
With these additional members, stresses due to seismic, dead weight and live load, are within the design requirements.
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FORM J NES 205 2/80
DOCUMENT NO.
81A0045 NUCLEAR ENERGY SERVICES, INC, PAGE 5
26 op s
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- 2. INTRODUCTION At the LACBWR, the shutdown condense..isystem provides a backup heat sink for the reactor steam in the event that the reactor is isolated from the main condenser. The h
shutdown condenser rests on two saddles, which in turn are supported by a struc'tural steel platform. The platform is supported by the containment building wall and from
(
the columns which are supported at the operating floor.
The shutdown condenser system (Figure 1) has been designated as a safe shutdown system and, as such, it must be capable of operating during and after a seismic event.
In otder to assure the prop'er functioning of the shutdown condenser system under a seismic event, it is necessary that the supporting. platform maintain its structural integrity under such an occurrence.
A preliminary analysis was performed to ascertain the capability of the shutdown condenser platform to withstand a seismic event and it was concluded that the existing platform required modification. Additional stiffness can be furnished by providing additional bracings and supports. The existing and the modified platforms are'shown in Figures 2 and 3 respectively.
Section 3 of this report describes the physical and geometrical properties of the shutdown condenser platform. The applicable codes, standards and specfications used in the analysis are given in Section 4.
The loading criteria, and the design criteria used in the analysis are given in Sections 5 and 6 respectively. In this analysis, the dynamic loads due to seismic event are. substituted by equivalent static loads. A detailed method of analysis is presented in Section 7. The results of the analysis are discussed in Section 8.
The conclusions and recommendations are summarized in Section 9.
A L
r FORM # NES 205 2/80 l
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'6
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PAGE OF W
NUCLEAR ENERGY SERVICES, INC.
- 3. DESCRIPTION OF THE SHUTDOWN CONDENSER PLATFORM The shutdown condenser platform is located an elevation of 711 feet. (See Figure 1).
l The platform consists of a structural steel frame supported by the containment building walls and by the columns supported at an elevation 701 feet. The shutdown condenser saddles rest un two W 10x33 wide flange beams and the remainder of the '
platform is covered with steel grating.
Figure 2 giv'es the plan arrangement of existing structural members.
Preliminary analysis indicate that certain structural members would be overstressed during the postulated SSE event.
Consequently, the following changes have been suggested to strengthen the platform:
1.
Additional brac.ings have to be provided. 3x3xl/4 angles are used to add stiffness
=
in the the horizontal plane of the platform.
2.
An additional column has to be provided to increase the support of.the platform.
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3.
Additional lateral support has to be provided for some beams. The modified l
l platform showing required additional members is shown in Figure 3.
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r FORM NES 205 2/80 t
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i NUCLEAR ENERGY SERVICES. INC.
- 4. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS I
The following specifications, Regulatory Guides and Codes have been used in the analysis of the shutdown condenser platform.
1.
American Institute of Steel Construction, Manual of Steel Construction, Eighth Edition.
I 2.
U.S. Nuclear Regulatory Commission Regulatory Guide 1.122, " Development cf Floor Design Response Spectra for Seismic Design of Floor Supported I
Equipments or Compc,nents".
3.
U.S. Nuclear Regulatory Commission, Regulatory Standard Review Plan, Section 3.8.3 " Concrete and Steel Internal Structures or Concrete Containments".
I l
4.
U.S. Nuclear Regulatory Commission, Regulatory Guide 1.92 " Combining Modal R'esponse and Spatial Components in Seismic Response Analysis".
I 5.
U.S.
Nuclear Regulatory Commission, NUREG/CR-0098 " Development of Criteria for Seismic Review of Selected Nuclear Power Plants".
I M
I l
FORM 2 NES 205 2/80
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NUCLEAR ENERGY SERVICES, INC.
I
- 5. LOADING CRITERIA l
The following load cases and load combinations have been considered in the analysis in acchrdance with the requirements of US NRC Standard Review Plan Section 3.8.3.
1.
Dead Load and Live Load The platform has been designed to support a li've load of 100 pounds per square -
foot (Reference 6). The dead and the live loads acting on the platform are
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lumped at the nodes.
2.
Seismic Loading A static analysis is performed on the platform to determine the horizontal and vertical stiffnesses and the corresponding frequencies (Section 7). Using the SSE seismic acceleration floor spectra for LACBWR pTnt (Reference 1), the equivalent static loads on the platform are established. The horizontal response spectrum is taken at the upper floor elevation at a damping value of two percent and the vertical response spectrum for the SSE loading is taken as 2/3 of the horizontal SSE upper floor response spectra (NUREG/CR-0098). The applicable regp nse spectra used in the analysis are shown in Figure 4.
In the present report, seismic analysis has been performed for SSE seismic event only since it is more limiting compared to OBE. The magnitude of SSE acceleration is twice the OBE acceleration value for the same frequency, whereas the allowable stress values according to Standarc' Review Plan 3.8.3 are only 60 percent higher than that allowed for the OBE event.
The loads imposed on the shutdown condenser by the 6 inch main steam line in case of a postulated seismic event (Reference 2) have also been imposed on the shutdown condenser. The individual connections in the shutdown condensor platform have not been analysed individually since they were assumed to satisfy the requirements of AISC specifications.
FORM # NES 205 2/80
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DOCUMENT NO.
1W m
W NUCLEAR ENERGY SERVICES, INC.
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- 6. STRUCTURAL ACCEPTANCE CRITERIA i
The following allowable stress limits constitute the structural acceptance criteria used for each of the loading combinations presented in Section 5. These stress limits are
[
based on the requirements for acceptability of Standard Review Plan 3.8.3.
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Load Limit D+L S
D + L + E' i.6S but no greater than Fy Where:
D = Dead Load L = Live Load E' = SSE Seismic Load Fy = Yield Stress of Steel S is the required section strength based on the applicable sections of the AISC specification for the design, fabrication 'and erection of structural steel for bdildings.
W
=
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FORM # NES 205 2/80
L DOCUMENT NO.
81A0045 TI EL%
NUCLEAR ENERGY SERVICES,INC.
PAGE 10 op 26 L
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- 7. ANALYTICAL METHODS c
7.1 MATHEMATICAL MODEL E
In order to perform a stress analysis of the shutdown condenser platform, it is m
modeled as an assemblage of elastic structural beam elements interconnected at discrete nodal points (Figure 3). Each nodal point has six degrees of freedom (three translations and three totations are permitted at each nodal point).
I Stiffness characteristics of the elements are related to the moment of inertia,
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L area, and thickness properties of the structural members they represent. Iri this
[
analysis, solution has been obtained using the computer program STARDYNE (Reference 3).
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7.2 MATHEMATICAL FORMULATION OF STATIC ANALYSIS I
t The static analysis of the finite ele' ment. model has been performed using the stiffness method of structural analysis. If the force displacement relationship of
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each of the discrete elements is known, then force-displacement relationship of the entire structure can be assembled using standard matrix methods as shown below. For each element:
[
ku f
(1)
=
L p
Where:
L k
Element stiffness matrix
=
Element nodal displacement vector u
=
L f
Element nodal force vector
=
[
For the idealized system, the equation of. equilibrium may be written, in matrix form as follows:
L KU F
(2)
=
f t
f FORM ttNES 205 2/80
DOCUMENT NO.
81A0045 NUCLEAR ENERGY SERVICES, INC.
K Assembled stiffness matrix for the system
=
U Nodal displacement vector for the system
=
F External force vector
=
If sufficient boundary conditions are specified on U to guarantee a unique solution, equation (2) can be solved for the nodal displacement knowing the assembled stiffness matrix of the system and the external force matrix. In this '
analysis, the solution has been obtained by using the computer program STARDYNE.
7.3 METHOD OF ANALYSIS Static methods have been employed in the seismic analysis of the structure and the analysis has been performed in the following sequence:
1.
Determination of platform stiffness along X, X, and X directions.
g 2
3 A.
Unit loads along X direction are applied at nodes 18 and 22 and the g
structure is analyzed and the maximum displacement' dx1 is
)
. calculated.
Unit loads along X direction are applied at nodes 18 and 22 only, g
even though the shutdown condenser saddle is bolted to the platform at nodes 18, 22, 27, and 29. The other nodes (27 and 29) represent supports at which the movement is unrestricted along X direction.
1 At these nodes, slotted holes have been provided-(slots along X ) and g
l consequently, no reaction will be induced.
1
\\
l B.
Unit loads are applied along X direction at shutdown condenser 2
nodes 18, 22, 27, and 29 and the maximum displacement ^ dx2 is calculated.
i l
FORM ONES 205 2/80
DOCUMENT NO.
81A0043 EE
=
NUCLEAR ENERGY SERVICES, INC.
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C.
The dead load analysis is performed on the platform and the averag,e of vertical displacements dx3 at nodes 18, 21, 27, and 29, is calculated.
Determination of saddle stiffness along X, X and X directions.
2.
g 2
3 In order to evaluate the frequency of the entire system, it is essential to' evaluate the stiffness of the shutdown condenser saddle as well as stiffness of the platform. The stiffness of the entire syttem is a combination of the stiffness of the platform and the saddle. Figure 6 shows the details of the saddle and in calculation of the stiffness of the saddle, it is assumed that the shutdown coridenser is rigid, whereas the saddle is flexible.
The stiffness calculation is shown in the Appendix and the summarized results are as fo!!ows:
Along X direction = 378.4 Kip /in.
g Along X direction = 7947 Kip /in.
2 Along X direction = 606.4 Kip /in.
3 3.
The frequencies' along the three directions are calculated:
Horizontal frequency along X direction = 10.93 CPS g
Horizontal frequency along X direction = 50.1 CPS 2
Vertical frequency along X direction = 13.83 CPS 3
4.
The horizontal acceleration values for SSE loading are obtained from the acceleration spectra at crane support level (Figure 4). The vertical acceleration is assumed to be 2/3 the horizontal acceleration from the corresponding vertical frequency. In calculating the acceleration values from the spectra, the recommendations of NUREG/CR0098 have been followed and the calculated SSE acceleration values are as follows:
FORM.2 NES 205 2/80 r
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al A0045 DOCUMENT NO.
NUCLEAR ENERGY SERVICES, INC.
P L
Horizontal SSE acen. along Xg = 0.573g Horizontal SSE acen. along X2 = 0.437g Vertical SSE acen. along X3 = 0.25g It is emphasized here that the analysis is performed for SSE accelerations only since it is more limiting than the OBE.
The magnitude of SSE acceleration for a particular frequency is twice the OBE acceleration value '
for a corresponding frequency whereas, according to Standard Review Plan i
Section 3.8.3, the allowable stresses are only 60 percent higher than that allowed for the OBE.
5.
The forces acting on the platform due to the seismic event are evaluated from the acceleration values calculated earlier. The force acting at each of the nodes along any direction is a product of the lumped mass at that node and the acceleration in the corresponding direction.
I 6.
The forces calculated above are imposed on the platform structure along X,X and X directions ir.dividually and the def'ections, moments and 1
2 3
stresses due to the corresponding loading are determined.
I 7.
The combined seismic response of the three spatial components of the earthquake is obtained by taking the square root of the sum of the squares of the corresponding maximum response values due to the three components calculated independently. (Reg. Guide 1.92) 8.
The response of the platform structure due to the combination of dead load and the seismic loading is calculated by summing absolutely the deflections, moments and stresses due to the dead load (as determined in step 1(c) ) and the combined seismic response (as determineu m.nce 7).
~
FORM ANES 205 2/80
DOCUMENT NO.
81A0045 E E NUCLEAR ENERGY SERVICES, INC.
I L
- 8. DISCUSSION OF RESULTS A preliminary seismic analysis of the shutdown condenser platform with its present configuration indicated that the stresses due to SSE would be greater than the allowable stress values. In order to ensure the ability of the platform to withstand the postulated seismic event, the following modifications to the existing structure are recommended (Refer to Figure 3):
1.
Provide additional angle braces between nodes 17 and 52,17 and 30,23 and 26, 23 and 34, 30 and 24, 25 and 26. The intersecting angle braces have to be
~
connected at the point of intersection.
2.
Provide an additional column (W8x24) to support the platform at node 23. The other end of the column is anchored at the operating floor.
3.
Provide additional beam between nodes 16 and 53.
4.
Provide additional vertical support at node 26.
5.
Provide additional bearn (W10x33) between nodes 52 and 26.
6.
Provide additional beam between nodes 38 and A.
The results of the analysis presented in this section correspond to the modified structure. As stated earlier in the report, static methods have been followed in the seismic analysis of the platform structure and a summary of the stiffness, frequency and acceleration values employed in the seismic analysis of the platform are presented in Table 1.
The results of the platform structural analysis under the combination of dead load and live load, combination of dead load, live load and seismic loads (Reference 4) are presented in Tables 2 and 3 respectively. The maxiinum stresses are given for each r
FORMy NES 205 2/80 l
DOCUMENT NO.
81A0045 m
1
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15 26 PAGE op NUCLEAR ENERGY SERVICES, INC.
L, I
type of platform member Stresses in members where unsupported length or support conditions limit the allowable stress values are also included. The allowable stress values have been calculated according to Section 6 of this report and the applicable provisions of the AISC specification.
FOM,# NES 205 2/80
81A0045 DOCUMENT NO.
11 16 26 PAGE OF
~
NUCLEAR ENERGY SERVICES. INC.
m TABLE 1 STIFFNESS CHARACTERISTICS OF SHUTDOWN CONDENSER PLATFORM
[
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X -Direction X -Direction X -Direction y
2 3
[
(Horizontal)
(Horizontal)
(Vertical)
}
Platform Stiffness (Kip /in) 392.16 8510.6 606.4 Saddle Stiffness (Kip /in) 10768 120,000 Very Stiff (Rigid)
Combined Stiffness (Kip /in) 378.4 7947 606.4 Frequency (cps) 10.93 50.1 13.83 SSE Accn. Values (g's) 0.573 0.437 0.25 0
[
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W h-pd Y
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FORM # NES 205 2/80
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i TABLE 2 RESULTS O,F SHUTDOWN CONDENSER PLATFORM STRESS ANALYSIS 1
DEAD LOAD + LIVE. LOAD f
Combined
- i l
Element Bending About Bending About Stress Beam Number Axial Stress Maior Axis Minor Axis Shear Stress Ratio i
(ksi)
(ksi)
(ksi)
(ksi) f I
F I
F I
F f"+ix+iby b
a a
bx bx by by t
t F
Fbx F a
by C10x15.3 51 4.62 10.4 27 3.03 14.4 0.44 i
W10x21 13 4.36 24.00 27 0.09 14.4 0.18 i
j
.W8x10 32 5.08 12.6 27 0.00 14.4 0.40 l
W10x11.5 17 6.76 16.8 27 0.00 14.4 0.40 i
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.W10x33 35 6.40 23.76 27 0.07 14.4 0.'27 1
W3x24 74 2.604 15.95 i
27 0.16 I
l L3x3xl/4
)
m.
- Must be < 1.0 for acceptability according to AISC..
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TABLE 3 RESULTS OF SHUTDOWN CONDENSER PLATFORM STRESS ANALYSIS
, DEAD LOAD + LIVE LOAD + SSE F IISMIC LOAD l
Combined
- l Element Bending About Bending About Stress l
Beam Number Axial Stress Major Axis Minor Axis Shear Stress Ratio l
(ksi)
(ksi)
(ksi)
(ksi) l f
I F*bxe f
F*
f F
fa i
i
+ bxe
+ by a
ae bx by
. bye t
te ae bxe 7
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C10x15.3 51 2.42 19.52 4.49 28.93 10.24 34.6 0.00 23.04 0.57 l
l W10x21 12 0.21 32.1 5.97 36 4.49 36 1.65 23.04 0.3 33 0.67 23.5 4.38 30.3 3.55 36 0.23 23.04 0.27 I
NV8x10 43 0.37 28.05 6.61 36 16.69 36 0.74 23.04 0.66 49 1.15 25.5 7.9 32.26 5.11 36 3.55 23.04 0.4)
NV10xil.5 17 0.113 24.75 13.02 26.88 6.39 36 0.00 23.04 0.67 I
W10x33 35 1.55 30.45 15.51 36 12.86 36 0.8741 23.04 0.84 I
W8x24 74 5.36 25.5 0.00 36 0.00 36 0.00 23.04 0.21 5
I L3x3xl/4 65 5.45 16.86 0.32 (Tension)
(Tension) s I
o Must be < l.0 for acceptability according to AISC o
I
- Allowable stresses are 1.6 times the' stresses allowed under the combination of dead load and live loads or Fy whichever is lower.
DOCUMENT NO.
81A0065 W W NUCLEAR ENERGY SERVICES, INC.
I
- 9. CONCLUSION AND RECOMMENDATIONS
- s previously discussed, modifications are necessary to strengthen the structure. The recommended modifications are as follows.(Refer to Figure 3):
1.
Provide additional L3x3xl/4 braces between nodes 17 and 52,17 and 30,23 and 26,23 and 34,30 and 24, and 25 and 26. The intersecting angle braces have to be.
connected at the point of intersection.
2.
Provide a column (W8x24) to support the platform at node 23, other end of the column to be anchored to the operating floor.
3.
Provide additional beam between nodes 16 and 53.
4.
Provide additional support at node 26.
5.
Provide additional beam (W10x33) between nodes 52 and 26.
6.
Provide additional beam between nodes 38 and A.
It is concluded that with the modifications recommended in the report, tne shutdown condenser platform will be capable of withstanding the loads during and after the SSE seismic _ event _without exceeding.the. appropriate. allowable-stresses.
=l FORM # NES 205 2/80
DOCUMENT NO.
81A0045 t
TIEL%my NUCLEAR ENERGY SERVICES, INC.
PAGE 20 op 26 REFERENCES 1.
Gulf United Services Report No. SS-Il62 " Seismic Evaluation of the Lacrosse Boiling Water Reactor, dated January 11,1974.
2.
NES Report, Document 81A0044, Seismic and Structural Analysis for the LACBWR Shutdown Condenser, Nuclear Energy Services, Danbury, Conn.,
November,1981.
3.
MRI/STARDYNE 3 - Static and Dynamic Structural Analysis Systems User's Information Manaual, Control D'ata Corporation 1976.
4.
LACBWR Shutdown Condenser Platform Structural Analysis, Project 5101, Task 060, NES Computer Output Binder S-44, November,1981.
5.
DWG. No. 41-503480, REY.K - Reactor Containment Vessel Gallery Framing Plans LACBWR Project Reactor Plant, US Atomic Energy Commission, Genoa, Wisconsin. Dated Dec 26,1968.
6.
DWG. NO'. 41-503477 REV.B - Floor loading diagram, LACBWR Project Reactor r
Plant, US Atomic Energy Commission, Genoa, Wisconsin. ' Dated Dec 26,1968.
~KLIINCHALMERS specification 41-493-05-L ACBWR-19. Outline specification
(
7.
for building work. LACBWR Project Reactor Plant. Dated Aug 30,1963.
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DOCUMENT NO.
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