ML20062K317
| ML20062K317 | |
| Person / Time | |
|---|---|
| Site: | La Crosse File:Dairyland Power Cooperative icon.png |
| Issue date: | 01/22/1982 |
| From: | Finnian C, Husain J NUCLEAR ENERGY SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20062F993 | List: |
| References | |
| 81A0047, 81A0047-R00, 81A47, 81A47-R, NUDOCS 8208170119 | |
| Download: ML20062K317 (27) | |
Text
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mr A0047 DOCUMENT NO.
REV.
5 NUCLEAR ENERGY SERVICES, INC.
PAGE-1 nF 27 SEISMIC AND STRUCTURAL ANALYSIS FOR THE LACROSSE BOILING WATER REACTOR 1-B DIESEL GENERATOR BUILDING PREPARED FOR DAIRYLAND POWFR COOPERATIVE CONTR0llED COPY VAtlD ORY l! HS SUN g RED i
l Proj lication Prepared By Date APPROVALS TITLE / DEPT.
S1GN ATU R E DATE ru u al Engineering
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General gi ce ing Sves.
f-22 -81 Project Engineer'
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81A0047 2
27 NUCl. EAR ENERGY SERVICES, INC.
PAGE op R E V, PAGE DATE NO.
NO, DESCRIPTION APPROVAL e
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DOCUMENT NO.
81A0047 m
PAGE 3
OF 27 M =
NUCLEAR ENERGY SERVICES, INC.
TABLE OF CONTENTS Page 1.
SUMMARY
4 2.
DESCRIPTION OF THE BUILDING
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5 3.
APPLICABLE CODES, STANDARDS, AND SPECIFICATIONS 6
4.
LOADS AND LOADING COMBINATIONS 7
5.
STRUCTURAL ACCEPTANCE CRITERIA 9
6.
METHOD OF ANALYSIS to 7.
RESULTS OF ANALYSIS AND CONCLUSIONS 11 8.
REFERENCES 17 9.
FIGURES 18 f
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00 0 DOCUMENT NO.
4 27 PAGE 0F NUCLEAR ENERGY SERVICES, INC.
- 1.
SUMMARY
This report, prepared for Dairyland Power Cooperative (DPC) presents the results of the seismic / structural analysis of the 1-B Diesel Generator Building using the NRC site-specific ground response spectra for the Safe Shutdown Earthquake (SSE) Event.
It became necessary to verify the st'ruc'tural adequacy of the building under the Systematic Evaluation Program (SEP). The 1-B Diesei Generator Building contains safety related equipment.
A static analysis *using a coeffeclent of 1.5 times the peak acceleration of the NRC site-specific ground ' response spectra applied to the lumped masses at the column nodes was used to evaluate the building. It has been concluded from the results of the analysis that the 1-B Diesel Generator Building is capable of withstanding a SSE seismic event. Forces and stresses in all structural elements of the building were determined. All member stresses were found to be.less than their allowable values.
Evalua~ tion of the effects.of the SSE on the non-structural concrete block walls is not included as part of this analysis.
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FORM # NES 205 2/80
81A0047 DOCUMENT NO.
NUCLEAR ENERGY SERVICES. INC.
- 2. DESCRIPTION OF THE BUILDING The 1-B Diesel Generator Building, constructed in 1975, is a single story 31'x38' cdditio.n to the southeast corner of the Turbine Building (Site Plan, Figure 2.1). It is divided into three rooms containing electrical equipment, batteries and the diesel generator (Floor Plan, Figure 2.2). The structural steel frame is founded on a 2' thick pile supported reinforced concrete slab.
The Generator Building foundation is separated from the Turbine Building by a 2" wide joint for seismic independence. The walls of the building are constructed of nonreinforced 12" hollow concrete block. The roof consists of 3-1/2" thick precast lightweight concrete panels with the exception of a 8'-16" by 21'-10" poured reinforced concrete slab, 4-3/4" thick, which supports the diesel generator test load bank and exhaust muffler. The roof panel arrangement is shown in Figure 2.3.
Bracing in the plane of the roof consists of double angles and
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- wide flange sections. The exterior bays of the steel frame are braced diagonally with WT sections. The roof framing plan is shown in Figure 2.4. The 1-B diesel generator i
building is sup' ported by 19 c'oncrete filled pipe piles with a design loed capacity of 50 tons per pile (Ref 5). The pile plan is shown in Figure 2.5.
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DOCUMENT NO.
PAGE OF NUCLEAR ENERGY SERVICES, INC.
I
- 3. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS The inflowing codes of practice and regulatory guides were used in the analysis of the 1-B Diesel Generator Building.
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1.
Steel Construction Manual, AISC,8th Edition, New York, NY.
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2.
USNRC Regulatory Guide 1.92, " Combination of Modes and Spatial Components in Seismic Reponse Analysis", Revision 1, February,1976.
I 3.
USNRC Standard Review Plan Section 3.7.2.
I 4.
Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-76), American Concrete Institute, Detroit, MI.,1978.
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5.
USNRC Standard Reivew Plan Section 3.8.4.
6.
Building Code Requirements for Reinforced Concrete, (ACI 318-77), American Concrete Institiate, Detroit, MI,1977.
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FORM # NES 205 2/80
DOCUMENT NO.
81A0047 my PAGE 7
OF 27 NUCLEAR ENERGY SERVICES, INC.
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- 4. LOADS AND LOADING COMBINATIONS The 1-B Diesel Generator Building was analyzed for each of the three components of 7
earthquake motion (two horizontal and one vertical) individually. These results were i
then combined by taking the square root of the sum of the squares of the individual I
components to obtain the maximum effect due to simultaneous action of the three earthquake components (See USNRC Regulatory Guide 1.92).
l In addition to the seismic inertia loading, the dead load and live load were included in the analysis. The building live load plan is shown in Figure 4.1 (Ref 1). The following load combination equations were used to evaluate the adequacy of the structural steel I
frame to withstand a seismic event using elastic working stress methods of the AISC.
l 1.
D+L i
2.
D + L + E' Seismic analysis has been performed for the SSE seismic event only since it is more limiting compared to the OBE. The magnitude of SSE acceleration is twice the OBE acceleration value for the same frequency, whereas the allowable stress values l
. according to Standard Review Plan 3.8.4 are only 60 percent higher than that allowed for the OBE event.
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The following load combination equations were used to evaluate the adequacy of the reinforced concrete roof sleb and precast concrete roof panels to withstand a seismic event using the strength design method of ACI 318-77.
I 1.
1.4D + 1.7L 2.
1.4D + 1.7L + 1.9E l
3.
D + L + E' FORM # NES 205 2/80
DOCUMENT NO.
PAGE OF NUCLEAR ENERGY SERVICES, INC.
Both the OBE and SSE scismic events were included in the analysis of tne concrete, roof components. When using the strength design methods, the load factors applied to the der.d and live load for the OBE load combination will cause the OBE seismic event to be more critical than the SSE.
>Ds Dead Load L=
Live Load (30 psf on roof)
E=
SSE Seismic Loads 1
FORM #NES 205 2/80
8M0047 DOCUMENT NO.
NUCLEAR ENERGY SERVICES, INC.
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- 5. STRUCTURAL ACCEPTANCE CRITERIA The following allowable ilmits constitute the structurai acceptance criteria for each of the loading combinations presented in Section 4.
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Structural Steel Frame Load Combinations Limit D+L S
D + L + E' 1.65, but nct greater than Fy
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Where S is the required section strength based on the design methods and' the allowable
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stresses defined in the AISC Specifications, and Fy is the yield stress.
Reinforced Concrete Roof Slab, Precast Concrete Roof Panels Load Combinations Limit i.4D + i.7L U
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1.'4D _+ 1.7L + 1.9E U
D + L + E' U
Where U is required section strength leased on the' strength design method defined in the ACI.
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DOCUMENT NO.
BAA0047 10 PAGE OF 27
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NUCLEAR ENERGY SERVICES, INC.
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- 6. METHOD OF ANALYSIS 1
The seismic analysis of the 1-B Diesel Generator Building was performed using a static L
coefficient analysis. A static coefficient of 1.5 was used to take into account the q
effects of multifrequency excitation and multimode. response (See USNRC Standard Review Plan'3.7.2). The 1.5 factor was applied to the peak acceleration from the NRC site-specific ground respcuse spectra 'for 5% dampir.g (Figure 6.1)(Ref 3).
This resulted in accelerations in the two horizontal directions equal to 0.315g. The vertical E
acceleration was taken as 2/3 of the horizontal acceleration. This is consistent with L
Ref 4.
The concrete block walls were assumed not to be effective in resisting lateral loads due to the limited shear and flexural tension strength of the joint mortar. The precast L
concrete roof panels were not used in the analysis to transmit horizontal shear forces.
They were assumed to support vertical loads only. The panels are attached to the steel roof beams at citernate corners. Therefore, all lateralloads were assumed to be resisted by the Etructural steel frame. A finite element model using three dimensional r
L beam elements was made of the steel frame (See Figure 6.2 - 6.4). For the dead plus live load analysis, the roof loads were applied a.s distributed loads to those roof beams which support the precast concrete panels. For the seismic analysis, the roof dead
, load, live load, and weight of the concrete block walls was lumped at the column' nodes. Each lumped mass at the column top nodes represented the contributory weight
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L of the roof dead load, live load, and the upper one-half of the concrete block wall r
height. Each lumped mass at the column bottom nodes represented the contributory weight of the lower one-half of the block wall height. The steel frame weight was u
assumed to be negligible compared to the roof and block wall weight.
u The pile foundation ~was analyzed for.two load combinations: 1) dead plus live load, c
and 2) dead plus live plus seismic load. The reinforced concrete mat footing was assumed to be rigid for the pile analysis. A live load of 500 psf was applied to the mat
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over the area occupied by the electrical equipment room and battery room. A live load of 900 psf was applied to the mat over the area occupied by the diesel generator The column loads from.the computer program were applied statically to the r
room.
L pile group. The individual pile loads were found by using standard techniques 'for the analysis of pile footings subjected to moment (Ref 7).
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FORM # NES 205 2/80
DOCUMENT NO.
81A0067 PAGE II OF 27 NUCLEAR ENERGY SERVICES, INC.
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- 7. RESULTS OF ANALYSIS AND CONCLUSIONS The results of the seismic analysis of the 1-B Diesel Generator Building performed with the Stardyne Computer Code are contained in Reference 2. The following items were included in the analysis; structural steel frame (including typical connection and column anchorage details), pile foundation, reinforced concrete roof slab, and precast lightweight concrete roof panels. All structural elements of the building are capable of withstanding a SSE seismic event. The results of the structural evaluation are discussed below.
Structural Steel Frame The maximum stress for each type of member in the frame for the two load combinations is shown in Tables 7.1 and 7.2. The maximum stresses in the frame are less than the allowable values. The column anchorage details are capable of resisting the uplif t and lateral loads generated during a seismic event.
Pile Foundation A summary of the maximum and minimum pile loads is shown in Table 7.3. The piles were driven to a safe bearing capacity of 100 kips per pile (Ref 5). The maximum conpressive load on a pile (109K) is greater than its rated capacity of 100K but lower' than the predicted ultimate load caperity of 400K. No tensile loads exist in any of the piles.
Reinforced Concrete Roof Slab The maximum moment in the 4 3/4" thick reinforced concrete slab is less than the ultimate moment capacity. The actual moments versus the ultimate moment capacity are summarized in Table 7.4.
FORM # NES 205 2/80
DOCUMENT NO.
81A0047 NUCLEAR ENERGY SERVICES, INC.
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Precast Lightweight Concrete Roof Panels The 35" thick precast lightweight concrete roof panels were designed for a minimum safe' uniform load of 65 psf with a safety factor of 4 (Ref 6). The maximum uniform Ic ' of 138.3 psf is less than the ultimate load capacity of 260 psf. The results are summarized in Table 7.5.
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DOCUMENT NO.
81A0047 M
NUCLEAR ENERGY SERVICES, INC.
him TABLE 7.1 DEAD LOAD + LIVE LOAD - MAXIMUM STRESSES m.m.
Major Axis Minor Axis Combined Stress Axial Stress Bending Bending Ratio
- l 1
Beam Element fa Fa f_b2 F_b2 h>3 fb3 W12x36 80 19.31 11.90 22.0 27.0 0.541 W12x27 70 17.82 13.19 22.0 27.'O 0.600 W12x22 W10x19 W8x2h 134 2.99 14.13 22.0 27.0 0.212 lW8x10 WT6x18 124 0.38 9.19 0.041 Double Angles 4x3x5/16 f
- Axial compression and bending stresses are' com'ained in accordance with AISC Section 1.6.
Must be < 1.0 for acceptability.
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DOCUMENT NO.
81A0047 NUCLEAR ENERGY SERVICES, INC.
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TABLE 7.2 DEAD LOAD + LIVE LOAD + SEISMIC - MAXIMUM STRESSES Major Axis Minor Axis Combined Stress Axial Stress Bending Bending Ratio
- Beam Element fa Fap' b2 h2' M E
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W12xM 81 1.08 30.90 11.90 36.0 3.82 36.0 0.472 W12x27 70 0.35 28.51 13.19 35.2 0.65 36.0 0.405 W12x22 40,41 1.80 28.38 36.0 1.48 36.0 0.105 W10x19 38 5.78 27.17 36.0 0.60 36.0 0.233 W8x24 127 4.67 22.61 35.2 36.0 0.207 W8x10 29 5.38 28.30 36.0 36.0 0.190 WT6x18 126 6.86 11.87 0.578 Double Angles 26 4.91 29.07 0.169 4x3x5/16
- Axial compression and bending stresses are combined in accordance with AISC Section 1.6.
Must be < l.0 for acceptability.
Allowable stresses equal 1.6 x normal AISC allowables b0t not greater than Fy.
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DOCUMENT NO.
81A0047 NUCLEAR ENERGY SERVICES, INC.
TABLE 7.3 MAXIMUM AND MINIMUM PILE LOADS DEAD LOAD & LIVE LOAD E
Pile Actual Design h
No.
Load Load E
Maximum Pile Load 4
89.52 KIPS 100 KIPS Minimum Pile Load 17 67.12 KIPS 100 KIPS I
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L DEAD LOAD & LIVE LOAD & SEISMIC f
t Predicted Pile Actual Ultimate r
No.
Load Load b
Maximum Pile Load 4
109.27 KIPS 400 KIPS
- Minimum Pile Load 17 51.79 KIPS 400 KIPS *
- Assume Factor of Safety of 4 Over 100K Capacity l
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FORM # NES 205 2/80
DOCUMENT NO.
81A0047 NUCLEAR ENERGY SERVICES. INC.
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TABLE 7.4 REINFORCED CONCRETE ROOF SLAB l
l ACTUAL ULTIMATE P
LOAD COMBINATION MOMENT MOMENT CAPACITY 1.4D + 1.7L 16.91 in-K/FT 73.74 in-K/FT 1.4D + 1.7L + 1.9E 19.18 in+/FT 73.74 in-k/FT I
D + L + E' 13.76 in-K/FT 73.74 in-K/FT I
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TABLE 7.5 l
PRECAST CONCRETE ROOF PANELS I
ACTUAL ULTIMATE LOAD COMBINATION LOAD LOAD CAPACITY 1.4D + 1.7L 109.8 PSF 260 PSF 1.4D + 1.7L + 1.9E 138.3 PSF 260 PSF D + L + E' 87 PSF 260 PSF I
FORM # NES 205 2/80
DOCUMENT NO.
81A0047 I
PAGE 17 OF 27 L
NUCLEAR ENERGY SERVICES, INC.
I
- 8. REFERENCES s
l.
Diesel Generator Building Drawings, Sargent & Lundy Engineers, Diesel Generator Building 5-1 through S-5, A-1 through A-4.
2.
l.-B Diesel Generator Building, Stardyne Structural Analysis Project 5101, Task 245, NES Computer Output Binder S-62, October,1981.
3.
Letter to all SEP owners from NRC dated June 17,1981 (LS05-81-06-068) subject " Site Specific Ground Response Spectra for S.E.P. Plants Located in the Eastern United States."
4.
NUREG/CR-0098 " Development of Criteria for Seismic Review of Selected
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Nuclear Power Plants," By N.M. Newmark & W.3. Hall. May 1978. U.S. N.R.C.
Washington, D.C.
5.
Specification A-4109 " Foundation Piles, Lacrosse Boiling Water Reactor Project Dairyland Power Cooperative Association," Sargent & Lundy Engineers,' Chicago, Ill. January 1975.
Specification A-4110 " General Wo' k for the B-1 Diesel Generator Building" 6.
r Sargent & Lundy Engineers, Chicago, Ill. March 1975.
7.
Peck, Hanson, Thornburn; Foundation Engineering, 2nd Edition, John Wiley &
Soris, Inc., New York, N.Y.,1974, pp 392-398.
FORM # NES 205 2/80
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