ML21194A309

From kanterella
Jump to navigation Jump to search
Site Addendum, Chapter 3, Design of Structures Components Equipment and Systems
ML21194A309
Person / Time
Site: Callaway Ameren icon.png
Issue date: 06/22/2021
From:
Ameren Missouri
To:
Office of Nuclear Reactor Regulation
Shared Package
ML21195A333 List: ... further results
References
ULNRC-06673
Download: ML21194A309 (61)
v • d • e


Text

CHAPTER 3.0 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT AND SYSTEMS tion Page WIND AND TORNADO LOADINGS ............................................................... 3.3-1

.1 WIND LOADINGS...................................................................................... 3.3-1

.1.1 Design Wind Velocity ........................................................................... 3.3-1

.1.2 Determination of Applied Forces .......................................................... 3.3-1

.2 TORNADO LOADINGS ............................................................................. 3.3-1

.2.1 Applicable Design Parameters ............................................................. 3.3-1

.2.2 Determination of Forces on Structures................................................. 3.3-1

.3 REFERENCES .......................................................................................... 3.3-2 WATER LEVEL (FLOOD) DESIGN ................................................................ 3.4-1

.1 FLOOD PROTECTION.............................................................................. 3.4-1

.1.1 Flood Elevations................................................................................... 3.4-1

.1.2 Ground Water Elevations ..................................................................... 3.4-1

.2 ANALYSIS PROCEDURES....................................................................... 3.4-2

.2.1 Design Basis Flood in the UHS Retention Pond .................................. 3.4-2

.2.2 Design Basis Ground Water................................................................. 3.4-2

.3 REFERENCES .......................................................................................... 3.4-2 MISSILE PROTECTION ................................................................................. 3.5-1

.1 MISSILE SELECTION AND DESCRIPTION ............................................. 3.5-1

.1.1 Missiles Generated by Events Near the Site........................................ 3.5-1

.1.2 Aircraft Hazards.................................................................................... 3.5-1

.2 STRUCTURES, SYSTEMS, AND COMPONENTS TO BE PROTECTED FROM EXTERNALLY GENERATED MISSILES....................................... 3.5-1 3.0-i

tion Page

.2.1 Essential Service Water System (ESWS) Pumphouse ........................ 3.5-2

.2.2 ESWS Pipes, Electrical Duct Banks, Manholes, and ESWS Supply Lines Yard Vault............................................................................................. 3.5-2

.2.3 Ultimate Heat Sink (UHS) Cooling Tower ............................................ 3.5-3

.2.4 Ultimate Heat Sink (UHS) Retention Pond and Auxiliary Structures.... 3.5-3 SEISMIC DESIGN........................................................................................... 3.7-1

.1 SEISMIC INPUT ........................................................................................ 3.7-1

.1.1 Design Response Spectra.................................................................... 3.7-1

.1.2 Design Time-History............................................................................. 3.7-1

.1.3 Supporting Media for Seismic Category I Structures ........................... 3.7-2

.2 SEISMIC SYSTEM ANALYSIS.................................................................. 3.7-2

.2.1 Seismic Analysis Methods.................................................................... 3.7-2

.2.2 Natural Frequencies and Response Loads .......................................... 3.7-2

.2.3 Soil/Structure Interaction ...................................................................... 3.7-3 DESIGN OF CATEGORY I STRUCTURES.................................................... 3.8-1

.4 OTHER SEISMIC CATEGORY I STRUCTURES...................................... 3.8-1

.4.1 Description of the Structures ................................................................ 3.8-1

.4.2 Applicable Codes, Standards, and Specifications................................ 3.8-3

.4.3 Loads and Load Combinations............................................................. 3.8-4

.4.4 Design and Analysis Procedures ......................................................... 3.8-7

.4.5 Structural Acceptance Criteria.............................................................. 3.8-9

.4.6 Materials, Quality Control, and Special Construction Techniques ..... 3.8-10

.4.7 Testing and Inservice Inspection Requirements ................................ 3.8-10

.5 FOUNDATIONS....................................................................................... 3.8-10

.5.1 Description of the Foundations........................................................... 3.8-10

.5.2 Applicable Codes, Standards, and Specifications.............................. 3.8-12

.5.3 Loads and Load Combinations........................................................... 3.8-12

.5.4 Design and Analysis Procedures ....................................................... 3.8-12

.5.5 Structural Acceptance Criteria............................................................ 3.8-12

.5.6 Materials, Quality Control, and Special Construction Techniques ..... 3.8-13

.5.7 Testing and Inservice Inspection Requirements ................................ 3.8-13 3.0-ii

tion Page

. 3.8A COMPUTER PROGRAMS USED FOR ANALYSIS OF CATEGORY I STRUCTURES ................................................................................... 3.8A-i

. 3.A CONFORMANCE TO NRC REGULATORY GUIDES ........................3.A-1 3.0-iii

mber Title

-1 Site-Related Category I Structures with Penetrations Below the Ground Water Elevation

-2 Wind-Generated Wave Data for UHS Retention Pond and ESWS Pumphouse

-1 Deleted

-1 Depth of Soil and Graydon Chert Conglomerate Deposited Over Bedrock Site-Related Category I Structures

-2 Foundation Depth Below Grade, Minimum Base Dimension and Method of Analysis for Site-Related Category I Structures

-3 Summary Fundamental Mode Frequencies (Hz) ESWS Pumphouse

-4 Summary Fundamental Mode Frequencies (Hz) UHS Cooling Tower

-5A Spectral Response Summary - ESWS Pumphouse - 0.20G SSE

-5B Spectral Response Summary - ESWS Pumphouse - 0.12G OBE

-6A Spectral Response Summary - UHS Cooling Tower (Shell) - 0.20G SSE

-6B Spectral Response Summary - UHS Cooling Tower (Shell) - 0.12G OBE

-1 General Design Live Loads

-2 Load Combinations and Load Factors for Category I Concrete Structures

-3 Load Combinations and Load Factors for Category I Steel Structures

-4 Additional Load Combinations for Sliding, Overturning, and Flotation 3.0-iv Rev. OL-15 5/06

mber Title

-1 Wave Pressure Case 1 ESWS Pumphouse

-2 Wave Pressure Case 2 ESWS Pumphouse

-1 Turbine Missile Trajectory

-1 SSE Horizontal Ground Spectra, 0.20G

-2 SSE Vertical Ground Spectra, 0.20G

-3 Horizontal Design Response Spectra, 0.20G Ground Acceleration, 10% Damping

-4 Horizontal Design Response Spectra, 0.20G Ground Acceleration, 7% Damping

-5 Horizontal Design Response Spectra, 0.20G Ground Acceleration, 5% Damping

-6 Vertical Design Response Spectra, 0.20G Ground Acceleration, 10%

Damping

-7 Vertical Design Response Spectra, 0.20G Ground Acceleration, 7%

Damping

-8 Vertical Design Response Spectra, 0.20G Ground Acceleration, 5%

Damping

-9 Typical, Free Field Base Elevation Spectra, ESWS Pumphouse

-10 Typical, Free Field Base Elevation Spectra, UHS Cooling Tower

-11 Free Field Media, Typical Subsurface Profile and Soil Properties, SSE and OBE

-12 Mathematical Model for ESWS Pumphouse for East-West and Vertical Analysis

-13A Complete Mathematical Model, UHS Cooling Tower North-South Analysis 3.0-v Rev. OL-17p 11/10

mber Title

-13B Supplemental Mathematical Model, UHS Cooling Tower North-South Analysis

-14A Spectra-ESWS Pumphouse, SSE, North-South Direction, Top of Penthouse Roof

-14B Spectra-ESWS Pumphouse, SSE, Vertical Direction, Top of Penthouse Roof

-14C Spectra-ESWS Pumphouse, SSE, Vertical Direction, Top of Penthouse Roof

-14D Spectra-ESWS Pumphouse, OBE, North-South Direction, Top of Penthouse Roof

-14E Spectra-ESWS Pumphouse, OBE, East-West Direction, Top of Penthouse Roof

-14F Spectra-ESWS Pumphouse, OBE, Vertical Direction, Top of Penthouse Roof

-15A Spectra-UHS Cooling Tower, SSE, North-South Direction, Top of Roof

-15B Spectra-UHS Cooling Tower, SSE, East-West Direction, Top of Roof

-15C Spectra-UHS Cooling Tower, SSE, Vertical Direction, Top of Roof

-15D Spectra-UHS Cooling Tower, OBE, North-South Direction, Top of Roof

-15E Spectra-UHS Cooling Tower, OBE, East-West Direction, Top of Roof

-15F Spectra-UHS Cooling Tower, OBE, Vertical Direction, Top of Roof

-1 Plan-ESWS Pumphouse

-2 East-West Section-ESWS Pumphouse

-3 North-South Sections-ESWS Pumphouse

-4 Plan-Unit 1 ESWS Pipes & Duct Banks 3.0-vi Rev. OL-17p 11/10

mber Title

-5 Deleted

-6 Deleted

-7 Section Through ESWS Pipes & Duct Banks

-8 4 Inch & 30 Inch Diameter Pipe Penetration Details

-9 36 Inch Diameter Pipe Penetration Details

-10 Duct Bank Entrance Details

-11 ESWS Manholes

-12 Plan-UHS Cooling Tower

-13 East-West Section-UHS Cooling Tower

-14 North-South Section-UHS Cooling Tower

-15 Plan-UHS Retention Pond

-16 Plan-Outlet Structure UHS Retention Pond

-17 Section-Outlet Structure UHS Retention Pond

-18 Discharge Structure UHS Retention Pond

-19 ESW Supply Lines Yard Vault Plans & Sections 3.0-vii Rev. OL-17p 11/10

.1 WIND LOADINGS

.1.1 Design Wind Velocity design wind velocity for all site-related Category I structures is 85 mph at 30 feet ve ground for a 100 year recurrence interval. The bases for the wind velocity ection and supporting data and wind histories are contained in Section 2.3 and in tion 2.0 of BC-TOP-3-A.

referenced in BC-TOP-3-A, ANSI-A58.1 (Ref. 1) is used as the basis for determining vertical velocity distribution and gust factors. The wind pressure values listed in tion 6 of ANSI-A58.1 are the highest for exposure "C" which is flat, open country.

refore, this exposure is adopted as a basis for determining the wind pressure values.

le 5 of ANSI-A58.1 for exposure "C" is used to determine effective velocity pressures parts and portions of buildings and structures. The basic design wind velocity of 85 h is used, and the tables take into account the effects of vertical velocity distribution gust factors.

.1.2 Determination of Applied Forces er to Standard Plant FSAR Section 3.3.1.2.

.2 TORNADO LOADINGS er to Standard Plant FSAR Section 3.3.2.

.2.1 Applicable Design Parameters er to Standard Plant FSAR Section 3.3.2.1.

.2.2 Determination of Forces on Structures methods employed to convert tornado loadings into forces and the distribution oss the structures are outlined in Section 3.5 of BC-TOP-3-A. Load components of ado effects are combined in accordance with Section 3.4 of BC-TOP-3-A. Load binations involving tornado effects are stated in FSAR Section 3.8. A load factor of for tornado effects is used and is based on the low probability of a tornado striking a cific geographical point and the degree of conservatism in the selection of the wind ocity for the design basis tornado.

site-related, Category I structures, except the ultimate heat sink (UHS) cooling tower, designed to prevent venting. The UHS cooling tower is fully vented because it is n throughout from the air inlets to the air outlets. The methods employed to ermine the nominal venting pressures in the UHS cooling tower are 3.3-1 Rev. OL-13 5/03

.3 REFERENCES American National Standards Institute (ANSI), Building Code Requirements for Minimum Design Loads in Buildings and Other Structures, A58.1-1972.

3.3-2 Rev. OL-13 5/03

.1 FLOOD PROTECTION

.1.1 Flood Elevations derivation and basis for flood elevations at the Callaway site are discussed in tion 2.4. The grade elevation of the plant structures is Elevation 840.0 feet MSL ndard Plant Elevation 1999.5 feet), which is well above the probable maximum flood F) elevation of 548.0 feet MSL on the Missouri River.

only site-related structures required for the safe shutdown of the plant which are igned for dynamic water forces caused by flooding are the sides of the Category I mate heat sink (UHS) retention pond and the essential service water system (ESWS) mphouse. These structures are subject to the forces resulting from the 48-hour local bable maximum precipitation (PMP) coincident with wave activity in the UHS ntion pond. The resulting design flood elevation in the pond under this condition is vation 1997.2 feet. The maximum wave runup on the riprapped slopes caused by the mph wind coincident with the PMF water level reaches Elevation 1997.8 which is ow the top of the minimum surrounding plant grade elevation of 1999.5 feet. (Refer to tion 2.4.8.2). Both the UHS cooling tower and the ESWS pumphouse have etrations below the design flood elevation in the UHS retention pond.

UHS cooling tower is connected to the UHS retention pond by 36-inch-diameter WS discharge pipes from the cooling tower basin (Figure 3.8-4). The only ety-related components in the basin are ESWS pipes that are capable of normal ction while surrounded by the design flood and any other additional water when the S cooling tower is operating.

ESWS pumphouse extends into the UHS retention pond and takes suction from it ugh penetrations below both the design normal pond elevation and flood elevation ure 3.8-2). The only safety-related components in the pumphouse in contact with the ign flood are the casings, shafts, and impellers of the ESWS pumps which are able of normal function while surrounded by the design flood.

.1.2 Ground Water Elevations design basis ground water for buoyancy and subsurface hydrostatic loadings on all

-related Category I structures is full hydrostatic pressure at all depths below Elevation 9.5 feet. (Refer to Section 2.4.13.5). All Category I structures are protected below de by waterstops at construction joints and electrical duct bank penetrations and ible material at pipe penetrations, where necessary. Table 3.4-1 describes the

-related Category I structures that house safety-related equipment and identifies erior penetrations that are below the design basis ground water elevation.

3.4-1 Rev. OL-13 5/03

.2.1 Design Basis Flood in the UHS Retention Pond design of the sides of the Category I UHS retention pond for the static and dynamic cts of the postulated wind-wave activity shown in Table 3.4-2 is described in Sections

.3.6 and 2.4.3.5.

design of the walls of the ESWS pumphouse for the static and dynamic effects of the tulated wind-wave activity shown in Table 3.4-2 is in accordance with the load factors loading combinations stated in Section 3.8 for live loads not coincident with thquake or tornado loads. The load from the maximum postulated static water vation in the pond is applied as a hydrostatic force, and the dynamic effect of the breaking waves in the pond is converted to an equivalent hydrostatic force to the vation shown in Table 3.4-2 and Figures 3.4-1 and 3.4-2. The wave forces from the breaking waves on the face of the ESWS pumphouse are determined based on the cedure presented in the Shore Protection Manual (Ref. 1). Flooding of the ESWS mphouse is precluded because there are no openings on the front face of the mphouse above the floor slab elevation at 2000 feet. Refer to Section 2.4 for a cription of the bases for the data in Table 3.4-2.

.2.2 Design Basis Ground Water uctures as a whole and component parts are designed for the hydrostatic forces from maximum ground water level in accordance with the load factors and loading binations stated in Section 3.8.

.3 REFERENCES U. S. Army Coastal Engineering Research Center, "Shore Protection Manual,"

Department of the Army, Corps of Engineers, 1973.

3.4-2 Rev. OL-13 5/03

Safety-Related Areas Below Ground Components in ucture and Water Level and Areas Below ure References Their Penetrations Ground Water Level Inleakage Protection Discussion WS Pumphouse 1. Sumps for ESWS 1. Casings, shafts and 1. None 1. Sumps are normally ures 3.8-1, 3.8-2, pumps and 7.5 feet impellers of the full of water

-3 and 3.8-8) x 8 feet penetrations ESWS pumps for water entry from UHS retention pond.

2. Pipe chases for 2. ESWS pipes 2. Bootseal installed ESWS pipes and between the ESWS their sleeved pipes and sleeves in penetration through the walls the walls of the chase WS Electrical All manholes which Electrical cable Waterstops at nholes (Figures have numerous construction joints and

-10 and 3.8-11) penetrations for penetrations electrical duct banks S Cooling Tower Basins and chases in ESWS pipes and Waterstops at ures 3.8-8, 3.8-9 electrical rooms for electrical cable construction joints 3.8-10) pipes and electrical (except at basin) and duct banks which electrical duct bank penetrate chase walls penetrations. Bootseal installed between pipe and pipe sleeves in walls Rev. OL-18 12/10

Safety-Related Areas Below Ground Components in ucture and Water Level and Areas Below ure References Their Penetrations Ground Water Level Inleakage Protection Discussion W Supply Lines Pipe chase for ESW ESWS pipes Bootseal between the d Vault pipes and their sleeved ESWS pipes and penetration through the sleeves in walls wall Rev. OL-18 12/10

Case 1 Case 2 d Speed 40 mph (normal) 118 mph (extreme) nificant Wave Height, H 0.7 ft 2.4 ft ximum Wave Height, H 1.2 ft 4.0 ft tic Water Surface Elevation 1997.2 ft 1995.5 ft (probable max.

water level) amic (Equivalent Static) 1998.8 ft 2001 ft Water Surface Elevation at the Face f the ESWS Pumphouse for period f Wave Motion 1.5 sec 2.5 sec ve Runup of Riprapped 1997.8 ft 1997.6 ft Slopes of the UHS Retention Pond or Period of Wave Motion 2.25 sec 3.75 sec (a) For Case 1, the normal wind is coincident with the PMP on the pond.

(b) For Case 2, the extreme wind occurs over the normal pond water level.

(c) This level includes 0.6 ft. calculated wave runup. Wind setup is negligible for this case.

(d) This level includes 0.1 ft. calculated wind setup and 2.0 ft. calculated wave runup.

Rev. OL-13 5/03

.1 MISSILE SELECTION AND DESCRIPTION

.1.1 Missiles Generated by Events Near the Site er to Site Addendum Section 2.2.3.

.1.2 Aircraft Hazards tions 2.2.1.3.1 and 2.2.1.3.2 describe the locations of airports and air routes in the nity of the Callaway plant site. Aircraft movements at these airports and on the air tes do not pose any undue risk to the safe operation of the Plant. The location of the nt with respect to airports and air routes meets the criteria set forth in the Standard mat Guide (R.G. 1.70), section 3.5.1.6 as explained in the following:

a. There are no airports within 10 miles of the plant site.
b. The nearest commercial airport, Fulton Memorial, and two private airstrips are located 12 miles beyond the site. The annual number of operations at 2

these airports is less than 1,000 d , where d is the distance from the airport to the site in miles.

c. There are four low-altitude airways passing 5 miles beyond the plant and their annual movements are less than 1,000 d2.
d. No military routes pass within 20 miles of the plant site.

ce aircraft movements at airports and on air routes do not pose any undue risk to the e operation of Callaway Plant, no design-basis aircraft impact is postulated.

.2 STRUCTURES, SYSTEMS, AND COMPONENTS TO BE PROTECTED FROM EXTERNALLY GENERATED MISSILES turbine and tornado missiles which, if generated, could affect the safety of the plant discussed in Standard Plant FSAR Section 3.5.1.

probability of significant damage (P4) to critical components in the plant due to ine failure has been assessed by first determining the separate probabilities of ine failure and missile ejection (P1, Refer to Standard Plant FSAR Section 3.5.1.3.4),

h a missile striking a critical component or entire structure of safety significance (P2),

significant damage occurring to the component (P3, Refer to Standard Plant FSAR tion 3.5.1.3.4). Then the overall annual probability P4 = P1 x P2 x P3.

3.5-1 Rev. OL-21 5/15

iod of 100,000 hours0 days <br />0 hours <br />0 weeks <br />0 months <br />, the probability P1 is 6 x 10-9 for the entire period (refer to ndard Plant FSAR Section 3.5.1.3.4). This value is sufficiently low that no specific tective measures are required for turbine missiles.

Figures 3.5-1 through 3.5-5 identify the safety-related structures, including those side the Power Block, within the turbine missile trajectory.

tective measures are provided to minimize the effect of potential tornado-generated siles. The protective structures, shields, and barriers are designed utilizing the cedures given in Standard Plant FSAR Section 3.5.3.

portions of the Essential Service Water System (ESWS) located outside the Power ck, the ultimate heat sink (UHS), and their associated protective structures, shields barriers are discussed below.

.2.1 Essential Service Water System (ESWS) Pumphouse ESWS pumphouse is a tornado-resistant, reinforced concrete structure on a mon foundation having redundant operating floors at Elevation 2000'-0". The aration of trains of the ESWS is provided by interior barrier walls. A tornado-resistant mmer wall at the UHS retention pond interface provides protection for the ESWS mps, whose suction ends are located 25 feet below the normal surface of the pond.

nado-resistant shields protect the inlets and outlets of the ventilation system at the f elevation and protect the personnel doors at grade level. Tornado-resistant covers tect the roof openings.

ures 3.8-1 through 3.8-3 show the tornado missile protection for the safety-related etrations in the ESWS pumphouse.

.2.2 ESWS Pipes, Electrical Duct Banks, Manholes, and ESWS Supply Lines Yard Vault en not protected by concrete, all ESWS pipes are buried a minimum depth of 4.5 feet esist the effects of tornado-generated missiles and frost penetration. All ESWS ctrical duct banks are reinforced concrete structures which are buried a minimum th of 3.5 feet to resist the effects of tornado-generated missiles.

buried ESWS electrical manholes and ESWS supply lines yard vault are ado-resistant, reinforced concrete structures with missile-resistant manway covers roofs. Figure 3.8-11 shows the tornado missile protection for the ESWS electrical nholes.

3.5-2 Rev. OL-21 5/15

UHS cooling tower is a tornado-resistant, reinforced concrete structure located as wn in Figure 3.5-1. A perimeter missile shield protects the tower shear walls from ado missiles and prevents tornado missiles from entering the fill areas of the cooling er. Exterior and interior walls divide the tower into four cells, providing horizontal ado missile protection and support for the vertical tornado missile protection above fan blades. The personnel door at elevation 2035 feet is a tornado-resistant, missile r.

ched to the UHS cooling tower are two tornado-resistant, reinforced concrete ctrical rooms which contain pipes, valves, and electrical equipment.

nado-resistant missile shields protect the inlets and outlets of the ventilation system at roof elevation. Tornado-resistant covers protect the roof openings. The personnel r at grade is a tornado-resistant, missile door.

ures 3.8-12 through 3.8-14 show the tornado missile protection for the safety-related etrations in the UHS cooling tower and electrical rooms.

.2.4 Ultimate Heat Sink (UHS) Retention Pond and Auxiliary Structures UHS retention pond, which contains emergency makeup water for the UHS cooling ers, is an excavation in existing and fill soils. The design depth of the pond water is feet. The ESWS intakes are located 25 feet below the design level of the pond in tected pumpwells. The ESWS discharge piping is buried below grade from the UHS ling towers to the pond, where it terminates at discharge structures. The reinforced crete discharge structures are positioned at the bottom of the pond and are iciently protected from tornado-missile damage by being submerged.

reinforced concrete outlet structure is a slab on grade. This structure and

-Category I headwall structure for the pond makeup water are not required to be ado missile-resistant because they serve no safety-related function in accordance h the requirements of 10CFR50, Appendix A, General Design Criteria 4.

3.5-3 Rev. OL-21 5/15

Rev. OL-15 5/06

following material applies to the site-related, Category I structures, systems, and ponents.

.1 SEISMIC INPUT

.1.1 Design Response Spectra site design response spectra in compliance with Regulatory Guide 1.60 are trated in Figures 3.7-1 and 3.7-2, in both the horizontal and vertical directions for the 0 g safe shutdown earthquake (SSE). For the operating basis earthquake (OBE), the ign response spectra values are taken as 60 percent of the SSE. Section 2.5.2 and

-TOP-4A, Section 2.5, discuss the effects of focal and epicentral distances from the

, depths between the focus of the seismic disturbances and the site, existing thquake records, and the associated amplification of the response spectra.

0.48-second duration is considered to be adequate for the time-history type of lysis used for the structures and equipment.

design response spectra and earthquake time-histories are applied in the free field nish grade.

analysis of piping, Code Case N-411-1, Alternate Damping Values for Response ctra Analysis of Classes 1, 2, and 3 Piping,Section III, Division I, may be applied ject to the conditions imposed by the NRC staff in Regulatory Guide 1.84.

.1.1.1 Bases for Site Dependent Analysis tion 2.5.2 and BC-TOP-4A, Sections 2.4 and 2.5, describe the bases for specifying vibratory ground motion for design use.

.1.2 Design Time-History thetic earthquake time-histories were generated because the response spectra of orded earthquake motions do not necessarily envelop the site's design spectra.

ndard Plant FSAR Figures 3.7(B)-3 and 3.7(B)-4 show the synthetic earthquake e-history motions for the SSE in the horizontal and vertical directions, respectively.

ures 3.7-3 through 3.7-8 show that the 10-percent, 7-percent, and 5-percent damping ponse spectra of the site synthetic time-history in the horizontal and vertical directions elop the corresponding design spectra. Section 2.5.1 and BC-TOP-4A describes the eration of a typical synthetic earthquake time-history.

pical foundation-level, free-field acceleration response spectrum for the ESWS mphouse is presented in Figure 3.7-9. The curve overlies the 60-percent design ponse spectrum and reflects raising of the ground spectrum at affected frequencies.

3.7-1 Rev. OL-18 12/10

eeds the 60-percent design response spectrum in the regime of the fundamental de frequency (5.5 Hz), no adjustments were made to the ground spectrum.

nservative design seismic loads and floor response spectra are obtained by use of the puted foundation free-field response spectra and by broadening the floor response ctra by +/- 10 percent.

.1.3 Supporting Media for Seismic Category I Structures escription of the supporting media for site-related Category I structures is provided in tion 2.5.4. Figure 3.7-11 provides the free-field soil profile.

le 3.7-1 presents all site-related Category I structures and respective depths of soil or kfill deposits over bedrock.

.2 SEISMIC SYSTEM ANALYSIS

.2.1 Seismic Analysis Methods er to Standard Plant FSAR Section 3.7(B).2.1 and the following table and figures:

Table 3.7-2 which lists the method of analysis for the site-related Category I structures.

Figure 3.7-12 which shows the typical mathematical model for the ESWS pumphouse.

Figure 3.7-13 which shows the typical mathematical model for the UHS cooling tower.

.2.2 Natural Frequencies and Response Loads SSE and OBE fundamental mode frequencies in each global direction are presented able 3.7-3 for the ESWS pumphouse and in Table 3.7-4 for the UHS cooling tower.

mmary of response parameters determined by seismic analysis is provided in Table

-5 for the ESWS pumphouse and in Table 3.7-6 for the UHS cooling tower which pectively identify their characteristic responses.

ical floor response spectra are presented in Figure 3.7-14 for the ESWS pumphouse E and OBE) and if Figure 3.7-15 for the UHS cooling tower (SSE and OBE).

3.7-2 Rev. OL-18 12/10

er to Standard Plant FSAR Section 3.7(B).2.4 and Table 3.7-2 where foundation bedment depth below grade, minimum base dimension, and method of analysis are en. Refer to Standard Plant FSAR Section 3.7(B).2.4 for a description of the FLUSH e element method of analysis. Structures completely buried below grade (ESWS ctrical manholes, ESWS Supply Lines Yard Vault, and UHS discharge structures) ve with the ground motion as a single, lumped mass. To account for the inertial cts of the walls and slabs due to the ground motion, the mass of the walls and slabs multiplied by the site SSE and OBE. To account for the effects of soil pressures on walls due to the ground motion, additional soil pressures as a function of the site SSE OBE are applied to the walls (refer to Table 2.5-51). This procedure is conservative he design of buried structures. Since response spectra are not needed for equipment lification, finite element analysis is not performed.

3.7-3 Rev. OL-18 12/10

CATEGORY I STRUCTURES Approximate Average Average Depth Elev. of Bottom Elev. of Top of Soil Over ucture of Base Mat of Rock Rock (feet)

WS Pumphouse 1966'-4" 1946'-6" 19'-10" WS Electrical Manholes 1973'-5" 1938'-6" 34'-11" S Cooling Tower 1993'-0" 1939'-6" 53'-6" S Discharge Structures 1977'-0" 1934'-6" 42'-6" Rev. OL-13 5/03

CATEGORY I STRUCTURES Ratio of Approximate Approximate Embedment Foundation Minimum Depth to Embedment Base Minimum Method Depth Below Dimension Base of ucture Grade (feet) (feet) Dimension Analysis WS Pumphouse 33 86 0.384 1 WS Electrical Manholes 26 11 2.364 2 WS Supply Lines Yard lt 13 17 0.765 2 S Cooling Tower 7 117 0.060 1 S Discharge Structures 23 6 3.833 2 Finite-element method, FLUSH computer program.

Single lumped mass-spring method - structures are buried below grade.

Rev. OL-18 12/10

m/Direction SSE OBE rth-South 8.5 8.7 st-West 8.0 8.0 rtical 8.0 9.5 Rev. OL-13 5/03

m/Direction SSE OBE rth-South 5.5 5.7 st-West 5.2 5.3 rtical 8.1 9.7 Rev. OL-13 5/03

CALLAWAY - SA TABLE 3.7-5A SPECTRAL RESPONSE

SUMMARY

- ESWS PUMPHOUSE - 0.20G SSE REF. Figure 3.7-12 Rev. OL-13 5/03

CALLAWAY - SA TABLE 3.7-5B SPECTRAL RESPONSE

SUMMARY

- ESWS PUMPHOUSE - 0.12G OBE REF. Figure 3.7-12 Rev. OL-13 5/03

CALLAWAY - SA TABLE 3.7-6A SPECTRAL RESPONSE

SUMMARY

- UHS COOLING TOWER (SHELL) - 0.20G SSE REF. Figure 3.7-13B Rev. OL-13 5/03

CALLAWAY - SA TABLE 3.7-6B SPECTRAL RESPONSE

SUMMARY

- UHS COOLING TOWER (SHELL) - 0.12G OBE REF. Figure 3.7-13B Rev. OL-13 5/03

.4 OTHER SEISMIC CATEGORY I STRUCTURES essential service water system (ESWS) pumphouse, the ESWS pipes, the ESWS ctrical duct banks and manholes, ESWS supply lines yard vault, the ultimate heat sink S) cooling tower, and the UHS retention pond are the other Category I structures ated at the Callaway site which are not defined in the Standard Plant FSAR Section

.4.1.

.4.1 Description of the Structures

.4.1.1 Essential Service Water System (ESWS) Pumphouse ESWS pumphouse was designed for two units. It is a tornado-resistant, rectangular x 57 feet), conventionally reinforced concrete structure on a common foundation. The t 1 portion of the pumphouse contains two 100-percent-capacity ESWS pumps, ves, two self-cleaning strainers, two pump motors, two transformers, two motor trol centers, redundant HVAC, and piping. The Unit 2 portion of the pumphouse is sently being used as temporary office facilities. No permanent use of this facility is nned at this time. The operating floor is at Elevation 2000.0 feet. The roof slab vation is 2025.0 feet. A 59 x 72-foot apron slab is attached to the pumphouse and ends into the UHS retention pond. The pumphouse is of heavy shear wall struction with concrete slabs. Tornado-resistant missile shields protect the entrances exits of the ventilation system at the roof elevation and protect the doors at grade.

movable hatch covers are bolted down to prevent their movement in the horizontal vertical directions. Typical plans and sections are shown on Figures 3.8-1, 3.8-2, 3.8-3.

.4.1.2 Essential Service Water System (ESWS) Pipes dundant below-grade, 36-inch-diameter pipes carry cooling water from the ESWS mphouse to the Standard Power Block; redundant below-grade, 36-inch-diameter es return cooling water from the Standard Power Block to the ultimate heat sink (UHS) ling tower; and redundant, below-grade, 36-inch-diameter pipes return cooling water m the UHS cooling tower to the UHS retention pond. In addition, below-grade, ch-diameter pipes carry ESWS self-cleaning strainer backflush water from the ESWS mphouse to the ESWS 36-inch-diameter pipes. When not protected by concrete, they buried a minimum depth of 4.5 feet to resist the effects of tornado missiles and frost etration. Typical plans and sections are shown on Figures 3.8-4 through 3.8-7.

ing is carbon steel, polyethylene, or stainless steel. Carbon steel and stainless steel ng have welded joints except at interface with dissimilar piping materials, where ges are used. Polyethylene piping has fused joints, except at interfaces with nless steel piping, where flanges are used. Interfaces between buried stainless steel indoor carbon steel piping require the use of insulating flanges to isolate cathodic 3.8-1 Rev. OL-21 5/15

tected.

oints where the ESWS pipes enter structures, provision is made for flexible, erproof sleeves between the pipes and the structures (See Figure 3.8-8).

36-inch-diameter and 4-inch-diameter pipes are rigidly attached by embedment to UHS cooling tower and ESWS pumphouse, respectively, thereby not requiring erproof sleeves between the pipes and the structures (See Figure 3.8-9).

.4.1.3 Essential Service Water System (ESWS) Electrical Duct Banks and Manholes dundant, below-grade, reinforced concrete electrical duct banks housing electrical les which transmit the required power to the ESWS pumphouse and UHS cooling er from the Standard Power Block are provided. They are buried a minimum depth of feet to resist the effects of tornado missiles and frost penetration. Typical plans and tions are shown on Figures 3.8-4 through 3.8-7.

oints where the electrical duct banks enter structures, provisions are made for ible filler and waterstops (where required) between the duct banks and the structures e Figure 3.8-10).

dundant, reinforced concrete, tornado-resistant electrical manholes are provided to mit the pulling of electrical cables through the duct banks. Removable manhole ers are bolted down to prevent their movement in the horizontal and vertical ctions. Typical plans and sections are shown on Figure 3.8-11.

.4.1.4 Ultimate Heat Sink (UHS) Cooling Tower UHS cooling tower is a tornado-resistant, reinforced concrete structure. The cture consists of a 110 x 117-foot reinforced concrete base slab with top-of-slab vation 1997 feet which forms the collecting basin for the tower and supports the shear ls and perimeter missile shield. The perimeter missile shield protects the shear walls m tornado missiles and prevents tornado missiles from entering the fill areas of the ling tower. Exterior and interior reinforced concrete walls supported on the shear ls extend to Elevation 2080.25 feet. These walls divide the cooling tower into four s and support the interior reinforced concrete fill-support beams and the drift inator beams. These walls also provide support for the reinforced concrete fan ks (which support the fans, fan motors and gears, and fan stacks), and the tornado sile protection for the fan blades. The vertical tornado missile protection for the fan des consists of horizontal concrete missile shields at Elevation 2080.25 feet and steel m supported gratings and circular concrete slabs at Elevation 2069.5 feet over the blades. The circular, reinforced concrete slabs over the fan blades are 28 feet in meter and prevent vertical tornado missiles from entering the fan area. Gratings (2 1/

3.8-2 Rev. OL-21 5/15

siles) and protect the air outlets of the tower from tornado-generated debris. Plans sections are shown on Figures 3.8-12, 3.8-13, and 3.8-14.

ched to the UHS cooling tower are two tornado-resistant, reinforced concrete ctrical rooms which contain pipes, valves, and electrical equipment.

nado-resistant missile shields protect the entrances and exits of the ventilation tem at the roof elevation.

.4.1.5 Ultimate Heat Sink (UHS) Retention Pond and Auxiliary Structures UHS retention pond which contains water for the UHS cooling tower is an avation in existing and fill soils. The approximate dimensions of the pond at grade vation 1999.5 feet are 330 by 680 feet. The bottom of the pond Elevation is 1977.5 t, and the side slopes are 3 horizontal to 1 vertical. The side slopes are protected by ap from the surrounding grade elevation to Elevation 1987.5 feet. The target minal) UHS retention pond level is maintained between levels corresponding to the and high UHS water level alarms. Two submerged, reinforced concrete discharge ctures discharge water into the pond from the UHS cooling tower. A reinforced crete outlet structure is provided for outflow from the pond. A 14-inch-diameter,

-Category I make-up pipe provides normal make-up water manually for the pond.

ical plans and sections are shown on Figures 3.8-15, 3.8-16, and 3.8-17. Additional rmation is provided in Section 9.2.5.

.4.1.6 ESWS Supply Lines Yard Vault edundant, below-grade, reinforced concrete ESWS supply lines yard vault houses the sition of ESWS stainless steel piping to polyethylene piping. The ESWS supply lines d vault consists of two compartments, one for each train separated by reinforced crete. Watertight boot seals are installed in each penetration sleeve, and the gap ween the piping and the penetration sleeve is filled with RTV foam to seal the yard lt.

dundant, reinforced concrete, tornado resistant manholes are provided to permit pection and maintenance of the piping. Removable manhole covers are bolted down revent their movement in the horizontal and vertical directions. ESWS supply lines d vault plans and sections are shown on Figure 3.8-19.

.4.2 Applicable Codes, Standards, and Specifications nonstandard Category I structures at the site are designed in accordance with the es, standards, and specifications listed in Standard Plant FSAR Section 3.8.3.2, with exception of NRC Regulatory Guide 1.46 and BN-TOP-2, which are not applicable.

3.8-3 Rev. OL-21 5/15

iscussed in Appendix 3A.

a. NRC Regulatory Guide 1.27 - Ultimate Heat Sink for Nuclear Power Plants.
b. NRC Regulatory Guide 1.76 - Design Basis Tornado for Nuclear Power Plants.
c. NRC Regulatory Guide 1.59 - Design Basis Floods for Nuclear Power Plants.
d. Bechtel Power Corporation Topical Report, BC-TOP-3-A Tornado and Extreme Wind Design Criteria for Nuclear Power Plants, Revision 3, August 1974.

.4.3 Loads and Load Combinations loads and load combinations used in the design of all nonstandard egory I structures at the site other than the ESWS pipe are provided in the sections ow. The loads and load combinations used in the design of the ESWS pipe are vided in Standard Plant Section 3.9.3.

.4.3.1 Definitions following nomenclature and definition of terms apply to the design of the standard Category I structures. All the major loads to be encountered and/or to be tulated are listed. All the loads listed, however, are not necessarily applicable to all ctures and their elements. Loads and the applicable load combinations for which h structure is designed are dependent upon the conditions to which that particular cture is subjected. A full description of the loads and the analysis performed, for h structure, is given in Section 3.8.4.4.

Normal Loads Normal loads are those loads to be encountered during normal plant operation and shutdown. They include the following:

D= Dead loads or their related internal moments and forces, including any permanent equipment loads and hydrostatic loads.

3.8-4 Rev. OL-21 5/15

moveable equipment loads and other loads which vary with intensity and occurrence such as: floor area loads, moveable equipment loads, lateral earth pressure (Table 3.8-1 and Section 2.5.4.10), 100-year recurrence snowpack load (24 psf as defined in Section 2.4.2.3), wind-generated wave loads (Table 3.4-2 and Sections 2.4.3.6 and 2.4.5.3), loads from forces due to ice expansion (2.4 psf for 24 inches of ice with 5°F temperature rise per hour), loads for wind drag on the ice surface (24 psf at wind speeds of 40 mph), and all other live loads during plant operation (Table 3.8-1). Justification of the 100-year recurrence interval and the assumed temperature rise of 5°F per hour is discussed in the response to NRC Item 240.4C. The basis for wind speeds used in the computation of drag forces on the ice surface in the UHS pond is discussed in the response to NRC Item 240.5C. Determination of probable maximum wind is discussed in response to NRC Item 240.6C.

T= Thermal effects and loads during normal operating and shutdown conditions, based on the most critical transient or steady state condition.

R= Pipe reactions during normal operating or shutdown conditions, based on the most critical transient or steady state condition.

Severe Environmental Loads Severe environmental loads are those that could infrequently be encountered during the plant life. They include the following:

E= Loads generated by the Operating Basis Earthquake (OBE) as specified in section 2.5.2.11.

W= Loads generated by the design wind as specified in Section 3.3.1.

Extreme Environmental Loads Extreme environmental loads are those loads which are credible but are highly improbable. They include the following:

E'= Loads generated by the Safe Shutdown Earthquake (SSE) as specified in Section 2.5.2.10.

W= Loads generated by the Design Basis Tornado as specified in Standard Plant FSAR Section 3.3.2. They include loads due to tornado wind pressure, loads due to tornado-created differential pressures, and loads due to tornado-generated missiles.

3.8-5 Rev. OL-21 5/15

psf applied to the roofs of safety-related structures as specified in Section 2.4.2.3.

Other Definitions S= For concrete structures, S is the required section strength based on the Working Stress Design method and the allowable stresses defined in Section 8.10 of ACI 318-71.

For structural steel, S is the required section strength based on the elastic design method and the allowable stresses defined in Part 1 of the AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," February 12, 1969.

U= For concrete structures, U is the section strength required to resist design loads and based on methods described in ACI 318-71.

Y= For structural steel, Y is the section strength required to resist design loads and based on the plastic design method described in Part 2 of AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings", February 12, 1969.

.4.3.2 Load Combinations nonstandard Category I structures and components at the Callaway site, except for ESWS pipe, are designed to resist the load combinations given below. The ESWS es are designed to resist the load combinations given in Standard Plant Section 3.9.3.

Concrete Structures The load combinations, load factors, and required section strength, using both the working stress design method and the ultimate strength design method, are given in Table 3.8-2.

Steel Structures The load combinations, load factors, and required section strength, using both the elastic working stress design method and the plastic design method, are given in Table 3.8-3.

.4.3.3 Explanation of Load Combination Cases

a. Loading cases (1), (1a), and (1b) 3.8-6 Rev. OL-21 5/15

reactions.

b. Loading cases (2), (2a), (2b), (2b'), (3), (3a), (3b), (3b')

These cases include all loads which are expected to be applied during the normal plant operation, including the loads from thermal effects and pipe reactions, plus the loads from the design wind and OBE.

c. Loading cases (4) to (6)

These cases include events and the resulting loads which are highly improbable, such as the design tornado, the SSE, and the probable maximum winter precipitation in the form of snow.

ds resulting from postulated loss-of-coolant accident or the rupture of high energy es, including jet impingement and missile impact loads resulting from such incidents not applicable in the design of the nonstandard Category I structures.

.4.3.4 Specific Considerations

a. The mass considered in developing earthquake loading shall be only the mass contributing to dead loads and identifiable live loads.
b. In all loading cases, the live load is considered to vary from zero to the maximum specified value in determining the most critical loading condition.
c. For load cases including either earthquake or tornado loads, the live load (L) shall be limited to only that live load expected to be present when the plant is operating.

.4.3.5 Design Allowables applicable design allowables for the nonstandard Category I structures are the same hose discussed in Standard Plant FSAR Section 3.8.3.3.

.4.4 Design and Analysis Procedures design and analysis procedures for the nonstandard Category I structures are ilar to those discussed in Standard Plant FSAR Section 3.8.4.4.

following sections discuss, in greater detail, the procedures used for analyzing and igning the nonstandard Category I structures.

3.8-7 Rev. OL-21 5/15

ESWS pumphouse is supported on a concrete floor slab with integral footings at de and a forebay and apron slab 33 feet below grade and in the ultimate heat sink S) retention pond. All vertical loads are transferred to the floor, forebay, and apron bs through exterior walls, interior walls, and columns. All lateral loads are transferred he floor, forebay, and apron slabs by diaphragm action of the roof and floor slabs ch transfer loads to shear walls, and by beam action for walls not acting as shear ls. All lateral loads are transferred to the subgrade by friction. Typical connection ails between the walls and the slabs are shown in Figures 3.8-2 and 3.8-3. The forced concrete roof and floor slabs are analyzed and designed for vertical loads as

-way or two-way slabs supported by bearing walls, concrete columns, and concrete ms.

reinforced concrete interior and exterior walls are analyzed and designed for lateral ds as cantilevered, one-way or two-way slabs supported by the floor, forebay, apron, roof slabs. The forebay compartments within the UHS retention pond are analyzed designed to resist the effects of hydrostatic and hydrodynamic loads. The reinforced crete floor, forebay and apron slabs are analyzed and designed as rigid slabs resting an elastic foundation.

.4.4.2 Essential Service Water System Pipes er to Standard Plant Section 3.9.3.

.4.4.3 Essential Service Water System (ESWS) Electrical Duct Banks and Manholes reinforced concrete ESWS electrical duct banks are buried below grade. They are lyzed and designed as beams on elastic foundations for vertical loads. Differential vement between the duct banks and other Category I structures is considered in the lysis and design. Refer to Figure 3.8-10 for details.

ESWS electrical manholes are supported on base slabs. All vertical loads are sferred to the base slabs through exterior and interior walls. Since the manholes are izontally continuous frames below grade, all lateral loads on the walls are balanced ugh the walls as reactions from adjacent walls. The roof slab is bolted to the walls transfers lateral load to the walls through the bolts. Refer to Figure 3.8-11 for details.

.4.4.4 Ultimate Heat Sink (UHS) Cooling Tower UHS cooling tower is supported on a concrete base slab. All vertical loads are sferred to the base slab through exterior and interior walls. Part of the lateral load is sferred to the base slab through shear walls by diaphragm action of the roof slab for electrical rooms attached to the perimeter of the tower and the fan deck slab for the ling tower. The remaining part of the lateral load is transferred to the base slab 3.8-8 Rev. OL-21 5/15

erior and interior walls and the base slab are shown in Figures 3.8-13 and 3.8-14.

reinforced concrete missile protection at Elevation 2080.25 feet and 2069.5 feet for UHS cooling tower fans, the fan deck slabs at Elevation 2035.5 feet, the electrical m roof slabs, and other horizontally projecting slabs for missile protection are all lyzed and designed for vertical loads as cantilevered, one-way, or two-way slabs ported by bearing walls and structural steel beams. The reinforced concrete interior exterior walls are analyzed and designed for lateral loads as cantilevered, one-way, wo-way slabs supported by intersecting walls and beams and by the fan deck slabs base slabs. The structural steel beams supporting the reinforced concrete slabs at vation 2069.5 feet are analyzed and designed as composite sections.

interior reinforced concrete beams are analyzed and designed for lateral, vertical, axial loads. The reinforced concrete base slab is analyzed and designed as a rigid b resting on an elastic foundation. See Figures 3.8-12, 3.8-13, and 3.8-14 for details.

.4.4.5 Ultimate Heat Sink (UHS) Retention Pond and Ancillary Structures er to Section 9.2.5 for the procedures used for analyzing and designing the UHS ntion pond and ancillary structures.

two submerged, reinforced concrete discharge structures are supported on base bs. All vertical loads are transferred to the base slabs through the exterior walls. All ral loads are transferred to the base slabs by beam and shear wall action. All lateral ds are transferred to the subgrade by friction. The reinforced concrete wing and head ls are analyzed and designed for lateral loads as one-way or two-way slabs ported by the base slabs and intersecting walls. The reinforced concrete base slabs analyzed and designed as rigid slabs resting on elastic foundations. Refer to Figure

-18 for details.

reinforced concrete outlet structure is a slab on grade. All vertical loads are sferred from the slabs to the subgrade. All lateral loads from the slab are transferred he subgrade by friction. The base slab is analyzed and designed as a rigid slab ting on an elastic foundation. Typical details are shown in Figures 3.8-16, and 3.8-17.

.4.5 Structural Acceptance Criteria nonstandard Category I structures are designed for the structural acceptance criteria ned in Sections 3.8.4.2 and 3.8.4.3. The Category I essential service water pipes are igned to the criteria defined in Section 3.9.3.

3.8-9 Rev. OL-21 5/15

terials, quality control, and special construction techniques are discussed in Standard nt FSAR Section 3.8.4.6.

.4.7 Testing and Inservice Inspection Requirements nonstandard Category I structures are not directly related to the function of the tainment concept; hence, no testing or inservice surveillance is required.

essential service water system is tested and inspected in accordance with the codes cribed in Standard Plant FSAR Section 9.2.1.2.5.

.5 FOUNDATIONS

.5.1 Description of the Foundations foundations of all nonstandard Category I structures at the site consist of reinforced crete base slabs resting on Category I, granular structural fill, or undisturbed soil and k The arrangement of the structures and foundations is shown in Figures 3.8-1 ugh 3.8-4 and 3.8-11 through 3.8-18.

following sections provide descriptions of the foundations of the nonstandard egory I structures.

.5.1.1 Essential Service Water System (ESWS) Pumphouse rade, the ESWS pumphouse foundation consists of a 1-foot-6-inch thick reinforced crete floor slab spanning between 4-foot-thick and 3-foot-6-inch thick footings made gral with the floor slab and extending 3 feet 6 inches and 3 feet respectively, below de. The floor slab and integral footings are attached to the forebay walls which end to the below-grade portion of the foundation. Below grade, the ESWS mphouse foundation consists of a 3-foot-thick reinforced concrete forebay slab located feet below grade and an apron slab which varies in thickness. The apron slab vides a transition from the forebay slab to the bottom of the ultimate heat sink ntion pond. In plan, the combined area of the foundations forms a tangular-shaped foundation approximately 86 feet wide and 124 feet long. The eral arrangement and details of the ESWS pumphouse foundation are shown in ures 3.8-1, 3.8-2, and 3.8-3.

izontal shears, such as those that are seismically induced, are transferred to the grade foundation media by friction along the bottom of the floor slab in areas that are waterproofed and through the soil below the shear keys attached to the forebay and on slabs.

3.8-10 Rev. OL-21 5/15

foundation. Other equipment and piping are anchored to walls, roofs, or to platforms hored to the floor slab. Refer to Section 3.8.4.4.1 for a description of the anchorage nternal structures to the foundation.

.5.1.2 Essential Service Water System (ESWS) Electrical Manholes ESWS electrical manhole foundations consist of 2-foot-6-inch thick reinforced crete slabs below grade. The slabs are rectangular in shape and have varying ensions. Typical general arrangements and details of the ESWS electrical manholes shown in Figure 3.8-11.

nsfer of horizontal shears, such as those that are seismically induced, is by the walls he ESWS electrical manholes bearing against the soil which completely surrounds manholes. Electrical conduit within the manholes is anchored to the walls.

.5.1.3 Ultimate Heat Sink (UHS) Cooling Tower UHS cooling tower foundation consists of a 3-foot-6-inch thick reinforced concrete e slab 6 feet 6 inches below grade which is locally thickened to 6 feet near the imeter of the slab. In addition, 4-foot-thick reinforced concrete base slabs for the two ctrical rooms are attached integrally to opposite edges of the tower base slab. The ling tower base slab is rectangular in shape and is approximately 117 feet long and feet wide. The electrical room base slabs are rectangular in shape and are roximately 37 feet long and 15 feet wide. The long edges of the electrical rooms are ched to the short edges of the tower base slab. The general arrangement and details he UHS cooling tower foundation is shown in Figures 3.8-12, 3.8-13, and 3.8-14.

izontal shears, such as those that are seismically induced, are transferred to the egory I, granular structural fill by friction along the bottom of the foundation. There is waterproofing membrane provided on the horizontal surfaces between the foundation fill.

UHS cooling tower fill is anchored and supported by the cooling tower walls and ms. Equipment is rigidly attached to base slab and the fan deck slabs by means of hor bolts which transmit the equipment loads, including seismic lateral forces, to the ndation. Refer to Section 3.8.4.4.4 for a description of the anchorage of internal ctures to the foundation.

.5.1.4 Ancillary Structures for the Ultimate Heat Sink (UHS) discharge structure foundations consist of 1-foot-6-inch thick reinforced concrete bs 1 foot 6 inches below the bottom of the UHS retention pond. The slabs are ezoidal in shape, are 11 feet long, and have 12 foot and 6 foot parallel sides. The 3.8-11 Rev. OL-21 5/15

izontal shears, such as those that are seismically induced, are transferred to the grade foundation media by friction along the bottom of the foundations.

outlet structure foundation consists of a 7-1/2-inch thick reinforced concrete slab on de with shear keys at each end. The slab is rectangular in shape and is 34 feet long 18 feet wide. The general arrangement and details of the outlet structure foundation shown in Figures 3.8-16 and 3.8-17.

izontal shears, such as those that are seismically induced, are transferred to the grade foundation media by friction through the soil wedge behind the shear keys ched to the foundation.

.5.2 Applicable Codes, Standards, and Specifications licable codes, standards, and specifications are discussed in Section 3.8.4.2.

.5.3 Loads and Load Combinations ndation loads and loading combinations are discussed in Section 3.8.4.3.

.5.4 Design and Analysis Procedures foundations of these structures are analyzed, using well established methods based the general principles of engineering mechanics. Codes, standards, and cifications prescribed in Section 3.8.4.2 are used in the design and analysis of ctures and systems.

.5.5 Structural Acceptance Criteria foundations of these structures are designed to meet the structural acceptance eria described in Sections 3.8.4.2 and 3.8.4.3. The limiting conditions for the ndation medium, together with a comparison between actual capacity and estimated ctural loads, are found in Sections 2.5.4.10 and 2.5.4.11.

structures meet or exceed the factors of safety shown in Table 3.8-4 for the load binations for overturning, sliding, and flotation given in Table 3.8-4. Definitions of D, W, E' and W are found in Section 3.8.4.3.1. H is the lateral soil pressure, and F' is the yant force of the ground water which is assumed at grade. No live loads are included hese combinations to help resist overturning, sliding, and flotation.

3.8-12 Rev. OL-21 5/15

terials, quality control, and special construction techniques are discussed in Standard nt FSAR Section 3.8.5.6.

.5.7 Testing and Inservice Inspection Requirements ting and inservice inspection are not required for the foundations of these structures.

3.8-13 Rev. OL-21 5/15

ANALYSIS OF CATEGORY I STRUCTURES TABLE OF CONTENTS CHTEL MAP 152 GENERAL FULLY MIXED COOLING POND MODEL (GFULMIX)

SLOPE STABILITY ANALYSIS - ICES SLOPE TEGRATED SOFTWARE FOR STRUCTURAL ANALYSIS AND DESIGN (SAP2000)

ATTACHMENT PLATE ANALYSIS (APLAN) 3.8A-i Rev. OL-17p 11/10

Description ULMIX was developed to provide estimates of the temperature response of cooling ds to imposed heat loads. The program assumes that the pond is fully mixed for the re period of computation, therefore knowledge of the hydrodynamics of the pond is required. Meteorologic data are input at specified time points. Heat loads are input er as heat load per unit time or as flow rate with time varying temperature. The pond ssumed to have a constant surface area while its volume is reduced by the amount of d evaporation during each time step. Net inflows and outflows to the pond input at cified time points are accounted for in the pond volume computation. Pond perature, evaporation rate and volume, net inflow or outflow and imposed heat load s are output at specified time points.

Validation program was verified by a detailed check of the equations and assumptions used of the computer source code. Additionally, mechanical computations of simple blems were checked against program output. Program user's manual, verification ort, and theoretical manual are on file with Bechtel Data Processing.

Extent of Application program was used to determine the outlet temperature, natural and forced poration, and water volume for the ultimate heat sink retention pond under the umed condition of a LOCA.

Reference

1. Ryan, P.J., and Harleman, D.R.F., "An Analytical and Experimental Study of Transient Cooling Pond Behavior", Ralph M. Parsons Laboratory for Water Resources and Hydrodynamics, Report No. 161, January, 1973.
2. Edinger, J.E. and Geyer, J.E., "Heat Exchange in the Environment", The Johns Hopkins University, Cooling Water Studies for the Edison Electric Institute, Project No. 49, June 1, 1965.
3. Goff, J.A., and Gratch, S., "Low Pressure Properties of Water From - 160°F to 212°F". Trans. American Soc. Heating Ventilating Engrs., 52, 1946.
4. Thom, H. C. S., "New Distribution of Extreme Winds in the United States",

Journal of the Structural Division, ASCE, July 1968.

3.8A-i Rev. OL-18 12/10

March 1971.

6. Jirka, G. H., et al, "Mathematical Predictive Models for Cooling Lake Design", Part A-Model Development and Design Considerations, MIT Report No. 238, December 1978.
7. Jirka, G. H., "Thermal Structure of Cooling Ponds", presented at Waste Heat Management and Utilization Conf., Miami, December 4-6, 1978.

3.8A-2 Rev. OL-18 12/10

(by McDonnell Douglas Automation Company)

Description OPE utilizes the theory of equilibrium forces to determine the factor of safety against ing of any embankment. SLOPE contains the following methods of stability analysis:

Bishop method, B) Fellenius method and C) Morgenstern and Price method. The gram will locate the radius having minimum factor of safety at each of a specific set of centers. Alternatively, a search routine is provided that can be useful in locating the ter of radius of the critical trial failure surface. SLOPE also has the capability to oduce an earthquake loading.

Validation solutions to the problem have been verified to be substantially identical to the results ained by manual calculations. Document traceability is available at Bechtel rnational Corporation.

Extent of Application program was used to analyze all earth slopes for the Ultimate Heat Sink retention d.

3.8A-3 Rev. OL-18 12/10

(by Computers and Structures, Inc.)

Description P2000 is a general purpose finite element program which performs the static or amic, linear or nonlinear analysis of structural systems. It is a widely used program design of structures following AASHTO specifications, ACI and AISC building codes.

Validation solutions to example problems have been verified to be substantially identical to the ults obtained by manual calculations. The validation documentation is maintained by gent & Lundy, LLC.

Extent of Application the replacement of existing buried ESW carbon steel pipe with polyethylene and nless steel pipe, SAP2000 was used to calculate forces and moments for design of replacement polyethylene piping sections.

3.8A-4 Rev. OL-18 12/10

(Sargent & Lundy Program Number 03.7.282-2.0 Rev. 4)

Description chment Plate Analysis Program is a specialized Finite Element Analysis (FEA) tine that performs nonlinear analysis on anchor plates.

Validation solutions to example problems have been verified to be substantially identical to the ults obtained by use of the ADINA computer code. The validation documentation is ntained by Sargent & Lundy, LLC.

Extent of Application evaluation of pipe support anchorage on the ESW piping replacement, APLAN was d to determine anchor forces and plate bending stresses for use in qualifying heavily ded and/or complex base plate configurations.

3.8A-5 Rev. OL-18 12/10

irs and walkways 100 psf ting, floors, and platforms 100 psf (except in areas of heavier loads, which will govern) charge outside and adjacent to 250 psf vertical load or 8,000-pound surface walls wheel load converted to lateral equivalent load, whichever is governing; or railroad surcharge per AREA specification, where applicable.

lings 25 psf or 200 pounds applied in any direction at top of railing.

ncentrated load on slabs 5 kips to be so applied as to maximize be considered with dead load only) moment or shear. This load is not carried to columns.

ncentrated load on beams and girders 5 kips to be so applied as to maximize addition to all other loads) moment or shear. This load is not carried to columns.

und floor 250 psf Rev. OL-13 5/03

rking Stress Design Method S=D+L S=D+L+E S=D+L+W

) 1.3S = D + L + T + R

) 1.3S = D + L + T + R + E

) 1.3S = D + L + T + R + W h cases of "L" having its full value or being completely absent should be checked.

ength Design Method U = 1.4D + 1.7L U = 1.4D + 1.7L + 1.9E U = 1.4D + 1.7L + 1.7W

) U = 0.75 (1.4D + 1.7L + 1.7T + 1.7R)

) U = 0.75 (1.4D + 1.7L + 1.7T + 1.7R + 1.9E)

) U = 0.75 (1.4D + 1.7L + 1.7T + 1.7R + 1.7W) h cases of "L" having its full value or being completely absent should be checked with following combinations:

') U = 1.2D + 1.9E

') U = 1.2D + 1.7W ere soil and/or hydrostatic pressures are present, in addition to all the above binations where they have been included in L and D, respectively, the requirements ection 9.3.4 and 9.3.5 of ACI 318-71 should also be satisfied.

the following combinations, which represent extreme environmental conditions, the ngth design method should be used and the following load combinations should be sfied:

U = D + L + T + R + E' U=D+L+T+R+W U=D+L+T+R+N Rev. OL-13 5/03

stic Working Stress Design Method S=D+L S=D+L+E S=D+L+W

) 1.5S = D + L + T + R

) 1.5S = D + L + T + R + E

) 1.5S = D + L + T + R + W h cases of "L" having its full value or being completely absent should be checked in above combinations.

1.6S = D + L + T + R + E' 1.6S = D + L + T + R + W 1.6S = D + L + T + R + N stic Design Method Y = 1.7D + 1.7L Y = 1.7D + 1.7L + 1.7E Y = 1.7D + 1.7L + 1.7W

) Y = 1.3 (D + L + T + R)

) Y = 1.3 (D + L + E + T + R)

) Y = 1.3 (D + L + W + T + R) h cases of "L" having its full value or being completely absent should be checked in above combinations.

.90Y = D + L + T + R + E'

.90Y = D + L + T + R + W

.90Y = D + L + T + R + N Rev. OL-13 5/03

ding Combination Minimum Factor of Safety Overturning Sliding Flotation D+H+E 1.50 1.10 ---

D+H+W 1.50 1.10 ---

D + H + E' 1.50 1.10 ---

D+H+W 1.50 1.10 ---

D + F' --- --- 1.25 Rev. OL-13 5/03

s appendix briefly discusses the extent to which Union Electric conforms to NRC lished regulatory guides for the site related portions of Callaway Plant. The Standard nt FSAR Appendix 3A may refer to the Addendum Appendix 3A or the Union Electric erational Quality Assurance Manual (OQAM) for the specific regulatory commitment certain regulatory guides. However in cases where a reference is not made to the dendum Appendix 3A or the OQAM, the commitment is as stated in the Standard nt Appendix 3A and the same regulatory position is not repeated in the Addendum endix 3A or in the OQAM. The statement of specific regulatory commitment for the owing regulatory guides is located as indicated:

laway FSAR, Standard Plant - Regulatory Guides 1.1, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7, 1.9, 0, 1.11, 1.12, 1.13, 1.14, 1.15, 1.18, 1.20, 1.22, 1.24, 1.25, 1.26, 1.29, 1.31, 1.32, 4, 1.35, 1.36, 1.40, 1.41, 1.42, 1.43, 1.44, 1.45, 1.46, 1.47, 1.48, 1.49, 1.50, 1.51, 2, 1.53, 1.54, 1.55, 1.56, 1.57, 1.59, 1.60, 1.61, 1.62, 1.63, 1.65, 1.66, 1.67, 1.68, 8.1, 1.68.2, 1.69, 1.70, 1.71, 1.72, 1.73, 1.75, 1.76, 1.77, 1.78, 1.79, 1.80, 1.81, 1.82, 3, 1.84, 1.85, 1.87, 1.89, 1.90, 1.92, 1.93, 1.95, 1.96, 1.97, 1.98, 1.99, 1.100, 1.101, 02*, 1.103, 1.104, 1.105, 1.106, 1.107, 1.108, 1.110, 1.112, 1.115, 1.117, 1.118, 19, 1.120, 1.121, 1.122, 1.124, 1.126, 1.128, 1.129, 1.130, 1.131, 1.133, 1.136, 37, 1.139, 1.140, 1.141, 1.142, 1.143, 1.147, 1.150, 1.152, 1.155, 1.158, 1.160, 63, 1.181, 1.182, 1.187, and 1.195.

laway FSAR, Site Addendum - Regulatory Guides 1.17, 1.21, 1.23, 1.27, 1.59, 1.86, 1, 1.102*, 1.109, 1.111, 1.113, 1.114, 1.125, 1.127, 1.132, 1.134, 1.138, and 1.145.

on Electric Operational Quality Assurance Manual - Regulatory Guides 1.8, 1.28, 0, 1.33, 1.37, 1.38, 1.39, 1.58, 1.64, 1.74, 1.88, 1.94, 1.116, 1.123, 1.144, and 1.146.

rifications, alternatives, and exceptions to these guides are identified and justification resented or referenced. In the discussion of each guide, the sections or tables of the AR where more detailed information is presented are referenced. The referenced es provide a comparison of Union Electric's position to each regulatory position of tion C of the regulatory guides. All statements within the Regulatory Position Section of the Regulatory Guides are considered requirements unless a specific exception or ification has been committed to by Union Electric. This is true regardless of the lifier (i.e., "shall" or "should") which prefaces the statement. As regards to standards orsed by the Regulatory Guide, unless further qualified within the Regulatory Guide, all" statements denote requirements while "should" statements denote ommendations. A glossary of definitions is provided in the Quality Assurance cedures Manual.

Refer to both the Standard Plant and the Site Addendum for the Complete statement of regulatory commitment.

3.A-1 Rev. OL-21 5/15

uded as a part of the standard are either identified at the point of reference or are cribed in a special section of the standard. The specific applicability or acceptability hese listed standards, codes regulations or appendices is either covered in other cific areas in the FSAR or UE Operating QA Program (OQAP), including tables, or h documents are not considered as req.uirements, although they may be used as dance. When sections are referenced within a standard, it is understood that UE will ply with the referenced section as clarified.

GULATORY GUIDE 1.8 vision 1 Dated 9/75 For the position of Radiation Protection Manager only, in ordance with the Callaway Plant Technical Specifications.

sonnel Selection and Training CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.17 REVISION 1 DATED 6/73 tection of Nuclear Power Plants Against Industrial Sabotage CUSSION:

on Electric.s method of physical protection of its nuclear power plant against ustrial sabotage is defined in the Callaway Plant Security Plan.

GULATORY GUIDE 1.21 REVISION 1 DATED 6/74 asuring, Evaluating, and Reporting Radioactivity in Solid Wastes and Releases of dioactive Materials in Liquid and Gaseous Effluents from Light-Water-Cooled Nuclear wer Plants CUSSION:

Union Electric program for measuring, evaluating, and reporting radioactivity in solid stes and releases of radioactive materials in liquid and gaseous effluents from t-water-cooled nuclear power plants is described in the Callaway Plant Technical cifications, the Offsite Dose Calculation Manual, and the Process Control Program.

GULATORY GUIDE 1.23 REVISION 1 DATED 3/07 site Meteorological Monitoring Programs for Nuclear Power Plants 3.A-2 Rev. OL-21 5/15

complies with the recommendations of this regulatory guide, with the following eptions:

(a) The meteorological tower is not sited at the same elevation as finished plant grade as recommended in section 3 of the regulatory guide. Refer to Site Addendum Section 2.3.3.1.2 (b) The inspection frequencies for the tower guyed wires and anchors will be per the tower vendor recommendations in lieu of the recommendations provided in section 5 of the regulatory guide.

er to Site Addendum Section 2.3.3.1.1 through 2.3.3.1.7, which contain elements of a ded quality assurance program for meteorological monitoring, and Sections 2.3.4 ugh 2.3.5, which describe the methods for analyzing meteorological data.

GULATORY GUIDE 1.27 REVISION 2 DATED 1/76 mate Heat Sink for Nuclear Power Plants CUSSION:

er to Site Addendum Section 9.2.5 and Table 9.2-5.

GULATORY GUIDE 1.28 ality Assurance Program Requirements (Design and Construction)

CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.30 ality Assurance Requirements for the Installation, Inspection, and Testing of rumentation and Electronic Equipment (Safety Guide 30)

CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.33 ality Assurance Program Requirements (Operation) 3.A-3 Rev. OL-21 5/15

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.37 ality Assurance Requirements for Cleaning of Fluid Systems and Associated mponents of Water-Cooled Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.38 ality Assurance Requirements for Packaging, Shipping, Receiving, Storage, and ndling of Items for Water-Cooled Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.39 usekeeping Requirements for Water-Cooled Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.58 alification of Nuclear Power Plant Inspection, Examination, and Testing Personnel CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.59 REVISION 2 DATED 8/77 sign Basis Floods for Nuclear Power Plants CUSSION:

er to Site Addendum Section 3.4.

3.A-4 Rev. OL-21 5/15

ality Assurance Requirements for the Design of Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.74 ality Assurance Terms and Definitions CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.86 REVISION 0 DATED 6/74 mination of Operating Licenses for Nuclear Reactors CUSSION:

termination of the operating license and subsequent decommissioning of Callaway nt will be in accordance with regulations in effect at that time.

GULATORY GUIDE 1.88 lection, Storage, and Maintenance of Nuclear Power Plant Quality Assurance cords CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.91 REVISION 1 DATED 2/78 luation of Explosions Postulated to Occur on Transportion Routes near Nuclear wer Plants CUSSION:

er to Site Addendum Section 2.2.3.1 for a discussion of explosions near the plant GULATORY GUIDE 1.94 3.A-5 Rev. OL-21 5/15

CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.101 REVISION NA DATED NA ergency Planning for Nuclear Power Plants CUSSION:

s regulatory guide has been withdrawn.

GULATORY GUIDE 1.102 REVISION 1 DATED 9/76 od Protection for Nuclear Power Plants CUSSION:

er to Site Addendum Section 2.4.10 and 3.4 for a discussion offlood protection.

GULATORY GUIDE 1.109 REVISION 1 DATED 10/77 culation of Annual Doses to Man from Routine Releases of Reactor Effluents for the pose of Evaluating Compliance with 10 CFR Part 50, Appendix I CUSSION:

complied with the recommendations of this regulatory guide. Refer to Standard Plant apter 11 Historical data. Current methodology is maintained in the ODCM.

GULATORY GUIDE 1.111 REVISION 1 DATED 7/77 thods for Estimating Atmospheric Transport and Dispersion of Gaseous Effluents in utine Releases from Light-Water-Cooled Reactors CUSSION:

complies with the recommendations of this regulatory guide. Refer to Site dendum Section 2.3.

GULATORY GUIDE 1.113 REVISION 1 DATED 4/77 3.A-6 Rev. OL-21 5/15

CUSSION:

complies with the recommendations of this regulatory guide. Refer to Site dendum Section 2.4.

GULATORY GUIDE 1.114 REVISION 2 DATED 5/89 dance on Being Operator at the Controls of a Nuclear Power Plant CUSSION:

complies with the recommendations of this regulatory guide.

GULATORY GUIDE 1.116 ality Assurance Requirements for Installation, Inspection, and Testing of Mechanical ipment and Systems CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.123 ality Assurance Requirements for Control of Procurement of Items and Services for clear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.125 REVISION 1 DATED 10/78 sical Models for Design and Operation of Hydraulic Structures and Systems for clear Power Plants CUSSION:

physical models were used to predict the action or interaction of surface waters with ety-related structures or components located outside of containment. This Regulatory de does not apply to the Callaway Plant.

GULATORY GUIDE 1.127 REVISION 1 DATED 3/78 3.A-7 Rev. OL-21 5/15

CUSSION:

er to Site Addendum Section 2.4.11.6 for a discussion of this regulatory guide.

GULATORY GUIDE 1.132 REVISION 1 DATED 3/79 Investigations for Foundations of Nuclear Power Plants CUSSION:

er to Site Addendum Section 2.5.4 for a discussion of stability of subsurface materials foundations.

GULATORY GUIDE 1.134 REVISION 2 DATED 4/87 dical Certification and Monitoring of Personnel Requiring Operating Licenses CUSSION:

complies with the recommendations of this Regulatory Guide with the following ifications:

h regard to Section 5.4.2 of ANSI/ANS 3.4-1983 title Nose: UE shall instruct the dical consultant to ask the examinee whether they have the ability to detect common rs (such as coffee, pine oil, ammonia, peppermint, burning leaves/wood). If the minee answers "no", further follow-up will be made to determine if this is a qualifying condition.

h regard to Section 5.4.14 of ANSI/ANS 3.4-1983 titled Neurological: UE shall instruct medical consultant to ask the examinee a series of questions which relate to his/her ity to effectively use their fingers, hands, arms, shoulders and upper back. If the minee answers "yes" to any of these questions, further follow-up will be made to ermine if he/she can operate controls as required.

GULATORY GUIDE 1.138 REVISION 0 DATED 4/78 oratory Investigations of Soils for Engineering Analysis and Design of Nuclear Power nts CUSSION:

er to Site Addendum Section 2.5.4 for a discussion on engineering analysis of surface materials.

3.A-8 Rev. OL-21 5/15

iting of Quality Assurance Programs for Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.145 ospheric Dispersion Models for Potential Accident Consequence Assessments at clear Power Plants CUSSION:

complies with the recommendations described in the Draft Regulatory Guide 1.XXX 78). Refer to Site Addendum Section 2.3.4.2.1 for a discussion of short-term diffusion mates.

GULATORY GUIDE 1.146 alification of Quality Assurance Program Audit Personnel for Nuclear Power Plants CUSSION:

er to the Union Electric Company Operational Quality Assurance Manual.

GULATORY GUIDE 1.160 REVISION 2 DATED 3/97 nitoring the Effectiveness of Maintenance at Nuclear Power Plants CUSSION:

er to Appendix 3A of the Standard Plant FSAR.

3.A-9 Rev. OL-21 5/15

Retrieved from "https://kanterella.com/w/index.php?title=ML21194A309&oldid=3414950"