ML20041G416

Engineering Data Compilation for Wolf Creek Lake

ML20041G416
Person / Time
Site:	Wolf Creek
Issue date:	04/03/1981
From:	SARGENT & LUNDY, INC.
To:
Shared Package
ML20041G411	List: ML20041G410 ML20041G412 ML20041G415 ML20041G416 ML20041G420
References
SL-3830, SL-3830-01, SL-3830-1, NUDOCS 8203220235
Download: ML20041G416 (50)

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S A H G ENT bl* Ici?NDY ENGINEEHf$ FOJNDEDBf FR E DE RrC E SARGENT 4 8 fdl 55 E AST MONROE STREET CHICAGO.lLLINOIS 60603 TELEpwoNE 312-t 69 2000 C ARL E ADDRESS - S ARLUN CHICAGO JOH N M. M C L AUGHLIN P A fe T fel R m. n.. nu April 3,1981 Mr. M. L. Johnson, Manager Nuclear Plant Engineering Kansas Gas and Electric Company P. O. Ilox 208 201 North Market Street Wichita, Kansas 67201

Dear Mr. Johnson:

Enclosed are 12 copics of the following report: Report SL-3830 Engineering Data Compilation for Wolf Creek Lake Wolf Creek Generating Station The purpose of the report is to comply with the National Dam Inspection Act re-quirement for the compilation of engineering data for the Phase I investigation of dams and related structures. This report presents the data for the Wolf Creek main dam, saddle dams, baffle dikes, ultimate heat sink dam, ultimate heat sink, spillways, and low-level outlet works. l Very truly yours, . M. McLaughlif l Manager l Structural Department JMM/RDN/rg Enclosures Copics: D. Crawford (1/1) P. J. Conroy (1/1) 1 \\ @@Mf

_ - -=. i I !I ENGINEERING DATA COMPILATION g FOR WOLF CREEK LAKE WOLF CREEK GENERATING STATION !I

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iI REPORT PREPARED FOR l KANSAS GAS & ELECTRIC COMPANY AND I KANSAS CITY POWER & LIGHT COMPANY I 'I I REPORT SL-3830 APRIL 3.1981

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TABLE OF CONTENTS 04-03-81 I PAGE

1.0 INTRODUCTION

1 1.1 Purpose of the Report i 1.2 Purpose of the Project 1 2.0 BASIC PROJECT DATA 2 2.1 Ilydrologic and Ilydraulic Data 2 2.1.1 Climate 2 2.1.2 Cooling Lake 3 2.1.3 Flood Data 4 2.1.4 Drought and Low-Water Information 5 2.1.5 Spillways 5 2.1.6 Plant Site 5 2.1.7 Ultimate IIcat Sink 5 2.1.8 Low-Level Outlet Works and Blowdown 6 2.2 Geotechnical Data S 2.2.1 Soil and Rock Investigation 6 I 2.2.1.1 Subsurface Investigation 6 2.2.1.2 Testing 7 2.2.2 Seismology 8 2.3 Structural Data 8 2.3.1 Service Spillway 8 2.3.2 Low-Level Outlet Works 8 2.4 Mechanical Data 8 2.5 Electrical Data 9 3.0 COOLING LAKE AND ASSOCIATED STRUCTURES 11 3.1 General Description 11 ii SL-3830

I I ~ 04-03-81 PAGE 3.2 Main Dam 11 3.2.1 Ilydrologic and Ilydraulie Design 11 3.2.1.1 Design Criteria 11 3.2.1.2 Design and Analysis 12 3.2.1.2.1 Main Dam 12 3.2.1.2.2 Probable Maximum Flood 12 3.2.1.2.2.1 Probable Maximum Precipitation 12 3.2.1.2.2.2 Precipitation Losses 12 3.2.1.2.2.3 Runoff Model 13 3.2.1.2.2.4 Probable Maximum Flood Flow 14 3.2.1.2.3 Lake Water Level Determinations 15 3.2.1.2.4 Coincident Wind Wave Activity 16 3.2.1.3 Reference Drawings 17 3.2.2 Geotechnical Design 17 3.2.2.1 Design Criteria 17 3.2.2.1.1 Dam Geometry 17 3.2.2.1.2 Soils 18 3.2.2.1.3 Filter Material 18 3.2.2.1.3.1 Gradation 18 3.2.2.1.3.2 Thickness 20 3.2.2.1.4 Riprap Material 20 3.2.2.1.5 Compaction 20 3.2.2.1.6 Safety Factors - Stability Analysis 21 3.2.2.2 Geotechnical Data 21 3.2.2.3 Design and Analysis 21 3.2.2.3.1 Filter and Riprap Material 21 3.2.2.3.2 Crest Width 23 3.2.2.3.3 Slope Stability Analysis 24 3.2.2.3.3.1 Shear Strength of Materials 24 3.2.2.3.3.2 Stability Analysis 24 3.2.2.3.3.2.1 Design Data and Assumptions 24 iii SL-3830

04-03-81 PAGE 3.2.2.3.4 Settlement 26 3.2.2.3.5 Camber 26 3.2.2.3.6 Scepage Control 27 3.2.2.3.7 Solution and Weathering 28 3.2.2.3.8 Liquefaction Potential 29 3.2.2.4 Instrumentation and Monitoring Program 29 3.2.2.4.1 Settlement and Monitoring Points 30 3.2.2.4.2 Ilorizontal Movement 30 3.2.2.4.3 Piezometers 31 3.2.2.5 Reference Drawings 31 3.3 Saddle Dams 32 3.3.1 Geotechnical Design 32 'I 3.3.1.1 Design Criteria 32 3.3.1.1.1 Dam Geometry 32 3.3.1.1.2 Soils and Filter Materials 33 3.3.1.1.3 Riprap Material 33 3.3.1.1.4 Compaction and Safety Factors 33 3.3.1.2 Geotechnical Data 33 3.3.1.3 Design and Analysis 33 3.3.1.3.1 Filter and Riprap Material, Crest Width, and l Stability Analysis 33 l 3.3.1.3.2 Settlement and Camber 34 3.3.1.3.3 Seepage Control 34 i 3.3.1.4 Instrumentation and Monitoring Program 34 3.4 Baffle Dikes 35 3.4.1 Geotechnical Design 35 3.4.1.1 Design Criteria 35 3.4.1.1.1 Dam Geometry 35 j 3.4.1.1.2 Soils and Filter Material 35 1 3.4.1.1.3 Riprap Material 35 3.4.1.1.4 Compaction and Safety Factors 35 l l iv SL-3830 1

04-03-81 PAGE 3.4.1.2 Geotechnical Data 35 3.4.1.3 Design and Analysis 36 3.4.1.3.1 Filter and Riprap Material, Crest Width, and Slope Stability Analysis 36 3.4.1.3.2 Settlement and Camber 37 3.4.1.3.3 Scepage Control 37 3.4.1.4 Instrumentation and Monitoring Program 37 3.5 UllS Dam and UllS 37 l 3.5.1 flydrologic and liydraulic Design 37 l 3.5.2 Geotechnical Design 38 ( 3.6 Service and Auxiliary Spillways 38 6 3.6.1 flydrologic and liydraulic Design 38 3.6.2 Structural Design 38 3.7 Low-Level Outlet Works and Blowdown Structure 38 3.7.1 Ilydrologic and flydraulic Design 38 3.7.1.1 Design Criteria 38 i 3.7.1.2 Design and Analysis 39 (g E 3.7.1.3 Reference Drawings 39 l 3.7.2 Mechanical Design 40 3.7.2.1 Design Criteria 40 3.7.2.2 Mechanical Data 40 3.7.2.3 Design and Analysis 40 3.7.2.3.1 Summary of Design 40 3.7.2.3.2 Reference Drawings 43 3.7.3 Electrical Design 43 3.7.3.1 Design Criteria 43 I 3.7.3.2 Electrical Data 43 3.7.3.3 Design and Analysis 43 3.7.3.3.1 Summary of Design 43 3.7.3.3.2 Reference Drawings 44 l v SL-3830

04-03-81 PAGE 3.7.4 Structural Design 46 3.7.4.1 Design Criteria 46 3.7.4.2 Materials and Allowable Stresses 47 3.7.4.3 Design and Analysis 47 3.7.4.3.1 Intake Structure 47 3.7.4.3.2 Upstream Conduit 47 3.7.4.3.3 Valve Chamber 48 3.7.4.3.4 Downstream Tunnel 48 3.7.4.3.5 Outlet Structure 50 3.7.4.3.6 Stilling Basin 50 3.7.4.4 Reference Drawingr 52

4.0 REFERENCES

54 APPENDICES Appendix A - Functional Description for the Cooling Lake Makeup Water and Blow-down System (Blowdown Portion)(FD-WL-01-WC) Appendix B - Mechanical and Electrical Vendor Drawing List Appendix C - Description of Computer Programs Referenced in the Report BlSIIOP SEEPAGE SLOPE SPRAT WASP 77 I vi SL-3830

I I LIST OF T A BL ES 04-03-81 3-1 Probable Maximum Precipitation Monthly and All-Season liigh Depth Duration I Data 3-2 Probable Maximum Precipitation Storm Distribution 3-3 Comparison of Unit liydrograph Parameters for Wolf Creek, John Redmond, and Cedar Point Projects 3-4 Unit flydrograph Parameters for Pre-and Post-Project Conditions 3-5 Input to SPF and PMF liydrograph Computations 3-6 Required Safety Factors: Slopc Stability Analysis, Noncategory I Structures 3-7 Soil Parameters for Stability Analysis - Main Dam 3-8 Characteristics of Onsite Aggregate Sources 3-9 Results of Strength Tests on Remolded Samples - Main Dam 3-10 Results of Slope Stability Analyses for Main Dam 3-11 Results of Consolidation Tests on Undisturbed and Recompacted Soil Samples 3-12 Schedule of Measurements for Main Dam, Saddle Dams, and Baffle Dikes 3-13 Upstream Conduit Analysis 3-14 Valve Chamber Moments 3-15 Valve Chamber Compressive Forces 3-16 Downstream Tunnel Design Moments 3-17 Downstream Tunnel Compressive Forces 3-18 Downstream Tunnel llydrostatic Moments I vil SL-3830 I

LIST OF E X il l lllT S 04-03-81 1-1 General Arrangement 3-1 Cooling Lake Area - Capacity Curves 3-2 PMP Storm Distribution 3-3 Subdivision of Wolf Creek Watershed for Unit Ilydrograph Derivation 3-4 1-ilour Unit flydrograph Under Natural Conditions 3-5 100-Year and PMF llydrograph Under Natural Conditions 3-6 1-ilour Unit flydrograph for Sub-Basin Drainage Areas 3-7 PMF liydrographs (Modified Conditions) 3-8 100-Year and Standard Flood llydrographs (Modified Conditions) 3-9 Service Spillway Plans 3-10 Spillway Rating Curve 3-11 Lake Water Level Variation with Time from Flood Routing Analysis 3-12 Effective Fetch at Dam Location 3-13 Proposed Borrow Areas 3-14 Slope Stability Analysis, Main Dam, End of Construction 3-15 Slope Stability Analysis, Main Dam, Steady-State Conditions 3-16 Slope Stability Analysis, Main Dam, Rapid Drawdown 3-17 Slope Stability Analysis, Baffle Dike with Rock Core, Rapid Drawdown 3-18 Stilling Basin 3-19 Low-Level Outlet Works and Blowdown Structure viii SL-3830

SARGENT & LUNDY E N GIN E E RS CillCAGO 04-03-81 ENGINEERING DATA COMPILATION FOR WOLF CREEK LAKE WOLF CREEK GENERATING STATION K ANSAS GAS & ELECTRIC COMPANY-AND KANSAS CITY POWER & LIGHT COM PANY I

1.0 INTRODUCTION

1.1 Purpose of the Report The National Dam Inspection Act, Public Law 92-367, dated August 8,1972, autho-rized the Secretary of the Army, through the Corps of Engineers, to initiate a safety inspection program for dams throughout the United States. According to the recom-mended guidelines issued by the Chief of Engineers pursuant to that authority, Phase I investigations of the program consist of a visual inspection of the dam, abutments, and critical appurtenant structures, and a review of readily available engineering data I (Reference 1). To facilitate a review of the pertinent engineering data for the Wolf Creek cooling lake dam, this report presents the data related to the Wolf Creek cooling lake and the associated structures: the main dam and saddle dams, the baffle dikes, the Ultimate IIcat Sink (UIIS) dam and the UHS, the spillways, and the low-level outlet works. The cooling lake and the associated structures were built to supply the cooling water to Wolf Creek Generating Station (WCGS). This report supplies engineering data for Phase I investigations of the National Dam Inspection Act. I 1.2 Purpose of the Project The Wolf Creek cooling lake supplies cooling water to the WCGS. The lake is formed I by a main dam across Wolf Creek and five saddle dams along the periphery of the lake. The heated discharge water from the plant is cooled during circulation in the cooling lake. A long cooling path is provided by baffle dikes and cooling water 1 i channels (Exhibit 1-1). l l PROJECT 4788-02 SL-3830 I

I SARGENT & LUNDY I NGIN E E RS CillCAGO 04-03-81 I 2.0 BASIC PROJECT DATA A summary of the information related to the WCGS is given below: Owner: Kansas Gas & Electric Company (KG&E); Kansas City Power & Light Company (KCPL) Type of Station: Nuclear Number of Units: One (with provision for a future second unit of similar size) Rated Capacity: 1150 MWe each unit Location: Approximately 3.5 miles northeast of Burlington, Kansas, in Coffey County I The basic project data used in the analysis and evaluation of the design and perfor-mance of various structures are as follows. 2.1 Ilydrologic and Hydraulic Data 2.1.1 Climate The site is located in cast central Kansas, an area with a distinctly continental cli-mate and characteristically changeable temperature and precipitation. a. Temperature Burlington, Kansas, has recorded a high temperature of 117* F and a low of -27 F. Kansas normally has 60 to 70 days each year with temperatures over 90 F and about 110 freezing days each year. The mean temperatures range from 80 F July through August to 32 F in January. b. Precipitation Precipitation is moderate (38 inches annually) and is distributed throughout the year, although 70% of the total annual precipitation occurs between April and September. Annual average snowfall in Burlington is 15 inches, with the greatest amount occurring in February. SL-3830

SARGENT & LUNDY W E N GIN E E R5 Cil! CACO 04-03-81 c. Wind The greatest wind movements occur in March and April, and are usually from the south. A wind velocity of 45 mph is the highest velocity that can be expected for a duration of 1 hour. d. Evaporation The average annual evaporation in the general area is 45 inches. 2.1.2 Cooling Lake

Purpose:

To supply cooling water to the WCGS Drainage area above main dam: 27.4 mi Type of dam: Earth dam IIcight of main dam at the Wolf Creek channel: 100 ft Significant wave runup elevation at main dam, with 40 mph over-land wind superimposed on Probable Maximum Flood (PMF) pool elevation: 1999 ft Average annual inflow into Wolf Creek at the site: 18 cfs Probable maximum precipitation: 30.3 in. in 24 hours Sedimentation: About 1% of the capacity of the lake at Normal Operating Level (NOL) over a 40-year design life SL-3830 9

I SARCI:NT & LUNDY F NCIN E E RS ClilCAGO 04-03-81 Elevation (ft) Area Storage Feature SNUPPS* (acres) (acre-f t ) Top of Dam 2000.0 I Maximum flood pool (PMF with antecedent Standard Project Flood, SPF) 1995.0 6355 156,860 Service spillway crest 1988.0 5248 116,370 Auxiliary spillway crest 1990.5 5590 129,960 NOL 1987.0 5090 111,280 2.1.3 Flood Data Peak discharge of PMF without SPF (before lake is built) 40,880 cfs Peak inflow of PMF into the lake (after lake is built) 82,090 cfs Peak inflow of 100-year flood (after lake is built) 20,770 cfs Peak outilow after routing the PMF with antecedent SPF a. Over service spillway 7,320 cfs I b. Over auxiliary spillway 15,530 cfs c. Total 22,850 cfs Peak outflow after routing 100-year flood (after lake is filled) 830 efs 1 (

• A plant coordinate system called SNUPPS is used. The following is the conversion l

from SNUPPS to USGS: SNUPPS elevation = USGS elevation + 900 ft SNUPPS E 100,000 = E 2,807,250 of state plane coordinate system SNUPPS N 100,000 = N 584,670 of state plane coordinate system E 100,000, N 100,000 is the center of reactor for Unit 1. The above coordinates are in "fect" units. SL-3830

SARGENT & LUNDY E N GIN E E R5 CHICAGO 04-03-81 I PMF pool elevation 1,995.0 ft 100-year flood pool elevation 1,989.8 ft 50-year flood pool elevation 1,989.6 ft 2.1.4 Drought and Low-Water Information IIistoric drought period (estimated to be of 50-year recurrence interval) 1952-1957 Lakt drawdown elevation (i unio 1,985.0 f t (2 units) 1,976.0 ft Design low-water level for equipment design criteria 1,975.0 ft 2.1.5 Spillways Service spillway - uncontrolled concrete ogee crest, semi-circular in plan Location East abutment Spillway crest length 100 ft Auxiliary spillway - trapezoidal, open-cut type I Location About 1,500 ft east of the service spillway Length of the crest 500 ft 2.1.6 Plant Site Plant grade elevation 1,999.5 ft Plant floor elevation 2,000.0 ft l 2.1.7 Ultimate IIeat Sink Type Submerged pond in one finger of the cooling lake Elevation of crest 1,970.0 ft Design bottom elevation 1,965.0 ft SL-3830

SARGENT A LUNDY E N GIN E E R S CillCAGO 04-03-81 Initial capacity at 1,970.0 ft 455.0 acre ft Area at 1,970.0 ft 100.7 acres 2.1.8 Low-Level Outlet Works and Blowdown Location Near west abutment of main dam Outlet main line diameter 5 ft biowdown branch line diameter 30 in. Outlet main line discharge at lake elevation 1,987.0 ft 645 cfs Design blowdown branch line discharge 0 to 60 cfs 2.2 Geotechnical Data 2.2.1 Soil and Rock Investigation 2.2.1.1 Subsurface Investigation The foundation conditions underlying the water-control structures were investigated by detailed subsurface investigations consisting of borings, test pits, and geophysical surveys. The results of the subsurface investigation, which was performed by Dames & Moore (D&M), can be found in the following "Geotechnical Investigation" reports prepared by D&M: Report Date of Report 1. Proposed Cooling Lake February 19, 1976 2. On-Site Rock Quarry Areas June C,1976 3. Proposed Saddle Dams I through VI June 17,1976 4. Alternate Baffle Dikes A&B and Alternate Channels July 1,1976 5. Soil Borrow Materials July 6,1976 6. Main Dam & Service Spillway Foundations September 20,1976 SL-3830

SARGENT & LUNDY LNCINEER5 CillCACO 04-03-81 Report Date of Report 7. Category I Pond & Dam Ultimate IIcat Sink October 15,1976 8. Propcsed On-Site Toronto Rock Quarry July 21,1977 9. ESWS Pipelines, Pumphouse, and Discharge Structures August 12,1977 I In general, the subsurface soils encountered are c.'ayey in nature and are underlaid by shallow rock. 2.2.1.2 Testing The testing of soils which are used as embankment material and which are obtained from the borrow areas was performed by D&M. The following is a list of tests con-ducted on borrow soils available from various parts of the project area: a. Moisture Content b. Atterberg Limits c. Particle Size Analysis d. Specific Gravity e. Compaction f. Triaxial Compression Tests 1. Consolidated-Undrained (CU) 2. Unconsolidated-Undrained (UU) g. Swell Test h. Consolidation i. Permeability l l j. Dispersive Soil Test k. Resonant Column Test 1. Stress-and Strain-Controlled Dynamic Tests SL-3830

SARGENT & LUNDY E NGIN E E RS CHICACO 04-03-81 The descriptions and results of these tests can be found in the D&M reports listed in Subsection 2.2.1.1. A brief discussion of testing is included in Subsection 2.5.5 of the Final Safety Analysis Report (FSAR). 2.2.2 Seismology Details of the seismological investigation performed for the project are given in Subsection 2.5.2 of the FSAR. 2.3 Structural Data 2.3.1 Service Spillway The service spillway is an uncontrolled concrete ogee crest, semi-circular in plan, located near the east abutment of the main dam, with a crest length of 100 feet. The 30-foot wide trough section, consisting of a base slab and two side retaining walls, is about 810 feet in length, culminating in a stilling basin section. The service spillway, in conjunction with the auxiliary spillway, was designed to discharge the probable maximum flood with an antecedent SPF. Section 3.6 of this report gives more detailed data on material, allowable stresses, and the analysis and design of the spillways. 2.3.2 Low-Level Outlet Works The low-level outlet works located near the west abutment of the main dam has a 220-foot length of 5-foot diameter outlet pipe encased in concrete, with the intake i structure at one end and the valve chamber at the other. Downstream of the valve l l chamber, the outlet pipe is about 250 feet in length and is housed in an inverted U-shaped concrete tunnel section, with a stilling basin at the discharge. Section 3.7 of this report describes the design criteria, allowable stresses, analysis, and design 1 approaches in more detail. I 2.4 Mechanical Data l l The low-level outlet works in the nain dam conveys water through the dam from the 1 SL-3830

SARGliNT & LUNDY f NGIN E E RS CHICAGO 04-03-81 cooling lake to the toe of the dam. The mechanical system is comprised of 60-inch I (main line) and 30-inch (branch line) size piping with the following piping components: a. Two 60-inch size, motor-operated butterfly valves. b. One 30-inch size, motor-operated butterfly valve. c. One 60-inch size motor-operated free discharge valve. d. One 18-inch size motor-operated free discharge valve. e. Two 20-inch size access manholes. f. One 30-inch size vent line, with motor-operated butterfly valve. g. One 6-inch size fill connection, with manually operated globe valve, h. Emergency gate at intake. i. Temperature, valve position, and pressure instrumentation. The main line piping is anchored at the end of the concrete-encased portion near the center of the dam; sliding supports are provided to allow for pipe expansion to the main line within the tunnel. Ventilation is provided for the low-level outlet works and blowdown structure tunnel and control house; the control house is also heated during the winter. Details of the mechanical systems associated with the low-level outlet works and blowdown structure are given in the " Functional Description for the Cooling Lake Makeup Water and Blowdown System (Blowdown Portion)(FD-WL-01-WC)"(see Appendix A). 2.5 Electrical Data Three-phase power is supplied to the low-level outlet works (valve house and tunnel) at 480 volts from KG&E's rural distribution system. A motor-control center in the blowdown structure distributes power to valves and other auxiliaries at the low-level outlet works and blowdown structure. A local control panel is provided in the valve house to control mechanical equipment. In addition, valves may be operated remotely from the main control room of WCGS through a supervisory control system. SL-3830 !I

i 1 I SARGENT & LUNDY E N CIN E E R5 Cil! CACO 04-03-81 i l No backup power for electrical controls is provided; malfunction or failure of any electrical distribution or control system in the low-level outlet works and blowdown structure will not compromise the safety of Wolf Creek Dam. None of the mechanical systems or equipment at the low-level outlet works and blowdown structure is dependent upon electrical power for their intended operation relative to safety. Electrical control and instrumentation are described in " Functional Description for the Cooling Lake Makeup Water and Blowdown System (Blowdown Portion) (FD-WL-01-WC)" (Appendix A). I I I I SL-3830

SARGENT A LUNDY E N GIN E E RS CHICACO 04-03-81 3.0 COOLING LAKE AND ASSOCIATED STRUCTURES 3.1 General Description The cooling lake is designed to supply cooling water for two units, each having an installed capacity of 1150 megawatts. Precipitation over the lake and its drainage basin constitute part of the water supply to the lake. Additional makeup water will be pumped from the Neosho River downstream of the John Redmond Reservoir and discharged into the lake. The makeup to the lake will vary from 0 to 120 cfs, with an annual average rate of 41 efs. Baffle dikes and channels are provided to increase the travel time of the cooling water from the discharge point to the circulating water screenhouse intake. The cooling lake has a storage capacity of 111,280 acre-ft and a surface area of 5,090 acres at the normal operating level of 1,987 feet. Exhibit 3-1 shows the lake area capacity curves as a function of elevation derived from the topographic map of the area. 3.2 Main Dam 3.2.1 flydrologic and Ilydraulic Design 3.2.1.1 Design Criteria a. The main dam is designed as a stable structure to contain the Wolf Creek cooling lake under all operating conditions. b. The main dam is designed to prevent overtopping such that sufficient freeboard is available above the lake water level, which is obtained by routing the spillway design flood over the spillways. c. The freeboard is determined by the wave runup due to 40 mph overland wind over the PMF level of the lake. I SL-3830

SARGENT & LUNDY W L NGIN E E R$ CillCACO I 04-03-81 d. Riprap on the upstream slopes is provided for waves due to 50 mph overland wind. 3.2.1.2 Design and Analysis The development of the PMF, which is used as the spillway design flood (SDF), the associated water levels in the cooling lake, and the determination of the freeboard are outlined as follows. 3.2.1.2.1 Main Dam The cooling lake was formed by constructing a main earth dam across Wolf Creek and saddle dams along the periphery of the lake. The main dam has a maximum height of about 100 feet above the creek bed and is approximately 12,260 feet in length. The crests of the main dam and the saddle dams are at an elevation of 2,000 feet to provide sufficient freeboard and prevent overtopping of the dam by the PMF and wind-generated wave action. Riprap is provided on the upstream slopes for erosion protection against wind waves. The downstream slope and the toe of the main dam are protected against tailwater effects by riprap. 3.2.1.2.2 Probable Maximum Flood (PMF) 3.2.1.2.2.1 Probable Maximum Precipitation (PMP) 2 The seasonal PMP over the 27.4 mi drainage area of Wolf Creek was obtained from U.S. Weather Bureau Technical Publication Number 33 and is shown in Table 3-1. The precipitation data for the month of July are the most critical and are equal to the all-season high values. The PMP distribution is shown in Table 3-2 and Exhibit 3-2. To maximize the runoff for design considerations, the hourly rainfall distribution used was based on U.S. Army Corps of Engineers procedures (Reference 3), and is presented in Table 3-2. 3.2.1.2.2.2 Precipitation Losses The topsoil in the Wolf Creek watershed is clay loam. The U.S. Army Corps of Engi-neers studied the hydrology of the Neosho River Basin (Reference 4). The Wolf Creek watershed is a part of the lower Neosho River basin. The U.S. Army Corps of Engineers Tulsa District used an initial loss of 1.00 inch and a constant infiltration SL-3830 I

I SARGliNT & LUNDY E NCIN E E R$ G ilCACO 04-03-81 loss of 0.04 inch per hour (Reference 4) for the John Redmena Reservoir spillway design flood calculations. A constant infiltration loss of 0.04 inch per hour was therefore used for the Wolf Creek watershed PMF studies. It is assumed that an SPF precedes the PMF. Therefore, the soil moisture supply within the watershed before the PMP occurs is assumed to be above normal. Due to these assumptions, the initial loss for PMP was not considered. These combined assumptions provide conservative calculations of the PMF. Exhibit 3-2 shows the calculated rainfall excess distribution at various periods of precipitation. 3.2.1.2.2.3 Runoff Model The design flood hydrographs were determined by dividing the Wolf Creek watershed into three areas as shown in Exhibit 3-3. Area 1 represents the drainage area at the upstream end of the lake; Area 2 is the remaining area of the watershed excluding the lake area; and Area 3 is the lake area. The relationship between the total drainage area and the lake sul face area influences the hydrograph. In this case, the surface area of the lake is approximately 8.2 mi, which is approximately 30% of the total drainage area of Wolf Creek at the dam site. Inflow into a reservoir traverses the reservoir length much more rapidly than a similar length of natural stream channel. Therefore, hourly rainfall amounts over the reservoir surface area (Area 3) were converted into equivalent cubic feet per second and added to the total runoff hydrograph resulting from Areas 1 and 2. Snyder's synthetic unit hydrograph method (Reference 5) has been used to develop the runoff hydrograph from Areas 1 and 2. The U.S. Army Corps of Engineers (Ref-erence 4) made a detailed hydrologic study of the Neosho River basin in connection with the design of the John Redmond Reservoir. Data from this study are used as input to Snyder's runoff model to generate a unit hydrograph for the Wolf Creek drainage basin. Table 3-3 presents a comparison of the unit hydrograph parameters of the Wolf Creek drainage basin and those developed for the John Redmond and Cedar Point Reservoir projects (References 4 and 6). The Wolf Creek watershed has a narrow elongated shape. The values of Snyder's coefficients C and C f the unit hydrographs p t SL-3830

SARGENT & LUNDY L NGIN E E RS CHICACO 04-03-81 developed for the Neosho River at Council Grove and for the Cottonwood River at Cottonwood Falls were used for the John Redmond reservoir drainage basin by dividing the total drainage area into a number of sub-basins. The Wolf Creek watershed is adjacent to some of the sub-basins of the John Redmond watershed. 2 Some of these sub-basin areas have drainage areas as small as 50 mi, The watershed for the Cedar Point project is fan-shaped, and its stream slope is steep (Reference 7, page 3-1 and Plate 6). In contrast, Wolf Creek basin has a milder, average waterway slope and a narrow, elongated shape. Hence, it is more appropriate to use the John Redmond values for the Wolf Creek project, since the two projects are in hydrologically similar regions. The values of C = 0.84 and C = 1.84, which p t are more conservative than those used for the John Redmond reservoir, were therefore adopted for the Wolf Creek project. The pertinent unit hydrograph parameters for pre-and post-project conditions are listed in Table 3-4. 3.2.1.2.2.4 Probable Maximum Flood Flow There are no other existing or proposed dams on Wolf Creek upstream or downstream of the plant site that will affect the water level at the plant site, except for the cooling lake dam for the power plant. The cooling lake dam is designed to withstand the effects of the PMF and coincident wind wave action. A service spillway with uncontrolled crest and an auxiliary spillway are provided to pass floods up to and including the PMF. The dam and the spillways are protected against erosion from wind wave action and flood flow. A 1-hour unit hydrograph under natural conditions (without the cooling lake)is shown in Exhibit 3-4. The 100-year and PMF flaod hydrographs for Wolf Creek at the dam site under natural conditions are shown in Exhibit 3-5. From this exhibit, the PMF 3 and the 100-year flood peaks under natural conditions are 40,877 ft /see and 3 8,363 ft /see, respectively. These hydrographs are given for comparison purposes only. The synthetic 1-hour unit hydrographs for sub-bas.a Areas 1 and 2 are shown in Exhibit 3-6. The pertinent parameters used to develop t? e unit hydrographs are given SL-3830

SARGENT & LUNDY L NGIN E E R$ CHICAGO 04-03-81 in Table 3-4. The hourly rainfall amounts over the cooling lake surface area were converted into equivalent cubic feet per second and added to the runoff hydrograph resulting from sub-basin Areas 1 and 2. The input used in computing the flood hydrographs (SPF and PMF) is shown in Table 3-5. The combined unit hydrograph ordinates used in the flood hydrograph computations are taken from Exhibit 3-6. The precipitation magnitudes used in determining the SPF were assumed to be 50% of the corresponding values developed for the PMP, with the same distribution. The PMF hydrograph for Wolf Creek at the main dam site under modified conditions (with the cooling lake) is shown in Exhibit 3-7. The PMF peak under post-project conditions is 3 82,089 ft /sec. The SPF and 100-year flood hydrographs for post-project conditions are shown in Exhibit 3-8. 3.2.1.2.3 Lake Water Level Determinations The maximum still water level in the cooling lake is determined by routing the PMF hydrograph with an antecedent SPF hydrograph through the lake over the 100-foot long service spillway and the 500-foot long auxiliary spillway. The starting pool elevation used for the flood routing computations is 1,988 feet, which is the crest elevation of the service spillway. It is assumed that the PMF hydrograph starts 3 days after the end of the precipitation, causing the SPF. Since the precipitation causing the SPF lasts 48 hours, the PMF hydrograph starts 120 hours after the start of the SPF, in the flood routing computations. The computer program " Spillway Rating and Flood Routing" (Reference 8), developed by the U.S. Army flydrological Engineering Rescarch Center, was used in the computations. The tailwater rating in the chute just downstream of the spillway has been developed from the program with a downstream apron elevation of 1,974 feet and an apron width of 30 feet. Exhibit 3-1 shows the elevation-area-capacity I ulation for the Wolf Creek cooling lake. The computer program used for spillway rating and flood routing does not take into account the semicircular plan shape of the ogee-crested spillway used in the Wolf Creek lake design (see Exhibit 3-9). The difference between the flow over straight and circular spillways is due to a convergence of stream lines in the latter case; hence, the coefficient of discharge for circular spillways is slightly lower (Refer-ences 9 and 10). A comparison is made between the coefficients of discharge for SL-3830

SARGENT & LUNDY ENGINEERS CHICACO 04-03-81 the straight and circular spillways under free-flow conditions, as given in "Engi-neering and Design, flydraulie Design of Spillways" (Reference 10). For a semicircular spillway crest with a length (perimeter) of 100 feet, the radius (R) is 31.83 feet and P/R = 0.157, where P is the approach depth at the spillway. For P/R = 0.15 and IID/R of about 0.2, the coefficient of discharge for a circular spillway is 3.96 (Reference 10, Plate 55), whereas the maximum coefficient for a straight spillway for II/IID = 1.00 is 4.03; llD and II are the design head and the actual head, respectively. Therefore, at design head, the circular spillway crest effectively discharges 98 % of the discharge for a straight spillway of the same length. R~ flecting this change in the length of the service spillway crest, it means that the 100-foot long (perimeter) circular spillway is as effective as a straight spillway 98 feet wide. The maximum pool elevation for a 95-foot circular service spillway crest using the flood routing program is 1,994.98 feet; for the 100-foot straight service spillway crest it is 1,994.94 feet. The above elevations ara obtained when the routing is performed on the service and auxiliary spillways simults neously. From this analysis, it is clear that the difference in elevations (between circular and straight spillway crests of the same length) is not significant. The spillway rating developed by the preceding program is plotted and shown in Exhibit 3-10. The lake water level variation with time obtained from the flood routing computations is presented in Exhibit 3-11. The maximum water level attained at the main dam is at an elevation of 1,995 feet, with a peak outflow of 3 22,845 ft /see passing over the spi'lways. 3.2.1.2.4 Coincident Wind Wave Activity The maximum wave runup on the main dam and Saddle Dam V was determined by superimposing the significant wave effects of a coincident 40 mph overland wind on the probable maximum floodwater level at the dam site. The use of the significant wave is in accordance with the practice used by the U.S. Army Corps of Engineers (Reference 11) to estimate freeboard allowance for wave action above the maximum reservoir surcharge level. The wave runup calculations are based on an effective fetch (Exhibit 3-12) of 2.4 miles, a windtide fetch of 6.1 miles, a water depth of 51 feet, and an upstream slope of the dam of 3 horizontal to 1 vertical with SL-3830

l SARGENT & LUN DY W r NGIN L L R 5 o ncs. 04-03-81 riprap. The runup due to significant wave effects is 3.98 feet, resulting in a wave runup elevation of 1,999 feet at the dam site. 3.2.1.3 Reference Drawings Sargent & Lundy Drawings: S-1 G( ieral Arrangement S-5 Overall Lake Development S-57 Service and Auxiliary Spillways - Plan S-60 Service Spillway Discharge Channel-Plan, Profile, & Sections S-460 Service Spillway - Plan & Sections, Sheet 1 S-461 Service Spillway - Plan & Sections, Sheet 2 S-463 Service Spillway Sections & Details 3.2.2 Geotechnical Design 3.2.2.1 Design Criteria 3.2.2.1.1 Dam Geometry The embankment is a homogenous compacted earthfill. The following design criteria are used for design: a. The slopes are designed to provide adequate safety factors listed in Table 3-6. b. A blanket drain under the downstream portion is provided for controlled seepage and uplift pressures for embankment heights greater than 20 feet (see Sargent & Lundy Drawing Numbers S-30 through S-33). c. A service spillway and an auxiliary spillway is provided to spill the flood discharges. A low-level outlet works is provided for the blowdown discharge. SL-3830

SARGENT A 1.U N DY I; N G I N E l. R 5 ClifCAGO 04-03-81 d. The crest width is selected to meet recommendations by the United States Bureau of Reclamation (USBR) for the design of small dams (Reference 9). e. The upstream (lake side) slope is protected against erosion due to wave action of lake waters by riprap placed over a filter bed of granular material with controlled gradation. 3.2.2.1.2 Soils The soils for structural fill to construct dams and dikes are from onsite excavations and are selected to provide the most impervious clayey material. Based on the laboratory tests, the onsite material was deemed suitable for embankment construc-tion. The locations of the proposed borrow areas are shown in Exhibit 3-13. 3.2.2.1.3 Filter Material Since no deposits of sand or sand and gravel were available in sufficient quantities for use as transition zones or filters for the water-control structures, such material is to be obtained by crushing the onsite limestone at the quarry opened at the Wolf Creek site. The design of the material is such that (a) no significant head is lost in flow through the filters and (b) no significant invasion of soil is permitted into the filter. 3.2.2.1.3.1 Gradation The gradation requirements of the filter material are based on particle size relation-ships which were developed by Terzaghi and later extended by the Corps of Engineers Waterways Experimentation Station at Vicksburg, Mississippi (Reference 12) and U.S. Navy Design Manual DM-7 (Reference 13). Based on these references, the filter material is designed to meet the following criteria: ~ D(15) Riprap 10 D(85) Coarse Filter l l , SL-3830 l l

SARGENT & LUNDY W E NGIN E E RS oncac 04-03-81 I D(15) Riprap < 20(I} 4 < D(15) Coarse Filter D(50) Riprap I < 25 D(50) Coarse Filter D(15) Coarse Filter I <5 D(85) Fine Filter D(15) Coarse Filter < 20(1} 4 < D(15) Fine Filter D(50) Coarse Filter < 25 D(50) Fine Filter I D(15) Fine Filter < 5(2) D(85) Soil I < D(15) Fine Filter < 20(1,2) 4 D(15) Soil I D(50) Fine Filter < 25(2) D(50) Soil Where D(15), D(50), and D(85) are the particle sizes from a particle size distribution plot at 15%, 50%, and 85%, respectively finer by weight. The gradation relationship between the filter and the riprap layer was designed using the Corps of Engineers criteria (Reference 14) for which the D(15) size of riprap did not exceed 10 times the D(85) size of the filter. I The material for the blanket drain is of the same basic design as the fine filter layer to be placed under the coarse filter. lI (Ikhis limit may be increased to 40 if the finer material is well graded (uniformity coefficient: D /D10 > 4)* 60 l3 (2)g,hese criteria need not be satisfied if the resulting filter material contains more

E than 5% fines ( < 0.74 mm, No. 200 sieve).

1 SL-3830

SARGENT A LUN DY E N GIN E E R5 a ncaco 04-03-81 3.2.2.1.3.2 Thickness The thickness of the filter is selected based on the following factors: 6 a. the wave action, b. the gradation of the riprap, and c. the plasticity and gradation of the embankment materials. 3.2.2.1.4 Riprap Material Riprap material for the main dam protection is designed according to the methods I outlined in the U.S. Army Corps of Engineers' Shore Protection Manual (1973, Ref-crence 15). The riprap is designed for the following conditions: a. wind velocity = 50 mph b. significant wave height = 4.2 ft c. unit weight for the riprap = 155 pef d. stability factor for quarried riprap, KRR = 2.5 3.2.2.1.5 Compaction The cohesive fill materials are compacted to at least 95% of the maximum dry density, with moisture contents within +2% of the optimum moisture content as determined from Standard Proctor Test ASTM DG98-70. The soil fill materials are placed in uniform lifts with loose lift thicknesses not exceeding 8 inches for heavy compaction equipment and 3 inches for hand-operated power tampers or similar special equipment. The granular materials for the blanket drain are placed in lifts not exceeding 18 inches and compacted to a minimum of 70% relative density with vibratory compaction. The granular materials for beddmgs beneath the riprap are placed and I compacted to a minimum of 70% relative density. No compaction requirements ire specified for the dumped riprap material. SL-3830

E s.u c.i N i ^ t.t m !>Y 3 im.mri9s 04-03-81 t wcu n 3.2.2.1.6 Safety Factors-Stability Analysis The slopes of the dam are designed to withstand all possible conditions influencing its stability. The minimum safety factors required under the design conditions are listed in Table 3-6 and are those specified in Proposed Guidelines for Safety inspection of Dams (Reference 1). 3.2.2.2 Geotechnical Data A general description of the geotechnical data for the project is given in Section 2.2. The soil parameters derived from the laboratory tests and used in the design of the main dam are shown in Table 3-7. 3.2.2.3 Design and Analysis 3.2.2.3.1 Filter and Riprap Materials The riprap material was obtained from two of the limestone formaticns (the Platts-mouth and Toronto limestone members) which outcrop within the plant site. Tests on these formations were conducted by the Kansas State flighway Commission in Coffey County and by D&M. The results of tests conducted by the former are summarized in Table 3-8; those conducted by D&M are given in the reports listed in Subsection 2.2.1.1. Within the site area, the Plattsmouth limestone has a thickness of about 12 feet. This formation has many thin shale partings. Plattsmouth limestone can be obtained to a maximum thickness of I foot; average thickness of the pieces is 6 to 9 inches. The Toronto formation is massive and blocky, with maximum thickness of approx-imately 14 feet in the site area. There is a quarry of Toronto limestone in Section 31, Township 21 South, Range 15 East. Limestone blocks of over 4 feet have been observed in this quarry. Results of the testing described in Table 3-8, and results of the boring program and inspection of outcrops and quarries indicate that the best available limestone for the larger size riprap is the Toronto member. A quarry has been opened in the southern part of the site to supply the necessary quantity of material. l SL-3830 1

SARGI N I' & I UN DY t m.rm i n s 04-03-81 i mec.o I The riprap material was designed to meet the criteria described in Subsee-tion 3.2.2.1.4. The gradation sizes are as follows: I Main Dam Below Main Dam El. 1970* Size (Ib) (Ib) Maximum Size Weight 1700 755 85% Size Weight 1160-1445 385-610 50% Size Weight 385-701 180-270 15% Size Weight 115-225 50-90 Minimum Size Weight 100 45 The average of a number of gradation tests should fall in the middle of the band given. The thickness of the riprap will be as follows: 3 ft above el.1970 ft measured perpendicular to the side slopes. 2 ft below cl.1970 ft measured perpendicular to the side slopes. The filter (coarse and fine beddings) materials which have been placed under the riprap were designed according to the criteria established in Subsection 3.2.2.1.3. Based on these criteria, the following gradations are required for the filter materials:

• This riprap size may be used as an option below el.1970. SL-3830 I

I SARGI.N r & L t'N DY rNr.nuin5 04-03-81 (.} IICN,0 Main Dam Main Dam Fine Filter Coarse Filter Sieve No. % Passing Sieve No. % Passing 3/4 in. 100 4 in. 100 1/2 in. 90-100 3 in. 85-100 3/8 in. 70-100 1-1/2 in. 55-70 No. 10 20-65 3/4 in. 30-40 No. 30 8-40 3/8 in. 10-20 No. 50 3-20 No.4 0-5 No. 200 0-5 I The coarse and fine beddings will each be 18 inches thick measured perpendicular to the side slopes. The gradation requirements for the drainage blanket and toe drain will be the same as those for fine and coarse bedding materials, respectively. Details of the riprap and filter are shown on Sargent & Lundy Drawing Numbers S-29 and S-45. 3.2.2.3.2 Crest Width The crest width of an earthfill dam generally depends on the following: (1) nature of embankment materials and minimum allowable percolation distance through the embankment at normal reservoir water level; (2) height and importance of structure; (3) possible roadway requirements; and (4) practicability of construction. The crest width is determined by the procedure suggested by the United States Bureau of Rec-lamation (USBR) in Design of Small Dams (Reference 9) as follows: W = f + 10 where W = width of crest in ft Z = height of dam in ft above the stream bed SL-3830

SARGlNiA !.U N DY W iNLINIIR5 (im" 04-03-81 For case of construction with heavy equipment, the minimum crest width will be 12 feet. The crest width used for the main dam is as follows: lleight Z (ft) Crest Width W (ft) Minimum Used for Maximum Required Design Sta. 0 + 00 to 37 + 20 40 18 20 Sta. 37 + 20 to 85 + 45 90 28 28 Sta. 85 + 45 to 111 + 15 20 14 20 Sta.111 + 15 to 10 12 12 122 + 58.63 3.2.2.3.3 Slope Stability Analysis 3.2.2.3.3.1 Shear Strength of Materials Unconfined compression and consolidated-undrained triaxial tests were performed by D&M on remolded samples from the borrow area test pits. The samples were compacted in accordance with ASTM DG98-70, with densities cf at least 93% of Standard Proctor and moisture content ranging from -4% to +4% of optimum. The results of the strength tests are given in Table 3-0. An average shear strength of 1800 psf was used for the end-of-construction slope stability analysis, while the effective stress parameters used for the steady-state and rapid drawdown conditions were a cohesion of 280 psf and a friction angle of 25*. Other parameters used in the analyses are given in Table 3-7. 3.2.2.3.3.2 Stability Analysis Sargent & Lundy Drawing Number S-29 shows typical cross sections for various heights of the dam. The slope of the embankment is 3 horizontal to 1 vertical. The blanket drain under the downstream portion provides for controlled seepage and uplift pressures. 3.2.2.3.3.2.1 Design Data and Assumptions a. Slopes: 3 horizontal to i vertical SL-3830

l 5 ARGENT A LUNDY B f NGIN E E RS occaco 04-03-81 b. Soil P.-operties: The properties for the sand drain, rock, and riprap are assumed. Conservatism is applied in arriving at these assumptions which were later verified by testing. The properties of other soils are evaluated from laboratory tests performed by D&M. c. Normal Pool Elevation: 1988 feet. This is the crest elevation of the service spillway. d. Rapid Drawdown: 1988 to 1930 feet. The invert elevation of the low-level outlet works and blowdown structure is 1930 feet, c. Earthquake: 0.06 g Operating Basis Earthquake (OBE) f. Rock Elevation: 1900 feet g. Crest of Dam Elevation: 2000 feet h. Crest Width: 28 feet i. Riprap is considered for the rapid drawdown condition only. Riprap is 5 feet thick measured perpendicular to the slope surface. Sargent & Lundy's BlSIIOP computer program was used in the slope-stability analysis. The program is described in Appendix C of the report. The following cases were considered in the analysis: a. End of construction b. Steady state, cooling lake at el.1988 ft c. Rapid drawdown, el.1968 ft to 1930 ft The preceding cases, except for the rapid drawdown case, were analyzed with and without OBE effects. The OBE effects were considered equivalent to a ground accel-eration of 0.06 g. The soll parameters were Jerived from laboratory triaxial tests SL-3830

I sARGENFA IUNDY F NGINI I R$ ( na:mo 04-03-81 conducted by D&M. The shear strengths from the saturated unconsolidated-undrained (UU) tests were considered to represent the end-of-constmetion shear strengths for embankments consisting of impervious soils. The consolidated-undrained (CU) test was considered to represent the rapid drawdown condition and was also used to analyze the downstream slopes during the steady seepage (steady-state) condition. Table 3-7 summarizes the soil properties used in the stability analysis. The results of the analysis are summarized in Table 3-10, which lists the minimum safety factors available and required for the cases considered. The table demonstrates that the main dam is stable under all cases analyzed. Exhibits 3-14 through 3-16 show failure arcs for the minimum factors of safety. 3.2.2.3.4 Settlement Since the embankment for all the water-control structures will be founded on rock or very close to rock, most of the consolidation will occur within the fill material. Laboratory consolidation tests have been performed on that fraction of the embank-ment soil finer than the No. 200 sieve. The results of consolidation tests for both the compacted and undisturbed soil samples are shown in Table 3-11. A camber, as discussed in Subsection 3.2.2.3.5, will be provided along the crest of the water-control structures to insure that the crest of the dam remains at or above its design elevation after the embankment material has settled. To further check the settlement of water-control structures, setdement points will be installed along the centerline of the dam crests. Details on the settlement points are given in Subsection 3.2.2.4. 3.2.2.3.5 Camber Camber is ordinarily provided along the crest of earthfill dams to ensure that the freeboard will not be diminished by foundation settlement or embankment consoli-dation. Selection of the amount of camber is based on the amount of foundation settlement and embankment consolidation expected for a particular dam, with the objective of providing enough extra height so that some residual camber will remain after settlement and consolidation. SL-3830

l $ ARGENT & !.U N DY B F N C,1 N T F R S oncwo 04-03-81 I Most of the embankment consolidation will occur during construction, before the embankment is completed. The embankments for all water-control structures at the Wolf Creek site will be founded on rock or very close to rock, which is relatively incompressible. For the main dam, saddle dams, and baffle dikes greater than 20 feet in height, a camber of 1.5% of the height of the embankment, measured from the existing ground surface, is provided. For structures less than 20 feet in height, no cumber is provided. 3.2.2.3.6 Scepage Control To determine the need and extent of scepage control required for the main dam, the foundation conditions underlying the proposed site have been investigated by detailed geologic studies, a number of borings, and test pits. In addition, field permeability tests were conducted in selectcd borings using single and double inflatable packers. The permeability of the structural fill used for the embankment construction was determined in the laboratory using both the falling head and constant head perm eameters. Based on the preceding site exploration and laboratory testing, it is concluded that the foundation conditions underlying the main dam are practically impermeable. The amount of scepage from the cooling lake through the bedrock has been estimated by D&M. Results of the scepage analyses indicate that water loss from the cooling lake due to scepage through the foundation of the main dam will be minimal-on the order of 0.014 to 0.019 efs, and that the foundation rocks need no special treatment to prevent seepage. Based on the laboratory permeability tests, the permeability of the cohesive embank- -8 -8 ment material has been determined to range from 4 x 10 to 8 x 10 cm/sec. To conservatively estimate the seepage through the embankment, a permeability value of 8 x 10 cm/see was used for the compacted soil in the seepage analysis. The -3 permeability of the filter material is assumed to be 1 x 10 cm/sec, based on the permeability of well-graded sands and gravels and supported by tests on the granular l drainage blanket material used. The rock used as riprap is assumed to be free-draining. Seepage through the main dam has been calculated using the computer l program SEEPAGE (see Appendix C). Based on the permeability value of various SL-3830

SARGENT& LUNDY W

f. N G I N f I. R %

<mcam 04-03-81 I materials as previously described, a seepage rate of 0.0734 cfs of the main dam was computed. An adequate drainage system is provided near the downstream toe of the dam to remove this insignificant amount of seepage water so that ponding and subsequent softening near the toe does not occur, and to prevent potential crosion of the downstream soils. Based on these analyses of scepnge through both the foundation and the embankment, it was concluded that no other seepage control measures are necessary to prevent scepage through the embankment and the foundation of the main dam. However, during foundation preparation, it was decided that key trenches dug into the rock and backfilled with cohesive soils should be provided in three areas along the axis of the dam, to prevent any potential seepage through the base of the dam. These areas are further described in the Field Construction Report.

3. 2.2. 3.7 Solution and Weathering Known solution features in eastern Kansas ate confined to areas containing thick outcrops of water-soluble rocks, local buildups of reefoid carbonates, faulting, or stream channel diversions. Since none of these conditions is present at the Wolf Creek site, the possibility of instability due to the postulated collapse of solution I

cavities is considered minimal. The extent of solutioning and weathering of the limestone can be related to the amount of calcium in the water, the amount of cal-cium that can be retained in solution by water, and the amount of calcium present in the limestone. There is evidence of solutioning in the lakework area, but it is of a minor nature. l Investigations to demonstrate the chemical balance between the water and the lime-stone are presented in Subsection 2.5.1 of the FSAR. Since the lake waters normally will be near or above the saturation levels with respect to calcium, no solutioning is lI expected. In addition, the relatively low permeabilities of the limestone at the site, l and the low permeabilities of the overlying soil and of the interbedded shales, preclude the development of karst features at the site. SL-3830

SARGENT& LUNDY E NGINE f R 5 04-03-81 ( meu.o The bedrock units at the site have been weathered to depths ranging from 5 feet to approximately 30 feet below the ground surface. Because the rock units are char-acterized by low permeabilities, and because the water table is near the surface, weathering does not extend any deeper. Type and degree of weathering are largely dependent on bedrock lithology. Shale units are typically weathered more deeply and severely than limestone. Weathering of shale results in discoloration and a decrease in rock strength and consistency; weathering is usually concentrated along bedding planes. The clay minerals com-prising the shales are degraded and hydrated by the weathering process, resulting in a clayey shale matrix. Limestone units are typically weathered along fracture surfaces and shaley bedding plancs. The limestones act as barriers to the weathering process, as weathering extends through a limestone unit only where it is very thin and where it is exposed at I or very near the ground surface. At the site, weathering does not extend below the uppermost limestone when the soil cover is 10 feet or more. 3.2.2.3.8 Liquefaction Potential All water control structures except the UllS dam are designed to withstand OBE forces. The UllS dam is designed for the safe shutdown earthquake (SSE) conditions. In addition, the area surrounding the UllS is a very gently rolling area consisting mainly of claycy soils which do not possess any of the characteristics requisite for liquefaction. Where granular materials are used in construction, they will be com-pacted to relative densities of 80% for UIIS and 70% for other water control strue-tures to provide an adequate margin of safety against liquefaction under site seismic conditions. For these reasons, liquefaction is not a problem. 3.2.2.4 Instrumentation and Monitoring Program Instrumentation consisting of settlement points to monitor settlements and horizontal movements, and piezometers to monitor pore pressures within the dam embankment and in the rock formations beneath the main dam, have been installed. Table 3-12 gives the schedule of measurements for the instrumentation. SL-3830

SARGENT& LUNDY W L NGIN E F R 5 cmcu o 04-03-81 3.2.2,4.1 Settlement and Monitoring Points Settlement monitoring points have been established along the axis of the main dam, Saddle Dam IV, and Baffle Dikes A and D. Monitoring points have also been located on the downstream slope and at the downstream toe of the main dam. These points consist of a steel pipe with a survey plug cast into a concrete shaft embedded 5 feet into the embankment. At some locations, the shaft will be embedded 5 feet into sound rock to provide benchmarks for settlement measurements. Settlement measurements will initially be made monthly. This period will be subject to change based on an evaluation of the measurements. Settlement measurements will be determined from closed levelloops using second order surveying accuracy, in which the error of closure must be less than 0.035 % where M is the length of the level loop in miles. The locations of settlement monitoring points are shown on Sargent & Lundy Drawing Numbers S-25, S-26, S-27, S-41, and S-46 through S-51. I 3.2.2.4.2 Ilorizontal Movement Settlement monitoring points will also be used to monitor horizontal movement of the I main dam and Saddle Dam IV. A series of triangulation points was established at locations away from the influence of the dams. The location of some of the set-tlement points will be established by triangulation or trilateration networks, and the location of intermediate points can be determined by offsets. A concrete pad has been provided around the settlement points to facilitate making these offset measurements. Ilorizontal movement measurements will be made initially and at various water elevations during lake filling. This will be subject to change based on an evaluation of I the records. The locations of the settlement points to be used for horizontal movement are shown on Sargent & Lundy Drawing Numbers S-25, S-26, S-27, and S-41. The locations SL-3830

$ ARGENT & LUNDY W L NGIN E E R 5 04-03-81 onc.wo of the triangulation points are shown on Sargent & Lundy Drawing Numbers S-6, S-7, and S-8. 3.2.2.4.3 Piezometers Piezometers are provided to monitor the piezometric levels both in the dam embank-ment and in the foundation rock below the dam embankment. There are piezometers at five locations in the main dam and at one location in Saddle Dam IV. A set of four piezometers is provided along the dam cross section spaced from the dam crest to the dam toe. They will monitor the piezometric level in the dam embankment and the effectiveness of the granular drainage blanket in reducing the piezometric level in the downstream portion of the dam. Piezometers are also provided to monitor the piezometric levels in the rock under-lying the foundation, at the shale / limestone interfaces, and in the coal seams beneath and in the abutments of the main dam. These piezometers will be monitored to determine if pressure relief systems will be required to prevent uplift of the subsur-face downstream of the dam. The piezometers are of the porous-tube type developed by A. Casagrande. They will be installed and read in accordance with the U.S. Bureau of Reclamation, Earth Manual, Designation E-28 (Reference 16). The piezometers will initially be read at monthly intervals at the time of installation and during lake filling. The period will be subject to change based on an evaluation of the readings. The locations of the piezometers are shown on Sargent & Lundy Drawing Numbers S-25, S-26, S-27, and S-41. l 3.2.2.5 Reference Drawings 1 i Sargent & Lundy Drawings: i l S-6 Main Dam - Sta. 0+00 to 60+65, Lake Development Plan S-7 Main Dam - Sta. 60+65 to 122+58.63, Lake Development Plan l l S-8 Saddle Dam IV - Lake Development Plan SL-3830

SARGENT & LUN DY M E NGIN E E R 5 cincaco 04-03-81 S-25 Main Dam - Sta. 0+00 to 27+00, Saddle Dam V - Plan & Profile S-26 Main Dam - Sta. 27+00 to 57+00 - Plan & Profile S-27 Main Dam - Sta. 57+00 to 90+00 - Plan & Profile S-29 Typical Sections - Main Dam and Saddle Dams S-30 Main Dam Sections, Sta. 0+00 to 45+00 S-31 Main Dam Sections, Sta. 45+00 te 55+00 S-32 Main Dam Sections, Sta. 55+00 to 75+00 S-33 Main Dam Sections, Sta. 75+00 to 122+00 S-41 Saddle Dam IV - Plan, Profile, & Sections S-46 Baffle Dike A - Sta. 0+00 to 30+00 - Plan & Profile S-47 Baffle Dike A - Sta. 30+100 to 60+00 - Plan & Profile S-48 Baffle Dike A - Sta. 60+00 to 90+00 - Plan & Profile S-49 Baffle Dike A - Sta. 90+00 to 104+06.86 - Plan & Profile S-50 Baffle Dike B - Sta. 0+00 to 26+00 - Plan & Profile S-51 Baffle Dike B - Sta. 26+00 to 45+66.58 - Plan & Profile 3.3 Saddle Dams 3.3.1 Geotechnical Design 3.3.1.1 Design Criteria 3.3.1.1.1 Dam Geometry The embankment is a homogenous compacted fill. Design criteria include the fol-lowing: a. The slopes are designed to provide the minimum safety factorslisted in Table 3-6. b. A blanket drain under the downstream portion is provided to check the seepage and uplift pr2ssures for Saddle Dam IV, where the embankment I SL-3830

l SARGENT & LUNDY E E NGIN E E R S ancac 04-03-81 height is greater than 20 feet (see Sargent & Lundy Drawing Number S-41). c. The crest width is selected as specified in Subsection 3.2.2.1.1. d. The upstream slope is protected as stated in Subsection 3.2.2.1.1. 3.3.1.1.2 Soils and Filter Materials The soils and filter materials for the saddle dam are designed as explained in Sub-sections 3.2.2.1.2 and 3.2.2.1.3. 3.3.1.1.3 Riprap Material The riprap slope protection design procedure is the same as that described in Subsee-tion 3.2.2.1.4 for the main dam, except that the significant wave height is 3.2 feet as determined for Saddle Dam IV. 3.3.1.1.4 Compaction and Safety Factors Requirements for compaction and safety factors are the same as those described in Subsections 3.2.6.1.5 and 3.2.2.1.6 for the main dam. 3.3.1.2 Geotechnical Data A general description of the geotechnical data for the project is given in Section 2.2. Slope stability analysis results for the main dam are applied to evaluate the stability of saddle dam slopes, as explained in Subsection 3.3.1.3.1. 3.3.1.3 Design and Analysis 3.3.1.3.1 Filter and Riprap Material, Crest Width, and Stability Analysis The filter and riprap material is designed as discussed in Subsection 3.2.2.3.1 for the main dam. The riprap material is 3 feet thick for Saddle Dams IV and V. The gradation and thickness requirements for coarse and fine filter beddings are the same i as those for the main dam. SL-3830 l l l

E SARGENT & LUNDY E o""i"tt*s 04-03-81 cnicsao I Crest width is designed as explained in Subsection 3.2.2.3.2 for the main dam. On that basis, the following crest widths are designed for the dams: Ileight Z (ft) Crest Width W (ft) Used for Saddle Dams Maximum Required Design I 5 12 12 II 7 12 12 7 12 12 IV 30 16 20 V 12 12 12 The side slopes used for the saddle dams are the same (3 horizontal to 1 vertical) as those analyzed for the main dam, with the maximum height of the embankments equal to or less than that analyzed for the main dam. Therefore, the stability analy-I sis performed for the main dam can be applied directly to the saddle dams. It is concluded that the saddle dams are stable under those conditions for which the main dam was found to be stable. 3.3.1.3.2 Settlement and Camber Refer to Subsections 3.2.2.3.4 and 3.2.2.3.5. 3.3.1.3.3 Seepage Control All saddle dams except Saddle Dam IV are normally dry and will not retain water under the normal operating conditions of the lake. They will, however, retain water for a short duration during the probable maximum flood. For this reason, only Saddle Dam IV has a granular drainage blanket. Since the cross-sectional details of the l saddle dams are similar to those of the main dam, it is concluded that seepage through the saddle dams will be insignificant. 3.3.1.4 Instrumentation and Monitoring Program l Refer to Subsection 3.2.2.4. SL-3830

5ARGEN T A LUN DY E N LIN I I: R $ 04-03-81 ancaco Baf'le Dikes i 3.4 3.4.1 Geotechnical Design 3.4.1.1 Design Criteria 3.4.1.1.1 Dr.m Geometry The embankment will be a homogenous section composed of cohesive materials or a rock core with cohesive soil shell. Design criteria include the following: Tre slopes will be designed to provide the minimum factors of safety a. listed in Table 3-6. b. No seepage will occur through the dikes, since the water on both sides of the dike will be at the same level. c. The slopes on both sides are to be riprap protected, as stated in Sub-section 3.4.1.1.3. 3.4.1.1.2 Soils and Filter Material These are designed as explained in Subsections 3.2.2.1.2 and 3.2.2.1.3. 3.4.1.1.3 Riprap Material Riprap on the lake side of the dikes will be the same as that for the inain dam; the riprap on the other side will be des;gned using the procedure described in Subsection 3.2.2.1.4 for the main dam, except that the significant wave height is 2 feet. I 3.4.1.1.4 Compaction and Safety Factors Requirements for compaction and safety factors are the same as those described for the main dam in Subsections 3.2.2.1.5 and 3.2.2.1.6. 1 1 3.4.1.2 Geotechnical Data A general description of the geotechnical data for the project is given in Section 2.2. The stability analysis was not performed for the baffle dikes, except for the rock core sections, for the reasons given in Subsection 3.4.1.3.1. SL-3830

J I SARGENT A LitNDY f NGIN E E R S c mc^co 04-03-81 3.4.1.3 Design and Analysis 3.4.1.3.1 Filter and Iliprap Material, Crest Width, and Slope Stability Analysis The filter and riprap materials are designed as discussed in Subsection 3.2.2.3.1. The requirements for the riprap material are given as follows: I Lakeward Side of Landward Side of Baffle Dikes Baffle Dikes Size (Ib) (Ib) Maximum Size Weight 1700 185 85% Size Weight 1160 - 1445 90 - 145 50% Size Weight 385 - 701 35 - 65 15% Size Weight 115 - 225 12 - 25 Minimum Size Weight 200 10 The average of a number of gradation tests should fall in the middle of the given band. The thickness of the riprap is as follows: Lakeward Side: 3.0 ft above el.1970 j 2.0 ft below el.1970 i Landward Side: 1.5 ft The gradation requirements for coarse and fine filter beddings are the same as those for the main dam. For the lakeward side of the baffle dikes, the marse and fine beddings are each 18 inches thiek; for the landward side of the dikes, they are each 12 inches thick. Since there will be no seepage through the dikes (water is at the same level on both sides), crest width is not governed by the requirements for seepage control. However, a crest width of 15 feet is provided for access to the dikes. SL-3830

l $ ARGENT & l.U N DY E ENolNItRs < mc.v.o 04-03-81 The side slopes to be used for the baffle dikes are the same (3 horizontal to 1 ver-tical) as those analyzed for the main dam, with the maximum height of the embank-ments less than that analyzed for the main dam. Therefore, the stability analysis performed for the main dam is directly applied to the baffle dikes. It is concluded that the baffle dikes are stable under those conditions for which the main dam was found to be stable. Some of the baffle dikes were built using excess excavated rock from onsite as a rock I core with a cohesive soil shell having a minimum thickness of 10 feet. This section of the dike was analyzed with rock properties assumed as e = 0 and t = 35*. The analysis was performed for the worst condition (rapid drawdown) and for the most critical section using the BISilOP computer program. The computed minimum factor of safety is 1.32, as shown in Exhibit 3-17, indicating that the section is stable. 3.4.1.3.2 Settlement and Camber Refer to Sections 3.2.2.3.4 and 3.2.2.3.5. 3.4.1.3.3 Seepage Control Baffle dikes are constructed mainly to control the flow of water in the cooling lake. They are subjected to the same water levels on both sides; therefore, there will be no scepage through the dikes. 3.4.1.4 Instrumentation and Monitoring Program Refer to Subsection 3.2.2.4. 3.5 UllS Dam and UllS l 3.5.1 Ilydrologic and Ilydraulic Design l Refer to the report, " Engineering Data Compilation for Water Control Structures of l Wolf Creek Lake," Report SL-3831. ll l l

_37, Sb3830

!g

SARGENT& LUNDY L NGIN LI R5 a ncam 04-03-81 3.5.2 Geotechnical Design Refer to the report, " Engineering Data Compilation for Water Control Structures of Wolf Creek Lake," Report SL-3831. 3.6 Service and Auxiliary Spillways 3.6.1 Ilydrologic and Ilydraulic Design Refer to the report, " Engineering Data Compilation for Water Control Structures of Wolf Creek Lake," Report SL-3831. 3.6.2 Structural Design Refer to the report, " Engineering Data Compilation for Water Control Structures of Wolf Creek Lake," Report SL-3831. 3.7 Low-Level Outlet Works and Blowdown Structure 3.7.1 Ilydrologic and Ilydaulic Design 3.7.1.1 Design Criteria a. The low-level outlet works and blowdown structure are designed to drain enough of the storage of the cooling lake to permit inspection and repairs of the cooling lake, if necessary, as well as to release blowdown dischaq;c from the cooling lake to controllake water chemistry. b. The low-level outlet works is sized such that 90% of the cooling lake water at the normal operating level (1987 feet) of thc lake can be evacuated in 120 days. An inflow into the lake equal to the average flow of 4 consecutive maximum flow months is considered in sizing the outlet conduit (criteria set by the U.S. Army Corps of Engineers,1975 - Reference 17). c. The low-level outlet works will function in combination with the blow-down structure. SL-3830

SARGliNT a LUNDY

f. N C I N !. I. R 5 cmcuo 04-03-81 3.7.1.2 Design and Analysis Maximum discharge of 60-in. pipe at normal operating level (1987 ft)

= 645 cfs Diameter of the main pipe = 60 in. Diameter of the blowdown branch pipe = 30 in. Upstream invert elevation of the outlet pipe = 1930 ft The low-level outlet works, located in the west abutment of the main dam, is provided to evacuate enough capacity of the cooling lake to permit inspection and repair of the cooling lake, if necessary. A concrete-encased pipe is placed below the embankment of the main dam to the center of the dam cross section. The pipe down-stream of the centerline of the dam is placed in a concrete tunnel provided for in-spection purposes. The outlet works main pipe is 60 inches in diameter and is sized according to the procedures outlined by the U.S. Army Corps of Engineers (Reference 17). The upstream invert elevation of the outlet pipe is set at 1930 feet. A 30-inch diameter blowdown pipe branches off from the outlet pipe at the down-stream end of the outlet works. This blowdown pipe discharges a flow which varies from 0 to 60 efs. Valves and controls isolate and control the flow through the bio ^w-down and outlet pipes. The intake structure, the stilling basin, and the intake and outlet channels are designed according to accepted procedures (References 9,18, and 19). 1 1 3.7.1.3 Reference Drawings Sargent & Lundy Drawings: S-6 Main Dam Sta. 0+00 to 60+65 - Lake Development Plan i i S-67 Approach & Discharge Channels for Low Level Outlet & Blowdown Structures S-68 Road to Low Level Outlet & Blowdown Structures S-464 Low Level Outlet & Blowdown Structures - Plan & Sections S-465 Low Level Outlet & Blowdown Structures - Sections & Details, Sheet 1 SL-3830

5ARGEN T A LUN DY tsusrtas 04-03-81 < m< aco S-466 Low Level Outlet & Blowdown Structures - Sections & Details, Sheet 2 S-467 Low Level Outlet & Blowdown Structures - Sections & Details, Sheet 3 3.7.2 Mechanical Design 3.7.2.1 Design Criteria The criteria used in designing the mechanical systems in the low-level outlet works and blowdown structure are described in " Functional Description for the Cooling Lake Makeup Water and Blowdown System (Blowdown Portion) (FD-WL-01-WC)" (Ap-pendix A). 3.7.2.2 Mechanical Data General data for mechanical piping systems are given in " Functional Description for the Cooling Lake Makeup Water and Blowdown System (Blowdown Portion) (FD-WL-01-WC)" (Appendix A). For details of engineering requirements for piping systems, refer to the specifications and associated vendor drawings (Appendix B) and instrue-tion books referenced herein. 3.7.2.3 Design and Analysis 3.7.2.3.1 Summary of Design The mechanical design of piping and valving in the low-level outlet works conforms to the requirements of ANSI B31.1. In addition, applicable requirements of codes and standards referenced by ANSI B31.1 have been established as design requirements for valving, piping components, flanges, welding work, tolerances, etc. All materials used to fabricate piping and valving conform to ASTM requirements, as required by the specifications referenced below and as shown on the vendor's drawings. Piping is designed to withstand forces as categorized below: 1 Type of Force Resulting in Material Stress Method of Analysis a. Internal fluid pressure bending Calculated as governed by stress resulting from pipe and ANSI B31.1. SL-3830

5ARGENTA LUNDY t N G I N E E R i> a ccuo 04-03-81 I fluid weight resting on piping Maximum allowable stress supports, and stresses resulting 15,000 psi. from thermal expansion in piping (specifically, acting on the lland calculated based on maxi-60 in. by 60 in, by 30 in, branch mum allowable thermal expansion line fitting). stress governed by ANSI B31.1. b. Earthquake consideration No special analysis. The piping conforms to conventional designs; experience indicates that they are satisfactory. c. Wind, tornado, explosions, and Not considered credible for de-aircraft crashes sign. The following data form the basis of engineering analysis and consideration for piping design: a. Design internal working pressure range - full vacuum to 30 psig b. Design fluid temperature range - 32* F to 104 *F c. Design ambient temperature range - 32

• F to 104
• F d.

Coefficient of friction of sliding supports - p = 0.78 Axial unbalanced thrust force of piping (due to wide-open discharge valves, acting toward the upstream direction on piping) l On 60-in. size piping: 60,000 lb On 30-in, size piping: 54,000 lb (as a factor in design of the 30-in size branch connection to the 60-in. size piping) e. The failure of any mechanical piping or piping components will not jeopardize the safety of the dam. This is due to the tunnelin which the mechanical piping is situated. The tunnel will serve as an open flow conduit in the event of the postulated failure of the piping system. f. The mechanical piping system is not designed to discharge floodwater. SL-3830

SARGENT & LUNDY f NGINE E R$ cmcaco 04-03-81 g. The 60-inch size free discharge line will be operated infrequently and for short periods of time (i.e., to exercise the equipment and/or to inspect its operating status). h. The butterfly valves will not ordinarily function to shut off flow with the free discharge valves open (under dynamic flow conditions). If the valves do function in this way, as they are designed to do in the postulated event of an emergency, they will be thoroughly inspected before recommissioning for possible damage, wear, and fatigue. i. Provision will be made to prevent large debris from entering the piping system and damaging piping components. J. All equipment will be exercised (operated) monthly to keep bearings free. k. Periodic maintenance will be performed on all mechanical parts. 1. The chemistry of the water in the piping will neither severely corrode nor damage piping or piping components, m. Gases (either combustible, corrosive, toxic, or flammable) will not accumulate or be generated in the tunnel from natural causes. Ad-ditional temporary ventilation should be provided whenever hazardous manufactured chemicals and/or gases are brought into the tunnel or stored nearby. n. A fire developing in the tunnelis not credible. l o. The pipe will not freeze. ( 1 p. The tunnel and any pipe-supporting material will settle evenly. q. No structures will be erected which would obstruct a flow of air into and/or out of the tunnel. SL-3830 l

sARcLN r & LUNDY 04-03-81 i NGINi I R5 C.ll!C AC,0 r. All piping will normally be filled with water to minimize the effects of corrosion. 3.7.2.3.2 Reference Drawings a. Sargent & Lundy Piping Drawings: M-81; M-82; M-83 b. Vendor Drawings: See Appendix B c. Sargent & Lundy Specifications: A-3811 Cooling Lake Makeup Water Piping and Miscellaneous Large Size Underground Piping A-3815 Miscellaneous Valves A-3822 Butterfly Valves and Expansion Joints A-3837 Free Discharge Valves 3.7.3 Electrical Design 3.7.3.1 Design Criteria Design criteria for electrical control and instrumentation systems are addressed in " Functional Description - Cooling Lake Makeup Water and Blowdown System (Blow-down Portion) (FD-WL-01-WC)," (Appendix A). 3.7.3.2 Electrical Data Electrical ratings for major equipment associated with the low-level outlet works and blowdown structure may be found in " Functional Description-Cooling Lake Makeup Water and Blowdown System (Blowdown Portion)(FD-WL-01-WC)," (Appendix A). For more detailed electrical data, refer to the vendor drawings (Appendix B) and P instruction manuals referenced herein. 3.7.3.3 Design and Analysis 3.7.3.3.1 Summary of Design The electrical design for the low-level outlet works and blowdown structure is based on the given design criteria, economics, and widely accepted engineering practice. SL-3830

\\ SARGl.Nr A LUN DY I,I$[ 04-03-81 The methods of analysis used in sizing cable and electrical apparatus are common in the industry and may be found in electrical engineering handbooks such as those listed as follows: " Power Cable Ampacities," Copper Conductors, Vol.1, AIEES-135-1, IPCEA, P 426,1962. Beeman, D. L., ed., Industrial Power Systems llandbook, McGraw-flill, New York, 1955. Westinghouse Electric Corporation, Electrical Transmission and Distribution Refer-cace Book, East Pittsburgh, Pennsylvania,1964. "IEEE Recommended Practice for Electric Power Distribution for Industrial Plants," IEEE Ltd., 141-1976. The electrical distribution and control systems provided for the low-level outlet works do not affect safe operation of the dam. 3.7.3.3.2 Reference Drawings Sargent & Lundy Schematic Diagrains (E-1005): E-1005/PG. CQO3 Security Circuit, Outlet Works Valve Panel 0PLO5J E-1005/PG. VV10 Outlet Works Tunnel Vent Fan OVV05C E-1005/PG. WLOS Makeup Water System Auxiliary Circuits E-1005/PG. WLO6 Makeup Water System Auxiliary Circuits E-1005/PG. WL21 Low LevelIsolation Valve 0WLO14 l E-1005/PG. WL22 Dewatering Isolation Valve 0WL015 E-1005/PG. WL23 Blowdown Isolation Valve 0WL016 E-1005/PG. WL24 Dewatering Discharge Valve 0WL017 l E-1005/PG. W1"5 Blowdown Discharge Valve 0WL018 SL-3830

SARGENT & LUNDY ENGINEER 5 g ClI W.ACO E-1005/PG. WL26 Blowdown Line Vent Valve 0WL019 E-1047 Elevation, Outlet Works Valve Panel 0PLO5J E-1061 Wiring, Outlet Works Valve Panel 0PLO5J-Part 1 E-1062 Wiring, Outlet Works Valve Panel 0PLO5J-Part 2 E-1063 Wiring, Outlet Works Valve Panel OPLO5J-Part 3 E-1200 Wiring, Miscellaneous Valve Limit Switches E-1206 E sternal Wiring, Miscellaneous Instruments E-1229 Elevation, Remote Supervisory BDDS Panel 0PLO3J E-1264 Wiring, Remote Supervisory BDDS Panel OPLO3J-Part 1 E-1265 Wiring, Remote Supervisory BDDS Panel OPLO3J-Part 2 E-1266 Wiring, Remote Supervisory BDDS Panel 0PLO3J-Part 3 E-1267 Wiring, Remote Supervisory BDDS Panel 0PLO3J-Part 4 E-1268 Wiring, Remote Supervisory BDDS Panel 0PLO3J-Part 5 E-1269 Wiring, Remote Supervisory BDDS Panel 0PLO3J-Part 6 E-1270 Wiring, Remote Supervisory BDDS Panel 0PLO3J-Part 7 E-1271 Wiring, Remote Supervisory BDDS Panel OPLO3J-Part 8 E-1381 Wiring,480 V MCC BDDS-Part 1 E-1382 Wiring,480 V MCC BDDS - Part 2 E-1387 Internal Wiring,480 V MCC Starter Details - Part 2 E-1388 Internal Wiring,480 V MCC Starter Details - Part 3 Sargent & Lundy Cable Tabulation (E-1000) SII. 1 Sil. VV-A 2 VV00 3 W L-A CQ-A W L-B CQ00 WLO8 IIT-A WLO9 IIT00 WL10 LL-A WL11 SL-3830

s SARGINT & LUNDY I:N GIN II R 5 a ncac 04-03-81 LLOO WL12 SL-B WL13 SL20 WL14 U U-A WL15 UU00 WL16 UU01 Sargent & Lundy ElectricalInstallation Drawings E-26 Substructure Conduits & Groundings - Low Level Outlet Works E-66 ElectricalInstallation, Low Level Outlet Works E-815 Lighting and Communications, Low Level Outlet Works S&L Electrical Procurement Specifications A-3842 480 V Motor Control Centers A-3844 Supervisory Control System A-3845 Miscellaneous Electrical Panels B/M 4788-C ltems as follows: ItemC-3 IIcat Tracing itemC-15 Local Control Station itemC-32 Reversing Motor Starter Vendor Drawings and Data - See Appendix B 3.7.4 Structural Design 3.7.4.1 Design Criteria The low-level outlet works and blowdown structure are designed to withstand the l forces due to soil overburden, hydrostatic pressure, passive rock pressure, and in-l ternal pressure. These are analyzed and designed in six sections: the intake struc-ture, the upstream conduit, the valve chamber, the downstream tunnel, the outlet works, and the stilling basin, including various componcnts of these sections. l l SL-3830 1

l 5 ARGENT & 1.U N DY E F NGINI L R % unm. 04-03-81 3.7.4.2 Materials and Allowable Stresses The low-level outlet and blowdown structure is constructed of reinforced concrete with 4,000 psi minimum (after 28 days) compressive strength and ASTM A615 60,000 psi minimum yield strength deformed steel reinforcing. All miscellaneous steelis ASTM A-36 galvanized. All components were analyzed by standard accepted methods and designed in accor-dance with the appropriate chapters of " Building Code Requirements for Reinforced Concrete" (ACI 318-71) and " Standard Specification for Ilighways and Bridges" ( A AS!!TO, 1973). All miscellaneous steel was designed per the "AISC Steel Construction Manual,1969." 3.7.4.3 Design and Analysis 3.7.4.3.1 Intake Structure A minimum area of reinforcing steel has been provided for the intake structure. The trash racks have been designed for a 10-foot differential hydrostatic head. 3.7.4.3.2 Upstream Conduit 2 The upstream conduit is designed to withstand a total vertical pressure of 9 kips /ft resulting from approximately 70 feet of soil overburden with a unit weight of 3 0.127 kips /ft. The maximum active lateral pressure is assumed to result from a 2 2 hydrostatic head of 67 feet, or 4.2 kips /ft at the bottom and 3.7 kips /ft at the top. 2 For simplicity, a uniform lateral pressure of 4 kips /ft is conservatively applied to both sides of the structure. The analysis of the upstream conduits uses "Biggs Deformeter Stress Analysis of Single Barrel Conduits" by the U.S. Department of the Interior. The two conditions of vertical soil pressure and lateral hydrostatic pressure were separately analyzed using appropriate moment coefficients and were superimposed to obtain the proper design moments. A summary of these coefficients and moments is given in Table 3-13. The maximum total moment is found at the top and bottom of the structure and is equal to 13.2 kip-ft. Applying a 1.7 load factor gives an ultimate design moment S 3830 l t

sARGENT A LUN DY r NGWE f R% 04-03-81 <mcaco (M) of 22.5 kip-f t. The moment capacity of No. 8@l2 is 28.15 kip-ft, giving a capacity margin of 1.3. 3.7.4.3.3 Valve Chamber 2 The valve chamber is designed to withstand a vertical soil pressure of 8 kip /ft re-3 sulting from 60 feet of dam material weighing 125 lb/ft. A lateral pressure of 2 2 kips /ft results from passive rock pressure. Lateral hydrostatic loading was also considered. The valve chamber was analyzed separately for the loading conditions and the results were combined to obtain the most critical design forces. The analysis of the valve chamber is summarized in Tables 3-14 and 3-15 for moments and com-I pressive forces, respectively. The valve chamber members have been designed as beam-columns to resist the most critical combinations of moments and compressive forces listed in Tables 3-14 and 3-

15. The top and bottom slabs are designed for a maximum midspan positive moment of 164.9 x 1.7 = 280.3 kip-f t. A moment capacity of 281.5 kip-ft is provided by No.10 reinforcing bars spaced every 6 inches, with a capacity margin of 1.004.

The maximum negative moment at the ends of the top and bottom slabs is 45.4 x 1.7 = 77.2 kip-ft, with a maximum compressive force of 19.3 x 1.7 = 32.8 kips. The area of 2 reinforcing required, assuming no compression reinforcing, is 0.31 in. The area of reinforcing provided (actually the extension of the wall reinforcing) is No.10 bars 2 spaced 12 inches apart, or 1.27 in /ft. The walls were designed for a maximum negative moment at the ends of 98.1 kip-ft and 77 kips axial compressive force. The 2 area of reinforcing required, neglecting compression reinforcing, is 1.15 in /ft, while the area provided is 1.27 in (No.10@ l2). The moment remains negative throughout the height of the walls. Therefore, minimum allowable reinforcing (No. 8@l2) is provided for the inside face of the valve chamber walls. All other slab and wall reinforcing is provided to meet minimum ACI requirements. 3.7.4.3.4 Downstream Tunnel The downstream tunnel is designed to resist the same maximum loading as the valve chamber. The Biggs axial load and moment coefficients are based on conduits having an inside width equal to their inside heigR Therefore, the downstream tunnel has SL-3830 l

SARGENT & LUNDY F N(.!N T L R 5 cmc ^m 04-03-81 been analyzed for vertical loads assuming total inside width and height dimensions of 10 feet, and for latera, loads assuming width and height dimensions of both 10 and 12.5 feet. The resulting forces from the verticalloading are combined with the most critical forces from the lateral loading to achieve the maximum design forces. A summary of the forces is presented in Tables 3-16 and 3-17. The dome portion of the downstream tunnel has been designed for a maximum posi-tive moment (tension on inside face of tunnel) of 45 kip-ft and a compressive force of 16.5 kips. Because the lateral pressure is a function of the vertical pressure, and because the effects of the lateral pressure generally reduce the effects of the vertical pressure, the average of the verticalload factor (1.4) and the horizontalload factor (1.7), which is 1.55, is applied to these forces to achieve an ultimate design moment of 69.75 kip-ft and an ultimate design compressive force of 25.11 kips. The 2 tension reinforcing required (ignoring compression reinforcing) is 0.86 in /ft. The reinforcing (No. 9(d12) provides 1 in /ft. The maximum positive bending moment for the vertical walls is found from the combination of vertical saturated soil loads with lateral hydrostatic loads, as indicated in Table 3-18. The maximum ultimate design moment of 19.4 x 1.7= 32.98 kip-ft is resisted by No. 8 bars spaced every 12 inches. The resisting moment capacity is 33.04 kip-ft. The maximum ultimate positive bending moment in the bottom slab is 83 x 1.7 = 141.1 kip-ft, and the ultimate compressive force is 10.2 x 1.7 = 17.34 kips, as indicated in Tables 3-15 and 3-16, 2 respectively. The tension reinforcing required is 1.5 in and the reinforcing provided 2 is No.11 bars spaced 12 inches apart, or 1.56 in /ft. Reinforcing in the outside face of the downstream tunnel is proportioned for a max-imum negative moment of 47 x 1.7 = 79.9 kip 4t and a compressive force of 53 x 1.7 = 90.1 kips at the base of the vertical walls (Tables 3-16 and 3-17, Section 10). The tension reinforcing area required is 0.517 in /ft, while 0.6 in /ft is provided by No. 7 bars spaced 12 inches apart. All other reinforcing in the downstream tunnel is provided to meet the minimum ACI code requirements. SL-3830

SARGENT & LUN DY j txctN ri as g_g ( IIICN,0 I 3.7.4.3.5 Outlet Structure The outlet structure, as shown in Exhibit 3-19, is designed to resist the effects of the most critical combinations of the self-weight of the structure, soil pressure, and H20-44 truck loading. A maximum impact factor of 30% is applied to the truck loading. The top and bottom slabs have been analyzed and designed for the combination of dead load times 1.4, plus truck loading times 1.7. The vertical walls have been analyzed and designed for the combination of dead load times 1.4, plus lateral soil and surcharge load times 1.7. The structure was analyzed by the moment distribution I methoo. The maximum positive moment in the walls is 22 kip-ft for a 1-foot strip. The maxi-mum negative moment is 39.1 kip-ft. A moment capacity of 40.6 kip ft is provided by No. 7 bars spaced 12 inches apart. Additional reinforcing in the form of beam bands is provided around the two large openings in the top slab. Beam bands spanning the vertical wall are analyzed and designed for dead load (self-weight) times 1.4, plus a 16-kip truck load with a 30% I impact factor times 1.7. The maximum design moment is 349 kip-ft and is resisted by four N o. 10 bars. The moment capacity, assuming a 24-inch wide beam, is 437.4 kip-ft. Beam bands spanning parallel to the walls have been designed for a maximum moment of 77 kip -f t resulting from self-weight times 1.4, plus a concentrated 16-kip truck load with a 30% impact factor times 1.7. The capacity of a 24-inch wide beam with four No. 7 bars is 217.3 kip-ft. All other reinforcing is provided to satisfy the minimum ACI code requirements. Grating over the two large openings is proportioned according to the manufacturer's requirements for an 1I20 truck load and a maximum 8-foot span. l 3.7.4.3.6 . Stilling Basin The stilling basin retaining walls are analyzed and designed in four sections, as in-dicated in Exhibit 3-18. Each section is designed to resist a lateral surcharge loading of (0.3) (KA) and a lateral soil pressure of (0.12) (h) (KA), where h is the height of l l SL-3830 I

l SARGENTA LUNDY FNGINEERS 04_03 31 aCCAGO the backfill and K, the lateral pressure coefficient, is 0.33. The walls are designed A for a maximum moment at the base of the wall, summarized as follows: Ultimate Design Moment Capacity Section Moment Reinforcing Capacity Margin 1 20.82 No. G@l2 29.06 1.4 2 62.4 No. 9@l2 64.19 1.03 3 62.4 No. 9@l2 64.19 1.03 4 62.4 No. 9@l2 64.19 1.03 Wall reinforcing bars in Sections 1, 2, and 3 are sufficiently developed into the base slab to resist slab moments at the wall. The ultimate design moment in the toe slab of Section 4 resulting from vertical soil pessure is 22.9 kip-ft. The ultimate design moment in the heel slab is 36.3 kip-ft. The No. 8 bars at 12-inch spacings provide a moment capacity of 51.26 kip-ft. All other reinforcing for the stilling basin walls and slabs is provided in accordance with ACI minimum code requirements. Shear keys at the edges of the slabs provide stability against a maximum sliding force of 3.4 kips /ft. Resistance to sliding provided by the 18-inch deep key is 22.5 kips with a factor of safety of 6.6. Overturning stability for Sections 3 and 4 has been checked and is summarized as i follows: Overturning Resisting Factor Section Moment Moment of Safety 3 36.6 120.4 3.3 4 42.3 88.2 2.1 l 1 SL-3830

SARGENT & LUN DY E NGIN E E R s cmCAG 04-03-81 Shear stresses for the most critical sections (3 and 4) were checked and are sum-marized as follows: Section Wall Toe Heel V V /V V V /V V V /V e u u 3 60.53 2.09 43.4 2.91 4 72.3 1.75 92.5 1.37 115.9 1.09 3.7.4. 4 Reference Drawings Sargent & Lundy Drawings: S-464 Low Level Outlet and Blowdown Structures - Plan and Sections S-465 Low Level Outlet and Blowdown Structures - Sections and Details, Sheet 1 S-466 Low Level Outlet and Blowdown Structures - Sections and Details, Sheet 2 I I SL-3830

I SARGENT & LU N D'i E N ciN E E ns ancac 04-03-81 I S-467 Low Level Outlet and Blowdown Structures - Sections and Details, Sheet 3 SARGENT & LUNDY Prepared by: 04-03-81 D. L. Clark, Senior Electrical Project Engineer Electrical Project Engineering Division ~k-04-03-81

DITazmi, Supervising Design Engineer Structural Design & Drafting Division W6M 6W '

04-03-81 G. V. Komanduri, Su'pervisor Water Resources Section Water Resources & Site Development Division R. D. Nelson, 04-03-81 Supervisor Engineering Section Geotechnical Division 04-03-81

11. B. Rohwer, Mechanical Project Engineer Project Management Division g * * ^N N

Reviewed by: h, 04-03-81 YM Ch,\\ Jr M. Kutin," I l'g[ 7219 T *i Structural Project Engineer Structural Project Engineering ( Division j MS fg n .NE Approved by: M_ 04-03-81

1. M. McLaughlin,g

Manager, Structural Department SL-3830 I

I SARGENT & LUNDY f NGINE ERS CHICAGO 04-03-81

4.0 REFERENCES

1. " Proposed Guidelines for Safety inspection of Dams," Department of the Army, Corps of Engineers, Federal Register Vol. 39, No.168, August 28,1974. 2. I f. Weather Bureau, " Seasonal Variation of the Probable Maximum Precipi-tation East of the 105th Meridian for Areas from 10 to 1,000 Square Miles and Durations of 6,12, 24, and 48 liours: Ilydrometeorological Rept. No. 33," U.S. Government Printing Office, Washington, D.C., April 1956. 3. " Standard Project Flood Determinations," U.S. Army Corps of Engineers, EM-1110-2-1411, 1952. 4. "flydrology, Strawn Reservoir," U.S. Army Corps of Engineers, Tulsa, Oklahoma District, Design Memorandum No. 2, February 1958. 5. Chow, V. T., ed., Ilandbook of Applied Ilydrology, Sections 14-37, McGraw-Ifill, 1964. 6. Cedar Point Lake, Design Memorandum No.1, U.S. Army Corps of Engineers, Tulsa, Oklahoma District, April 1971. 7. Reservoir Regulation Manual for Council Grove, Marion, and John Redmond Reservoirs, Upper Grand (Neosho) River, Kansas, U.S. Army Corps of Engineers, Tulsa, Oklahoma District, June 1969. 8. " Spillway Rating and Flood Routing," U.S. Army Corps of Engineers, flydrologic Engineering Center, Computer Program 22-52-L210, October 1966. 9. " Design of Small Dams," 2nd edition, U.S. Department of the Interior, Bureau of Reclamation,1973. 10. " Engineering and Design: Ilydraulie Design of Spillways," U.S. Army Corps of Engineers, Engineering Manual EM-1110-2-1603, March 1965. SL-3830

l SARGENT& l.U N DY E TNLINFtRS C HICAGO 04-03-81 11. " Policies and Procedures Pertaining to Determination of Spillway Capacities and Freeboard Allowances for Dams," U.S. Army Corps of Engineers, EC-1110-2-27, August 1966. 12. Lambe, T. W. and Whitman, R. V., Soil Mechanics, John Wiley & Sons, New York,1969, Chapter 19. 13. U.S. Navy Design Manual, " Soil Mechanics, Foundations, and Earth Structures," NAVFAC DM-7, March 1971. 14. Sherard, J. L., et al., Earth and Earth-Rock Dams - Engineering Problems of Design and Construction, John Wiley & Sons, New York,1966. 15. U.S. Army Corps of Engineers, " Shore Protection Manual," Vol. 2, Section 7.37, 1973. 16. U.S. Bureau of Reclamation, " Earth Manual," E-28,1st edition,1968. 17. U.S. Army Corps of Engineers, Engineering Regulation ER-1110-2-50, May 1975. I 18. U.S. Army Corps of Engineers, "Ilydraulie Design of Reservoir Outlet Struc-tures," EM-1110-2-1602, August 2,1963. 19. U.S. Army Corps of Engineers, " Structural Design of Spillways and Outlet Works," EM-1110-2-2400, November 1964. 'I SL-3830 l

__a. m,---- a, m _.-s-__ --e --a_--w.aua am-A a

---

~1 A

-mm.. l i l 1 T A BLES I I I I I I I

SARGENT & LUNDY ENOfMEERS TABLE 3-1 cmc ^ SL-3830 ) 04-03-81 ] PROBABLE MAXIMUM PRECIPITATION MONTHLY AND ALL-SEASON HIGH DEPTH DURATION DATA

• Duration Month 6 Hours 12 Hours 24 Hours 48 Hours January 8.70 11.42 14.30 18.10 February 10.56 13.25 15.94 19.90 March 14.96 17.00 20.10 22.50 April 21.00 24.40 26.25 28.40 May 24.00 26.60 28.70 30.70 June 25.50 28.30 30.30 32.80 July 25.50 28.50 30.30 32.80 August 25.30 28.10 30.30 32.70 September 23.70 26.80 29.70 32.30 October 18.30 22.00 25.00 29.60 November 11.85 16.12 18.60 22.70 December 8.73 11.60 14.30 18.34 All-Season 25.50 28.50 30.30 32.80

' Depth of rainfall in inches

SARGENT & LUNDY ENelMEERS g cme ^oo SL-3830 04-03-81 PAGE 1 GF 2 PROBABLE MAXIMUM PRECIPITATION STORM DISTRIBUTION Cumulative Incremental Critical Arrangement Duration Precipitation Precipitation of Precipitation (hours) (inches) (inches) (inches) 0-1 9.70 9.70 0.02 1-2 13.50 3.8C 0.02 2-3 17.10 3.60 0.03 I 3-4 20.20 3.10 0.08 4-5 23.00 2.80 0.03 5-6 25.50 2.50 0.02 6-7 26.64 1.14 0.03 7-8 27.09 0.45 0.03 8-9 27.51 0.42 0.04 9-10 27.87 0.36 0.11 I 10-11 28.20 0.33 0.04 11-12 28.50 0.30 0.03 12-23 28.96 0.46 0.04 I 13-14 29.14 0.18 0.05 14-15 29.31 0.17 0.06 15-16 29.45 0.14 0.16 16-17 29.58 0.13 0.06 17-18 29.70 0.12 0.05 18-19 29.93 0.23 0.12 19-20 30.02 0.09 0.14 20-21 30.10 0.08 0.18 21-22 30.17 0.07 0.46 22-23 30.24 0.07 0.17 23-24 30.30 0.06 0.13 24-25 30.91 0.61 0.30 25-26 31.15 0.24 0.36 26-27 31.37 0.22 0.45 I 27-28 31.56 0.19 1.14 28-29 31.74 0.18 0.42 29-30 31.90 0.16 0.33 I 30-31 32.06 0.16 2.50 31-32 32.12 0.06 3.10 32-33 32.18 0.06 3.80 33-34 32.23 0.0S 9.70 34-35 32.28 0.05 3.60 35-36 32.32 0.04 2.80 36-37 32.43 0.11 0.16 37-38 32.47 0.04 0.19 38-39 32.51 0.04 0.24 39-40 32.54 - 0.03 0.61

SA8pg%T- &. LUidDY-E N GIN E E R S TABLE 3-2 c m e^" SL-3830 I 04-03-81 PAGE 2 OF 2 PROBABLE MAXIMUM PRECIPITATION I STORM DISTRIBUTION, Cont. Cumulative Incremental Critical Arrangement I Duration Precipitation Precipitation of Precipitation (hours) (inches) _ inches) (inches) ( l 40-41 32.57 0.03 0.22 1 41-42 32.60 0.03 0.18 42-43 32.68 0.08 0.06 I 43-44 32.71 0.03 0.07 44-45 32.74 0.03 0.09 45-46 32.76 0.02 0.23 46-47 32.78 0.02 0.08 47-48 32.80 0.02 0.07 I

i l l l COMPARISON OF UNIT HYDROGRAPH PARAMETERS FOR WOLF CREEK, JOHN REDMOND, AND CEDAR POINT PROJECTS l Cedar Point Neosho River at Cottonwood River Reservoir Parameter Wolf Creek Council Grove at Cottonwood Falls on Cedar Creek Gage Dam D.A. (Sq. Mi.) 27.4 250 1402 110 119 L (Miles) 18.2 23.8 96 15 17.9 y 3 L (Miles) 10.2 8.4 52 6.4 9.1 m 90 @ ca z 2 Waterway H yz Slope 0.0016 0.00251 0.00051 .00325 0.00264 gm*

• C C

1.84 1.84 1.87 1.2 1.34 m t z O C 0.84 0.828 0.84 1.21 1.48 P ?h$ eas semY w

UNIT HYDROGRAPH PARAMETERS FOR PRE-AND POST-PROJECT CONDITIONS I l i Basic D. A. T T Ct C L L 9 W r pr p ea pr pr 50 75 Desig-nation of (CFS/ D. A. (Sq Mi) (Hrs) (Hrs) (Mi) (Mi) Sq Mi) (CFS) (Hrs) (Hrs) Post-project Condition 1 8.0 1 4.00 1.84 0.84 5.61 2.51 134.5 1075 3.9 2.2 2 11.2 1 2.00 1.84 0.84 1.90 0.53 268.5 3020 1.90 1.10 m n$ Z 2 z Lake Ez H Em & Area 8.2 $*{2 O Pre-project Condition Damsite 27.4 1 9.0 1.84 0.84 18.2 10.2 59.7 1640 9.2 5.3 NOTE: The unit hydrograph computations are based on (i) V. T. Chow, " Handbook of Applied Hydrology", 1964. ??$ as t

e. m m l

So y u

INPUT TO SPF AND PMF HYDROGRAPH COMPUTATIONS Lake Area = 8.2 Square Miles Fourly Precipitation (Inches) for SPF Determinatien Rainfall Fxcess: .03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .11 .14 .19 .53 .17 .12 1.26 1.46 1.06 4.86 1.76 1.36 .04 .05 .08 .27 .07 .05 .00 .00 .01 .08 .00 .00 Rainfall: .01 .01 .02 .04 .01 .01 .01 .02 .02 .05 .02 .02 .02 .02 .03 .08 .03 .03 .06 .07 .09 .23 .08 .07 .15 .18 .23 .57 .21 .16 1.30 1.50 1.90 4.90 1.80 1.40 .08 .09 .12 .31 .11 .09 .03 .03 .05 .12 .04 .03 Un> 2 i n f Hourly Precipitatien (Inches) for FMF Determinaticn Z i no2 l P.ainfall Excess: Eq l Q2 i $ "M E .00 .00 .00 .04 .00 .00 .00 .00 .00 .07 .00 .00 .00 .01 .02 .12 = l .02 .01 .08 .1C .14 42 .13 .09 .26 .32 41 1.10 .38 .29 2.46 3.06 r-3 3.7C 9.66 3.56 2.76 .12 .15 .20 .57 .18 .14 .02 .03 .05 .19 .04 .03 "C i Z O Painfall: i I .02 .02 .03 .08 .03 .02 .03 .03 .04 .11 .04 .03 .04 .05 .06 .16 i .C6 .05 .12 .14 .18 46 .17 .13 .30 .36 .45 1.14 .42 .33 2.50 3.10 3.80 9.70 3.60 2.80 .16 .19 .24 .61 .22 .18 06 .07 .09 .23 .08 .07 I i i I i l j O W -4 tT> o w c: w co P b3 Y I W

l SARGENT & LUNDY 5 TABLE 3-6 EMGj$EERS SL-3830 04-03-81 REQUIRED SAFETY FACTORS: SLOPE STABILITY ANALYSIS, NONCATEGORY l STRUCTURES Minimum Factor Minimum Factors of Safety of Safety Required Suggested in the Proposed at the Guidelines for Safety Condition Wolf Creek Site Inspection of Dams 1. End of Construction 1.4 No recommendation provided 2. Steady-State Flow (Cooling Lake at El.1988 ft) 1.5 1.5 3. Sudden Drawdown (El.1988 to 1930 ft) 1.2 1.2 4. Earthquake (OBE) for Conditions 1 & 2 (Pseudostatic) 1.0 1.0 5. Earthquake (OBE) for Conditions 1 & 2 (Finite Element) 1.0 1.0 I

SARGENT & LUNDY TABLE 3-7 " " $dE[co' " ' SL-3830 04-03-81 SOll PARAMETERS FOR STABILITY ANALYSIS MAIN DAM End of Construction Steady State & Rapid Drawdown I Friction Friction Cohesion Angle Density Cohesion Angle Density Soil (psf) (*) (pcf) (psf) (a) (pef) 1. Embankment 1800 0 121 280 25 127 2. Sand Drain 0 32 130 0 32 130 3. Ilesidual Soil 1800 0 110 200 24 110 4. Itock 5000 35 150 5000 35 150 5. Itiprap 0 32 115 I I I I I I

l SARGENT & LUNDY g TABLE 3-8 E P5 C5 i N E E R S CMICAGO SL-3830 04-03-81 CHARACTERISTICS OF ONSITE AGGREGATE SOURCES Toronto Plattsmouth Specific-Saturated Gravity 2.45-2.51 2.56-2.66 Specific Gravity-Dry 2.33-2.41 2.48-2.59 Los Angeles Abrasion Test 31.4-38.2 % 26.5-35.8 % Absorption 2.46-5.26%

1. 2-3. 2%

Soundness Loss Ratio .91.96 % .92.96 % i l Note: Soundness Loss Ratio determined according to Kansas State Ifighway Commission procedures.

Reference:

Stallard, A.li., Materials Inventory of Coffey County, Kanus, i l prepared by the State Highway Commission of Kansas in coopera-l tion with the U.S. Department of Commerce, Bureau of Public Roads, 1966. l

M M RESULTS OF STRENGTH TESTS ON REniOLDED SAMPLES - MAIN DAM TRIAXIAL (CU) UNCCNFINED COMPRESSION CCM?FESSION MAXIMUM UNDRA' TEST PIT DEPTH MOISTURE DRY DENSITY PERCENT CCMPACTION CONFINING S!! EAR STRESS (a) SHEAR Sh'; DR NGTH '; UMBER (FEET) CONTEST (%) (PCF) (STANDARD PPOCTOR) PPESSURE (PSP) (PSF) (PSP) TPL-1A 5.0-6.0 15.7 114 103(b) 2000 2300 TPL-1A 5.0-6.0 12.5 116 104(b) 6200 j TPL-15 5.0-6.0 17.4 106 99 2020 TPL-3A 5.0-6.0 16.0 112 101(b) 600 1600 (n TPL-3A 5.0-6.0 10.9 116 104(DI 5700 g$ TPL-3B 10.5-12.0 21.2 100 93(c) 6000 2650 Z TPL-3C 11.0-12.0 13.5 113 107(d) 6110 $$Z Oz o m IP ${ TPL-4A 4.0-6.0 14.6 113 102 (b) 6000 3870 TPL-4A 4.0-6.0 9.1 111 100(b) 5640

• 2 O

TFL-4B 8.0-10.0 17.3 111 103 500 810 4 TPL-43 8.0-10.0 20.3 103 95 4160 TPL-4B 8.0-10.0 11.8 109 100 6180 T.;-40(e) 10.0-11.5 20.0 102 95 9500 3520 TPL-4D ") 10.0-11.5 19.3 101 94 1560 I (a) .:axinun shear stress or shear stress at 10% strain, whichever occurs first. (b) Based en naxinu. dry density for TPL-1A,-3A & -4A mixture. (c) Based on ave age naxinun dry density for TPL-13, -4B & -4D. (d) 3ased on maxinun dry density for TPL-4C at 11.0 to 12.0 feet. (*) Residual satis. h eaE &amY e

SARGENT & LUNDY E N GIN E E R s TABLE 3-10 CHICAGO SL-3830 04-03-81 I RESULTS Of SLOPE STABILITY ANALYSES FOR MAIN DAM I Computed Required Minimum Condition Factor of P fety Factor of Safety 1. End of Construction 1.52 1.4 I 2. Steady-State Flow, Cooling Lake at El.1988 ft 1.70 1.5 3. Sudden Drawdown, El. 1988 to 1930 ft 1.20 1.2 4. End of Construction Plus I florizontal Earthquake Force (0.06 g) 1.21 1.0 I 5. Steady-State Flow, Cooling Lake at El.1988 ft Plus llorizontal Earthquake Force (0.06 g) 1.38 1.0 I l l l

SARGENT & LUNDY TABLE 3-11 ENG1NEERS cmcaco SL-3830 04-03-81 I RESULTS OF CONSOLIDATION TESTS ON UNDISTURBED AND RECOMPACTED SOIL SAMPLES Preconsolidation Compressipility Swellip Depth Pressure Index Index Soil Location ( ft) (psf) (in./in.) (in./in.) M 3 4 TP-1 1.0-3.0 1600 0.124 CL llS A-1 3.0 3600 0.134 0.050 CL flS-2 6.0 0.170 0.034 CL IIS-5 2.0 4600 0.150 CII IIS-16 4.0 8400 0.180 0.022 CH IIS-17 4.5 8600 0.112 0.040 CL l l 1. Compressibility Index is defined as Cc/(1 + e). 2. Swelling Index is defined as Cs/(1 + e). 3. Sample compacted to 95% of maximum dry density and 4% wet of optimum moisture content as determined by ASTM D698-70. 4. Apparent preconsolidation pressure.

I SARGENT & LUNDY E PJ G 1 PS E E R S TABLE 3-12 C H ICOGO SL-3830 04-03-81 SCHEDULE OF MEASUREMENTS FOR MAIN DAM, SADDLE DAMS, AND BAFFLE DIKES Vertical florizontal Phase Piezometers Movement Movement Main Dam and Saddle Dams I. During construction Monthly Monthly Initial II. During lake filling Monthly Monthly El.1930 1950 1970 1987 III. During operation Monthly" Monthly" Yearly IV. Drawdown or filling in excess of 5 ft during operation At occurrence At occurrence Baffle Dikes I. During construction NA Monthly *

• NA II.

During lake filling NA Monthly" NA 1 III. During operation NA Monthly *

• NA IV.

Drawdown or filling in excess of S ft during operation NA At occurrence NA I

• • Until steady state is recorded; quarterly thereafter.

I

SARGENT & LUNDY TABLE 3-13 EMGIMEERS cmcaco SL-3830 04-03-81 UPSTREAM CONDUlT ANALYSIS I 2 3 4 / / / 0 .I /./ ' / / ,, t. A n '~ t 's % so N i s N s Il g, \\ \\ ,( ih 65 41 ~> _k_. IEllillllldlllllllV! } .g q. : : :.'. E '.*; ?' ' ' d. E ') i CJ ? s a s +N y(IIIlluillu b-----l h llillilIllll h CAce.II. SimJ coNosJTION c^sa 1 e ~ _M. g h t*' C= s yr h < ' = 2 s.o V r' = 5G.26 serrios e, " '3 " ' "* " " u rorAL M y c L +0.513 e22.1 - o.357 - E,o) e s 3. 2. 2. .a 351 + 1').g o.332. -83 + ll.5 3 t o.z 31 + 13.l - o.259 - G.S t G.G 4- + o.c 43 + 2.4 - c.137 - 3.4 - t.0 5 - o. 37 - 7.7 + oms + 1.1 G.G G -o.459 14.5 4 c.23t

• 5.9 8.7

~1 - 0.531 - I S.7 to.357 4 8.B

9. *>

-o.557 - 26.1 t o.313 + 9S - 10 3 9 -O.37z -l8.1

• o.352

+ 8.% 9.o; Io - o.157 . l 4. 5 t o.a3 2. & 5.S S.7 11 - o.13 7 - 7. 7 t o.c43 e L.I G.G 17 +c.o43 14 3.i37 - 3.4 - l.O + 13 60232 + 13.1 - o.259 -(5 + G.G 14 to. 357- + 19.5 - o.332 - 8.3 + ll.T i5 10.373 + 22. I - o.351 -39 + L 3.'Z.

J SARGENT & LUNDY TABLE 3-14 EMGiMEERS C H ICQGO SL-3830 04-03-81 VALVE CHAMBER MOMENTS 1 S. 6 ( .. t. ?. ' I o.f..'.'.* 1 1 l I A u i .o.4 t, 3 ' i + G t \\ 7 l 4 V i g l l ll 10 9 _L l Illlilllli!!illlilllllillliil i P h--1 r--

• T

' !:t& M ' T h % ?/di +M = = 7,, l i E E v I = = 1 2 = l g g L 2 5 Z 1 = = es o I!!il!hilll!i!ll!!Ill!!!li!!I'l +M tT 9 CASE I CASE II SlGN CONVENTIOW l C = M/v r' C=N/hr v r* = 410.5 br'ssosits SECTioN h [^ h wrd t. momrnN C#'E e o.447 iss.o -o.22o - 25.1 16 4.9 2 o 322 135.4- -o.ZZO -E l 112 3 3 -o.c53 - 22.3

c. 7 t o

23. l

- 4 5. + l ^ - 'z 5 5" 5 '- E E 5 -o.220 - 52.5 c. 3 Z Z-33.8 - 58.7 G -oz2o - 92.5 o.447 41.o -4 5.5 l g r -az?o - 92.5 c. 312. 35.8 -58.l 3 g -o.2tc - 92.5 -o.os3 S. (o -98.I S -c o33 - 22 3 - o. 2 to - :.3.i -45.4 to

o. sat i35.4

- o. 2 2e - Lo n O Z.3 is o.447 i s t.o - o. tzo - 2 5. ) 16 4,9 l

1 1 SARGENT & LUNDY TABLE 3-15 E N G I 05 E E R S CHIC AGO SL-3830 04-03-81 VALVE CHAMBER COMPRESSIVE FORCES 8 2 3

1. /,i N. *.e c.

. f _.

• 4 l

.3 i 5 l + 6 t, --- I 8 I i i y Il to 9 -.1. 11ll11111111lllll1illlllllll11 i hh h 9b tT ' * ' * :.* '.a. '..'i.* ? } .;.~.'a:; ':{ ' ?.f* l s -l = .g- = L 5= E E EE = = E E ( 1 5 ni 2 I lin!n u niennuin ni - ~ ~ +M Nf C ASE I CASEI SMH CONV9 EON c = T/vr c s T/vh Vr = 65 V,= l +.5 casa I c^ss a varAu MIN C T c T c.o#24W9E Cedct I o o 1333 19.3 19.3 2. O o I 333 1 83. 3 19 3 3 o o 1 333 19.3 69 3 A l.3 33 17.0 o o 77.o S l 3's3 17.o o o 77.o G l.335 17.o o o 77.o 7 1333 77.o o o 77.o f 4 533 77.o o o 77.o 9 o o I.333 i93 19 3 to 0 o i.335 19 3 19 3 11 o o L.333 19.3 19.'3

SARGENT & LUNDY g TABLE 3-16 E 93 G I N E E R S CHICAGO SL-3830 04-03-81 DOWNSTREAM TUNNEL DESIGN MOMENTS 2 3 4 5 1 8 9 !l to i4:u s2 i ll1111!I111111111ll111111llllll E 1 ? l e 6: .s. .w a 5 O. =

y, e

a m .t +s 4:.'4:ia::. g . ' &.@.4:l*. ,s* 9 n11111lllll1111111111lllll111 Wh

• H Hh hL

+7 f CASE T CASE H. CASE E SIGN c= $s c g, C=b CONVENTION vr'= 2co lar'. so h r'= lit.s v- = 5 r3 5 r.

1. 5 CAGE I c^sa n casa nr omstus SE-CTice4 e

u e 9 c M wrunwT S I o.31 1 64 - c.37aj -I9 -o.379 -41 45 2 o.11 5 55 - o.331 - i 'l -o.331 -31 38 3

o. it.o 32

- o.69 9 -80 - o.199 -21 11 4 o.004 1 -o.ois -1 - o.ct B - 2. 5 - o.14 8 -30 c.t e 9 8 c.169 19 -11 6 -o.253 -Si o.514-sw o.314 35 -35 7 - o.itu -SG o.384 19 o.384 43 -37 8 - o.260 - 51 c.355 le C.%S 40 -33 'l - o 2.40 -48 o.z.16 li c.216 14 -37 80 -o. ito -43 - c.o34 -1 -o o34 -4 -47 Ii -o.045 -9 -c.181 -9 -o.t S~l -11 -30 L2. o.135 47 -o.is7 -9 -o.ts 1 - 11 38 15 o.4 06 so -o t B7 -9 - o. i s7 - 21 71 14-o.451 91 -o. l a'l -9 - o. l s'1 -2I S3

SARGENT & LUNDY TABLE 3-17 E N G1N E E R S SL-3830 CHIC AGO 04-03-81 DOWNSTREAM TUNNEL COMPRESSIVE FORCES ?' b 4 . 'l/ IW,.'{, 5 c, L-. f. o p. t 9 Lj 7 ri

v. 3,: ii I Lm,,c.m,., l. r:,n.,.y c

.

$ Q f ? f[,'N. ) I]

I,,'~ j (_'.] i' \\ '[:h f j[., / \\ jj y:. --. i y t6.:; -}1 = ~. >. ....:.t l

OWZ i

i R E. 1 41 % ~ ~ ~ l 1 '" Q., n

.s n....; ;-

Yj E [ w2tLFiCi.7.itQ Hh h M Hk h- +r i CASE I CASE JI CASE 3II SIGN C= I c= 1

c. = T.

CONVEblTI oba vr he he Vr = 40 h e

• 10 h r a ls e=

5 r= 5 r=75 gg,3.g a m ,.gg - _......Se .......S01A h%.C2 l I o.060 1.4 l.415

14. l 1.4:S 14 7.

IG.3 23.6 l 2,,~(( o.Idi ~53 1.313 i 3_.(( 'I.3z3~

15. 5,]l[h_[i,~[ t. s.[ l a

o.ws is.+ i.o7 io.? i.o,i iG t c, J _ 31._4_ ,_._ 4 ..o 'o*L .z P.A o75 - 1 2. _ o.,zs it ss.p _.__r.t. 4.. b44 *) .._4._G.1). ! 5 I.o30 4.i 7. o.37 4 ._J. 7 c.3'l4 5.G f_,. l__l1'O l_I ! _ lI.

1. .III..

.1.de._I. S. 5._ _.,5.7. [ So4 G 0 I 53.3 55.~5 I l333 55.3 o o o 7 8 l.353 55.3 o o o o 53 3 Sj.5l 9 l.335 53.3 o o o o 55.3 53.3 ' 80

1. 13 3 55.~4 o

o o o G33 53 3_ l lG.G_l! if -o.Cuo 2.4 i 2SI I t.(, l.z5l i ? _, _ o. t_ _ l__. ) il ~ o.or.o

2. 4 1 251 fl.G l.Zil i3 _, s o.Z _

16.4 l IS . - o.or.o

z. 4 L.25 )

it.G i.til 19 ' to.Z. I G.c i 14 ) .o. o s.o....1 4 I..t zil ..G. J

1. zil tj. i t o.t.......... i s.. t.,

iz. 1

I SARGENT & LUNDY ENGlNEERS TABLE 3-18 CHICAGO SL-3830 I 04-03-81 DOWNSTREAM TUNNEL HYDROSTATIC MOMENTS I I 2 g 4 5 I ',. / * + 1 g 9 {,-- so 14 #3 s1 gg I es= =a 1111lllllllllllllll1111 Es ss ss i E E 1 5 9 sE Es s.. =EE i E EE

?

-====E ZEE E E==E J = = h I r no r., llllllll11111lllllllllll cAsaE CASE age, y M - c,h r'+c g r' M= c Er*+C gr s e (.C h + Cat ) "' .r (c. h 6 C t )) " p cve' i v r' = (8)(s)Zetoo c [ggf3,, c,g,,gg) c c (s o9)<C (T }] sect 1oN '^#*i '^**(

1. [

NiaDe c c, c I I o.3i7 o4 -13 - 32 6 -13 -15.4

31. 4 1

o. t 1T 55

-. i4 -zag - 1 14 -44 5 ZG. 4 3

c. tu o B2

- o. r -17. 4 - o. 7 - 39 1

14. 6 4

o.co. 1 - o.7 s - i.9', -0 18 -4. 4-S. 4 5 .o.i48 -30 o.5G8 14.2 o.scs 32.0

2. O G

o.tS3 -51 4.os 2G98 i.os G o.72

9. 12.

l 7 - o. t so -56 1 34 35.4 1.34 752 I 9. 7 E 8 -o.26o -s 1 a.2 5 31.3 125 70.4 I 9. 4 9 - o. 24o ~4 8 o.77 19.3 o.17 43.5

1. S. ~l I

to o.120 -43 - o.i i s -2.88 -o.Ils -4.48 49.48 11 - o.o43 -9 - o.6(,1 - t (,.G -0.6G2 -37.1 46,2 11 o.13 5 47 -o442 -is.G - c.6Gt -31.2 30, 4 I 85 o.4ot 80 -o.642 -t c.. G -o.462 -37. s. G 3. 4 14 o.d57 9Z -o. GG2 -is. G -o462 - 37.1 75.4

w.a ama. u -s.a- -m.----sam m.-_awc ms, u-ae ma. e _n__ s ,m -.--m--m_n a-m+- -m --saA---a- .auat-----a--~s.u.mm-m-- ,.a A I I i l l l E X H ll31TS I i l ( I I I

' k ? R ~ .E.W _, _ _ _,. r ~- , ' * * ')' * "{ ', .i' ' 'I : y, \\ A,.l. 'g @ '.,=. d, A* f. c.. f' .v,q, se,* r , y, 7j 9, c., 4 4 q,. - 7e. +s .o -f - fb i s ' h 3-4[ f **5 #. '[, '$ f.' .[ sN ..t, y, s[, ~ f {: t, ',. ,2. g' #.. *.~ 2 t \\ q (,p l @n ,t .P n. p, y,s..y.

a....J 2y 4

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• *.,".,i

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p. $,,f,,%,d.'

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l &.N h _'.'3.-. V ' ~. *

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V' ' Y w^=t m;:.4,_ P;,1.' ? ~ o _- G:n, ; L.a = > &. %m,) c+

• J

[g a._ ,v,s&a 6( R7 w 3 . w, 't n mA i % t. . I,. -* V' c ~ g",. *, 6 f.(;.% .s s,i s. ' w W.'. S< p4("I Drh q w' m,A e{3,fr u, a J W'A,.f 1 W W ? '/.

• 2 i

w.. A 'l. 1 i we,'O r...?. ' r h. .J 1 dt V i: a T' 1 A 4 , _,., en

9 EXHIBIT 1-1 / g N iGpp;igy,;y__ v-yhL %y 4(! ' I.- '.N. ,1,%[- d p[ 7 - ' if"b.4 ' R u g o SL-3830 ~~

'i 04-03-81

'a c " ]y-s.c.d..r. #- b n;'. ._.a ,,:. w. 4 _+rz.,,,, n,.v - a a e -i. ) . 1 .~u. ~ m .m. f. * {, w, g:.-]b q,. y y 7 : r t. ly' s ( , ( \\ 6y <- ;-,*,3~~~' 1 ,1 ,s

• j y

.W,..,= q R 'y p '1 %~ u a o.W ' Wg%..n p.. n a. y,.., ,c.,.;

.3 s

a f 1-w n^r.... ' pa. g l 0 $> L; >, d ' 'i / -,4,,... a, g, Fw ' - j'. t. y _Q i 1 t **-*--' .,o., '- /k ',.'..'.;}.. H b. r,-h_7((f ., ) 'To <y, ,i - '-t(*I .x }j 'e .A- ',,.},- i.' J ,..-(.,s.%.' (' ... f., ~p .p . h, 3, s,:;%( 9 . +-; , n,, u.. ' i p ...c [ k.' ACCESS ROAD ( .q g' f,e ~ yad Ms rp i j

- =

c. . { 0{~7, t .,.....a .""( . ; g, g /' CIRC. W ATER DISCH ARGE s e, .28 8 's ad k;n' /l, STRUCTURE.,i /..* / [ PLANT AREA!" 7 MJ { g y.w (p/{ 'g [** L '- CH ANNEL lig' ; - ' f 3 Y ng - E S S E N TI A L S E R V IC E '? j(; 9 - / W ATER INT AK E 4hs e'<~ .f. /,.. ' e f[ f' i ,A// 4 I t p' Y=r iY':. ' J. j. 4 '<.'. q. ^ ESSENTIAL SERVICE. WATER ~ IAF FLE DIKI-l' ^*T .n c.:, .;;8 DISC.H. PIPE 7,,. )-.; f #_ _] ,, ' + g ' ' E L. 4 9 3 4 ', Q: J' ') ' f,,e. ,~(~~. j '.. p' ;, CIRC W ATFR 1,'"i,*,' [w W i 3 r SCREENMou$ y y,, ( i ,3,- _4. n} E -g, CATEGORY I DAM d,'. ,. / ' [ \\ *,N ,r w\\ ( ,,,,A,4 s 1- '- *) D A M 111 ~~ t h/ DAM > m - ork_,l

L. 4 CHANNEL 1

'} . I.... /.""" , blYlMATE ( i EL 2000'(TYP) [ k j f) HEAT SINK'5 I'* 64 RAtuwo ),* T 16 8 lt " (, ! ( M' Y-h-m. c.,.g?., .lD^~ ' 'f ~ 1 E p;--4 ,*v -O 1 ,'/- . )'TMAcK 4 .+ L g 2.- ., f. +. ,1 ,r ,..,, ),. Q- .I.,. .,r-- l:c / v~;* -s , e _s cc

• . - 41) p

,9 ~ 1 g O, si p i 4 EMAWWE)I. l g \\ \\ t. i - A. h Ls.. 'r' [f, - l.' f r 4- _Y1. _ _ ;^ e 'e, + j D AFFLE D pE A,r s ' ', - L< W

1. ,,;*)

' i*6 ) ;. h bAM i [ <\\ ~ / .., Qa., lg M ' 8' ;-m.-4 '. [O NORh4 AL CPER ATING ' ,,J i COOLING LAKE q9 [% i. 4' 8 './\\.'. ,..'i DAM V-t* 'j LEvtL rt 1987' 4 ' j s. .&*g'1.=, ~ '.i ". j Ao M. 1: m, g- ~ + # a r. .p 9.* T / DAM EL 20j00' , LOW LEVEL k / N., ,TLET woaus, .y uN DmN,.. 'q*, s . t A.vx'uay, se,itty. 4 o e, s g ,s , y i,'e 4 ( -f I 'e ' ' l (. SERVIC E<4 '~ W 8 Ub.if j.SPiLLW AY %.7M D 'k ', *

• l j 3

A :4. c. ?. ]... ,f, W.. I l A ...c*. /..s. . (,'i l1 f l? y~. q,N 'r.,]. <, .,f+-[g.,T m.y 'Y. d-W-,; 4+!..f. t 4 .w .+ c 7 , qp 7,

'.. q

4. n.c,.

..l b, t i t

s7 e.

yI (. g ( .3 s w. s, g' f i 'y# ') e 1 fi

f {

4,. b hf . hM -t n' ' /.2! x* / f, GENERAL ARRANGEMENT b . 4 'o i n, - ~ _!_ _ _..u - i. s i /,

} Ic{.; el it / &y b y' YW Q.s.l 3 sf m

,e } ') i:. [7 M.-y; g. h, s)'.. J., L V.M LSARGENT&LUNDY _ = =,~.,~..... ~.. =

i ? I AREA IN THOUSANDS OF ACRES o i 2 3 4 5 G 7 8 0 to 2000 4 g' y 19 OO - ' CAPACITY 1970 j I 'p' I gj 19 GO - / } l Z / / I' Z is4o-- i 0 ( 1930 w j p i s so - n 1910 Ti U 1900 i i 1 i i i i O I 2 3 4 5 6 7 8 9 10 Ii l '2. O VOLUMEE IN TEN THOUSANC E a 3 i e W b

I EXHIBIT 31 SL-3830 t 04-03-81 EtEVATI ON AW%EA CAputACITV IN IN IN emas r xmas m -reer 192O.0 ; 31 ltB 1930,o [ 245 1205 _19 40,o j 507 4797 l 9 50.o ! 801 11720 l9 goo IG2a 25181 1970.0 2G4a 4G620 1980 o ; 3981 79300 t 19880 5247 IIG370 1900.o 3510 l27120 2000.ol 7l65 190G33 I T 4 1 I ] ID 14 15 IG 17 88 le 20 S Of: ACRE - FEET COOLING LAKE AREA - CAPACITY CURVES o SARGENT&LUNDY - (

_o o o 11 H M eo ff H f co H m M H f No M f S ff E f H f C mo f f N f I f f N I ff H mo f T f P f E f D ff LL Ao H A F N I A R uo NC .7 J o A I o o _o NO Wo oCI>4_oZ E IoC O

1 EXHIBIT 3-2 I' SL-3830 a 04-03-81 Inches W, Rainfall Excess Retention Loss = 0.04 in/hr Skb A > 40 50 PMP STORM DISTRIBUTION --) SARGENT&LUNDY ENGINE E R S - o e

W $y y%.. I L ,m k.2.. .; C a. g g%.1 < La .u e s. %w,, IM.:;,cl w..,.7,. s,, 3' m. 3 rg 1. t> c: od e %w p g, M8 h f,. M .ME~%ry 3 S ,3 %.Nhh h $ V.cr,.'.. ?, J n.a. % >?,hb.! N .a .c. s.n, I

h. h. ; % _ W..

,74; V. 9,,~',< ",} cr. 1g.- -t, e rm ~ r~- e,#, c73 + W.Jg [ i g. W.%- A s .c-r. I-, {. l lE ' f' gq, d $.ph,Jj-,1 4 9;,4},3c ,=

,C

,, PLANT ARECs. ...y :.l;, (..M2di 4 ' <h7 i.. A 29 H %g {>.'g n,', D'iQ.. lQ # ]p=v]'. D M OM ',W : T Qg 3 . x, 7

l. X '-.. A v

x- , g., s n ,x :N:-e . ;~<..,..p y .@.:..? t, y c y(s g.,4rgk 2. .n Jps - x 4,3 . p <me q.;p %,w%g M,m) Qi.M.T c.'1 ge7, .w e wy1m '. W 4,%b l [~5'h~d,y;f$x .^#% [p % h $ ;d/ N=M m 2 y %yU. m@%.9.-Q f 1

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.pl,$,;A

,o . (sw@n:Q ,,e a, %y/ d;- A' = '4 'y 's. g3 y u y.a ,1av v nan. m f ^,JN-S ( //p % Oww-c _ ,, QAmx-i j te ; Wl%.-}[ /.m,P.!>QM-.;f; y ' p ..; :My w 2 a.:f.q h v ' J f. Q 3fw M. A :. ~, Q'a;x tfA We y' s O SJ.' ~'j m-A e p~td.[,h,,).3.A 2~y> :OApq 6 v 4 n, >, q Q: L,s h+,,m, wm. r p~ t f w _.r.

y. ->--

=3 1~ w m + 'a ydyQ h 7 > 3x

g',~ ?x,+.M i WK%

2 --@j.Q v 'Qog o h,S.&,$ y [.? ).h n4; . ! * ?.kf*0%"' $,$ih:&t l 5L 1,. w &~j$k h l r,.. fd'(.) ?*,?: "f. L,a , 'g).'M 'W&., i ~ F ,s yh4Q'm -b',

h. S U. )Nb

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q

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,,s, s 7

- m L.;c __ _ _ .u.1 . y,,. - 2 m.@,sQ., s Q Q Q q - - M)ym 9=., a p c by nl ,l.- .;e ..h, s ( '; ~ ' f' e % +.pr\\ p' - J f y; r,nd? ,.h. e .y ,k.,sy.?n ,.m .v Wc 4 u a L n v....s . mf%,p r~q.n

a w.m+ Mc -

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1 EXHIBIT 3-3 1 J!

, 2 y / p ' r Y G " q 'Jh' -"T6""Q fl(T~#D j 7'5 M f T ~{ # 9 SL-3830 t l_ 7 ., 1 (_ 3-i ~ .H l 04-03-81 'Q) q gM Q... i t L g- %W

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t 4 i i l i e i e i i i i i i i ~ PEAK FLOW = 1640 % 1500 DRA 1 i M 1000 u. O ~ i. Z W ~ O T f ? I O m 500 o N I l O O 10 20 TIME IN HOURS FROM BEGINN 1 L

EXHIBIT 3-4 / SL-3830 04-03-81 i i i i i i i i i ~ FS JNAGE ARE A = 27.4 SQ. MILES t i I I I I 1 1 30 40 NG OF RAINFALL - EXCESS 1-HOUR UNIT HYDROGRAPH UNDER NATURAL CONDITIONS SARGENT&LUNDY t A ,nuasumana \\ s

. ~ =. . ~, i i DISCHARGE IN THOUSAND CFS m m u u a A O V. O O O w O w O O O 6 O 4 m FO O O CD \\ a i m fr) H l - (n X 5 m IT1 rO 5 r u o m gOi y b W 2. N a 4 l \\ I

1 EXHIBIT 3-5 SL-3830 1 1 04-03-81 PEAK FLOW = 40877 cfs A f \\ l / I 1 i ) \\ PROBABLE MAXIMU FLOOD \\ l \\ \\ \\ / [ 44 48 52 28 32 36 40 100-YEAR AND PMF HYDROGRAPH UNDER NATURAL CONDITIONS l SARGENT&LUNDY I-2.~ ,~...._

I d PEAK FLOW = 3450 CFS 3500 l I--- i 4 i~ I i i i f FEAK FLOW

• 3020 CFS (_

3000 I I t I 1 N I l 7 2500 g i i m e { 1 t o 2000 z i \\ e l i q i500 - --+-- i ro W O l i 3 PE AK ' FLOW = l@ i000 +- -- ,/..., %y t ,/ L. / s, i i l I j -- f - - . ' y _. - d - --N d. 50c / l l t l ,,/ ~' O i. O I 2 3 4 5 6 7 8 TIME IN HOURS FROM B k i i

9 I EXHIBIT 3-6 SL-3830 J 04-03-81 DATA RELATING TO UNIT HYDROGRAPHS - UNIT UNIT AREA DURA. REPRESENTED GRAPH REMARKS TION IDE N T IFIC A TIO N SQ. M I, N O. (HOURS) l i SUB-AREA 4 8.0 UPPER DRAINAGE AREA 2 i SUB-AREA 2 I I. 2 LOWER DRAINAGE AREA l TOTAL AREA 3 19.2 TOTAL DRAINAGE AREA I l l l l l l r I i l 79 CFS i l I i i I i l 9 10 11 12 13 14 15 16 E GIN NING OF RAI N FA LL EXCESS 1-HOUR UNIT HYDROGRAPH FOR SUB-BASIN DRAINAGE AREAS j \\c SARGENT&LUNDY 1emomman a

i 5 f 80 70 l 60 6 50 f ( TOTAL INFLOW HYDROGRAPH RESULTIN O ORAL 9 AGE AREA AND LAKE AREA (27.4 S Q. M I.) ~_ r_ z x 5 <t 40 a. g o i I& B. E w 30 i S 4 I i O O 20 O t 1 10 sv -[-- 0--- 0 4 8 12 16 20 24 TIME l 1 .i

EXHIBIT 3-71 SL-3830 04-03-81 82,089 CFS S h \\ k G FROM

s. ~)

\\ i Q PEAK = 22,845 CFS. / 's x-m \\ OUTFLOW HYDROGRAPH z' N ~ 28 32 36 40 44 48 52 56 IN HOURS PMF HYDROGRAPHS (MODIFIED CONDITIONS) SARGENT&LUNDY I' .. 3

+ ) 1 45 40 35 DR AIN AGE AREA = 19.2 SQ. MIL LAKE AREA = 8.2 SQ. Mil ^ cn oc wo 30 n m g 1 Z 4 m 25 I. o a4 O I F PEAK FLOW = r 20762 CFS ~ !{\\ [I Z 20 \\ w f~ O I \\ n, x 0 A I \\1 {. I 15 v g I \\ i. O mg l ylOO YEAR FLOOD l \\ l \\ \\ l. ( \\ I g 0 \\ / \\ \\ l / ^ g/ 2 '->^J 0 4 8 12 16 20 24 L TIME IN HOURS i I i 1 [.

EXHIBIT 3-8 ) SL-3830 04-03-81 / I PEAK FLOW = 40883 CFS l l .ES .ES l STANDARD PROJECT FLOOD l I i l i l 1 i l A f l Q 44 48 52 28 32 36 40 100-YEAR AND STANDARD FLOOD HYDROGRAPHS (MODIFIED CONDITIONS) SARGENT&LUNDY ..~.,~...../ \\ a

1 i i t i A I !e r s,A % 999 9,A. t

• 99 94.1 e 99

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4 6 EXHIBIT 3-9 I SL-3830 ) 04-03-81 PAGE 3 OF 3 i,a.o np rwoacm up ue e m:ca c.c.au 6 ?

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l 6 i i 1 !t 1998 i C I 3 l F- <t O 1996 E / - olSCHARGE FROM l 3 i. 2 SERVICE SPILLWAY w F-f W 4 W 1994 g / .J s b G 6 / 'p-a. 7 O $ 1992 8 i /s B W 1 /s W / I AU XILI AFY SPILLWAY CRES T E L.19 90. 5 1990 1 = t SE RVICE SPILLWAY CREST EL.1988.0 1988 0 2500 5000 7500 10000 12500 ? DISCH ARe 4 k ~. ? 4

EXHIBIT 3-10 ) SL-3830 s 04-03-81 'l .. _ _. ~ _ _... - TOTAL outflow j ~~~-.~ l DISCHARGE l -t )000 17500 20000 22500 25000 27500 30000 .E IN CFS SPILLWAY RATING CURVE SARGENT&LHOY s \\ a

i t a s 1995 I t P' I A

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1 EXHIBIT 3-11 SL-3830 J 04-03-81 e MAxlVUM POOL EL 1994 94* i t i i a i i [ l 1 t l i l t i ^ l l .. /, _., 7 7 i i i I. I-1 l 1+ 1 j j __4 4 .__m i 1 i t. i = ! F j l l uh _. l' i I [ I i 6 i, I ~- i s j -j i I 3 S 4' - 140 16'O 180 '200 220 240 y -Rs f ) t ~ - i k ( V s ? t. LAKE WATER LEVEL VARIATION WITH TIME FROM FLOOD ROUTING AN ALYSIS ~ ~ SAR8 HIT &LUNDY ) s

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/ EXHIBIT 3-14 SL-3830 04-03-81 SOIL PA R A M E T E RS 50t L DENSITY CO H E SION FRICTION ANGLE DESCR TION 4 PCF C PSF @ DEGREE 7 COMPA TED i I21 1800 0 2 SAND DRAIN 130 0 32 ^ 3 tiO 1800 0 SOIL 4 ROCK I50 5000 35 MINIMUM SAFETY FACTOR WITHOUT OB E = 1.52 MINIMUM SAFETY FACTOR WITH OBE = 1.21 LAKE SIDE h J:2 8' - 11 3 SOIL-I SOIL-3 SLOPE STABILITY ANALYSIS, MAIN DAM, END OF CONSTRUCTION SARGENT&LUNDY 2.~....... 1

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m t I EXHIBIT 3-15 s SL-3830 04-03-81 SOIL 7- - ~ ~ ~ ~ ' - -- SOIL l DESCRIPTION DENSITY I COHESION FRICTION ANGLE r j (T PCF C PSF 0 DEGREE COMPAC T ED l i I I CL AY l 127 280 25 -4 _q_ _.9. _ _ _ _ __ _ a 2 SAND DRAIN I 30 0 32 I RESIDUAL 3 IIO 200 24 . l _. _ _.- _ SOI L 4 ROCK i50 5000 35 MINIMUM SAFETY FACTOR WITHOUT OBE = 1.70 MINIMUM SAFETY FACTOR WITH OBE = 1.38 \\ - 2 8' -l \\ g 1988 i L__ 3

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-SARGENT&LUND

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1. 2'6I l.364 RIPRAP SOIL - 5

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SARGEN a LU ggc gg ns EXHIBIT 3-18 CHICAGO SL-3830 04-03-81 STILLING BASIN / u e*v I E I 5 s I J l

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SL-3830 04-03-81 OUTLET STRUGTURE) ' REAM TUNNEL / STILLING BASIN- / N, _ N ~~ ~k n A m LOW-LEVEL OUTLET WORKS AND BLOWDOWN STRUCTURE SARGENT&LHDY s . ENGINEE83S / \\

SARGENT & LUNDY ENGINEERS APPENDIX A CHICAGO SL-3830 04-03-81 I I l APPENDIX A FUNCTIONAL DESCRIPTION FOR THE COOLING LAKE g MAKEUP WATER AND BLOWDOWN SYSTEM (BLOWDOWN PORTION) (FD-WL-01-WC) I I I I I I I I I I I I I

SARGENT & LUNDY E Et3 G I N E E R S APPENDIX A SL-3830 04-03-81 FUNCTIONAL DESCRIPTION COOLING LAKE MAKEUP WATER AND BLOWDOWN SYSTEM (BLOWDOWN PORTION) FD-WL-01-WC Revision 5 October 10, 1980 Kansas Gas and Electric Company Kansas City Power & Light Company Wolf Creek Generating Station - Unit 1 Project No. 4788-04 e I I Prepared By: tW ( ~ L_ Reviewed By: MWh,Jrp Approved By: U

SARGENT & LUNDY ENGINEERS CC41CoGO Wolf Creek Generating Station FD-W L- 01-WC Unit 1 Rev. 5 4788-04 10-10-30 FUNCTIONAL DESCRIPTION COOLING LAKE MAKEUP WATER AND BLOWDWN SYSTEM (BLOWDOWN PORTION) FD-WL-01-WC ISSUE

SUMMARY

Revision Date Issued For 0 6-23-76 Client Comment 1 8-6-76 Issued for Use 2 6-27-79 General Revision - Issued for Client Comment 3 2-15-80 Revised Pages 8, 9, 10, 12, 21, 24 and 29; Issued for Project I Use Transmitted by ALK-1953 3-21-80 For Client Comment of the Engineering Data Compilation for Wolf Creek Lake 4 4-15-80 Revised Pages 4, 5, 10, 11, 12, 13, 24 and 27 per Comments in KNLA-007; Issued for Project Use 5 10-10-80 Revised Based on In-ternal (S&L) Comments. Issued for the Engineer-I ing Data Compilation for Wolf Creek Lake 5 4-03-81 Issued for Report No. SL-3830, Engineering Data Compilation for Wolf Creek Lake. 1

SARGENT & LUNDY ERGIMEERS C HICoGo I Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 FUNCTIONAL DESCRIPTION COOLING LAKE MAKEUP WATER AND BLOWDOWN SYSTEM (BLOWDOWN PORTION) FD-WL-01-WC TABLE OF CONTENTS Section Page 1.0 SCOPE............................................. 7

1.1 REFERENCES

7 1.1.1 S&L Mechanical Drawings..................... 7 1.1.2 S&L Electrical Drawings..................... 7 1.1.3 S&L Report SL-3204.......................... 7 1.1.4 S&L Design Criteria......................... 7 1.1.5 S&L Functional Descriptions................. 7 1.1.6 Manufacturers' Drawings and Data............ 8 t 2.0 FUNCTIONAL REQUIREMENTS........................... 8 3.0 EQUIPMENT DESCRIPTION............................. 8 3.1 SYSTEM OUTLINE.................................. 8 E l 3.1.1 I n le t S t r u c t u r e............................. 8 3.1.2 Low Level Ou tle t Wo r ks Piping............... 9 3.1.3 Inlet valve (OWLO20)........................ 10 l l l i l I SARGENT & LUNDY E N GIN E E R S C HIC &Go Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 Section Page 3.1.4 Low Level Isolation Valve (OWLO14), Blowdown Isolation Valve (OWL 016) and Dewatering Isolation Valve (OWLO15).... 10 3.1.5 Vent Valve (OWL 019)........................ 10 3.1.6 Blowdown Discharge Valve (OWL 018) and Dewatering Discharge Valve (OWL 017)........ 11 3.2 TECHNICAL DATA................................. 11 3.2.1 Low Level Outlet Works Piping.............. 11 3.2.2 Inlet Structure Gate....................... 12 3.2.3 Low Level Outle t Works Isolation valve (OWL 014), Blowdown Isolation Valve (OWL 016) and Dewatering Isolation Valve (OWLO15).... 12 3.2.4 Blowdown Discharge Valve (OWL 018) and Dewatering Discharge Valve (OWL 017)........ 13 4.0 FUNCTIONAL OPERATION............................. 14 4.1 GENERAL CONSIDERATIONS......................... 14 4.1.1 Cooling Lake Blowdown...................... 14 4.1.2 Releasing Blowdown......................... 14 4.1.3 Discharge Alarm Horn....................... 15 4.1.4 Dewatering the Lake........................ 15 4.1.5 Normal Use of Isolation Valves.............. 16 4.1.6 Dewatering of Discharge valves............. 17 4.1.7 Dewatering of Blowdown Main Line (Tunnel Portion)........................... 17 4.1.8 Dewatering the System...................... 18 - -

Re SARGENT & LUNDY ENGINEERS CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 I Section Page 4.2 INITIAL OPERATION.............................. 20 4.2.1 Filling the System......................... 20 4.2.2 Filling the Blowdown Main Line (Tunnel Portion)........................... 21 4.2.3 Initial System Checks...................... 22 4.3 ABNORMAL OPERATION............................. 23 4.3.1 Emergency Use of Isolation Valves.......... 23 4.3.2 Valve Torque Switches...................... 24 4.3.3 Overcurrent Protective Trip................ 24 4.3.4 Unde rvoltage Pro tec tive Tr ip............... 25 4.4 TESTING AND MAINTENANCE........................ 26 4.4.1 Control Devices............................ 26 4.4.2 Valve Testing.............................. 26 4.4.3 Othe r Tes ting and Ma in tenance.............. 26 5.0 CONTROLS AND INSTRUMENTATION...................... 26 5.1 ISOLATION VALVE CONTROLS....................... 26 l I 5.1.1 MCB Controls............................... 26 5.1.2 Local Controls............................. 27 5.2 DISCHARGE VALVE CONTROLS....................... 27 1 5.2.1 MCB Controls............................... 27 l 5.2.2 Local Controls............................. 28 l ~'~ l I l

SARGENT & LUNDY ENOlMEERS CHIC A GO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 Section Page 5.3 VENT VALVE CONTROLS............................. 29 5.3.1 MCB Controls................................ 29 5.3.2 Lo c a l Co n t r o l s.............................. 29 5.4 DISCHARGE ALARM HORN CONTROLS................... 29 5.4.1 MCB Controls................................ 29 5.4.2 Lo c a l Co n t r o l s.............................. 29 5.5 CONTROL BYPASS FOR MAINTENANCE.................. 29 5.6 VALVE POSITION INDICATING LIGHTS................ 30 5.7 TEMPERATURE INSTRUMENTATION..................... 30 5.8 PRESSURE INSTRUMENTATION........................ 30 5.9 POSITION INSTRUMENTATION........................ 31 5.10 INTERLOCKS...................................... 31 i l l 1 --

I SARGENT & LUNDY EMGIMEERS CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 I 1.0 SCOPE This functional description describes the system operation and equipment associated with the Low Level Outlet Works which comprise the Blowdown System portion of the Cooling Lake Makeup Water and Blowdown System, hereinafter referred to as the Blowdown System.

1.1 REFERENCES

1.1.1 S&L Mechanical Drawings 1.1.1.1 M-24: P&ID Cooling Lake Makeup Water and Blowdown System I 1.1.1.2 M-254: Control Logic Diagram, Cooling Lake Makeup Water and Blowdown System 1.1.2 S&L Electrical Drawings 1.1.2.1 E-1005/WLOS: Schematic, Makeup Auxiliaries - Part 2 1.1.2.2 E-1005/WLO6: Schematic, Makeup Auxiliaries - Part 3 1.1.2.3 E-1005/WL21: Schematic, Low Level Isolation valve 1.1.2.4 E-1005/WL22: Schematic, Dewatering Isolation Valve 1.1.2.5 E-1005/WL23: Schematic, Blowdown Isolation Valve 1.1.2.6 E-1005/WL24: Schematic, Dewatering Discharge Valve 1.1.2.7 E-1005/WL25: Schematic, Blowdown Discharge Valve 1.1.2.8 E-1005/WL26: Schematic, Blowdown Line Vent Valve 1.1.3 S&L Report SL-3204: Cooling System Operation 1.1.4 S&L Design Criteria 1.1.4.1 DC-HYS-03-WC: Cooling Lake Low Level Outlet Works 1.1.4.2 DC-W L-01-WC : Cocling Lake Makeup Water and Blowdown System I 1.1.5 S&L Functional Descriptions 1.1.5.1 FD-WL-02-WC: Cooling Lake Makeup Water and Blowdown System (Makeup Water System Portion) I I

SARGENT Q LUNDY ENGINEERS C H ICCGO Wolf Creek Generation Station FD-WL-01-WC Unit 1 Rev. 5 I 10-10-80 I 1.1.5.2 FD-UU-01-WC: Supervisory System i I 1.1.5.3 FD-SL-01-WC: Auxiliary Power System 1.1.6 Manufacturers' Drawings and Data

2. 0 FUNCTIONAL REQUIREMENTS The Blowdown System provides the means of dewatering the cooling lake in order to permit inspection of the main dam and/or saddle dikes.

In addition, the Blowdown 5 System provides the means to b.owdown water from the l cooling lake in order to control the water quality (con-centration of total dissolved solids [TDS]) in the cooling lake. 3.0 EQUIPMENT DESCRIPTION 3.1 SYSTEM OUTLINE The Blowdown System consists of an inlet st'ruc ture at the bottom of the cooling lake, oiping through I the main dam to an outlet structure, and associated valves, controls, and auxiliaries. This equipment 5 and the associated structures are generally referred to as the Cooling Lake Low Level Outlet Works (Outlet Works). 3.1.1 Inlet Structure The Inlet Structure to the Outlet Works is situated near the bottom of the cooling lake at the inlet to the 60 inch size Blowdown Main Line, and is constructed of reinforced concrete. The box-shaped structure is provided with bar grills on the top and three sides; the fourth side connects to the low level outlet pipe through a sliding gate. A gate on the inlet structure is provided to isolate I the Blowdown Main Line for maintenance. This gate is designed to be raised and lowered manually (by divers) with the aid of compressed air (See Section 4.1.7). I SARGENT O LUNDY ENGINEERS CHICGGO Wolf Creek Generating Station FD-WL-01-WC g Unit 1 Rev. 5 10-10-80 3.1.2 Low Level Outlet Works Piping The Low Level Outlet Works piping consists of a 60 inch size (o.d.) carbon steel pipe which passes completely through the main dam. This pipe is I referred to herein as the Blowdown Main Line. That portion of pipe between the inlet structure and the center of the dam is encased in concrete. From the center of the dam to the outlet structure, the pipe is routed in a tunnel. The tunnel pre-cludes the possibility of erosion of the dam should 5 any leaks be present in the piping. The tunnel also provides access to a valve chamber that is situated at the center of the dam. Immediately downstream of the inlet structure is a6 inch size branch line with blind flange; the blind flange will be removed for connecting Inlet Valve OWL 020 (See Section 3.1.3). At the center of the dam where the Blowdown Main Line emerges from concrete encasement into the tunnel are the Low Level Outlet Works Isolation Valve OWL 014 (See Sec tion 3.1. 4 ) and Vent Valve OWL 019 (See Section 3.1.5). The Isolation Valve is provided for dewater-ing the Blowdown Main Line in the tunnel or as I a stop-valve for emergency isolation in the unlikely event of malfunction of downstream valves. The Vent Valve is used to vent air both from and into the pipe during filling and dewatering operations (See Section 4.1.6). Near the discharge end of the Blowdown Main Line, a 30 inch size (i.d.) pipe (which reduces to 18 inch size [o.d.]), branches from the Blowdown Main Line and parallels the Main Line to the discharge end. This pipe is referred to as the Blowdown Branch Line. At the discharge end of the Blowdown Branch Line are Blowdown Discharge Valve OWL 018 (See Section 3.1.6) and Blowdown Isolation Valve OWL 016 (See Section 3.1.4). The Blowdown Discharge Valve is an energy-dissipating valve and a throttling valve which is used to throttle normal blowdown. The Blowdown Isolation Valve allows dewatering the Blowdown Branch Line upstream of the Blowdown Discharge Valve. The Isolation Valve also serves as an emergency stop-valve in the unlikely event of malfunction of the Blowdown Discharge Valve. At the discharge end of the Blowdown Main Line (and ! ]

SARGENT & LUNDY ENGIMEERS C HIC AGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 downstream of the Blowdown Branch Line) are Dewater-ing Discharge Valve OWL 017 (See Sec tion 3.1. 6 ) and Dewatering Isolation Valve OWL 015 (See Section 3.1.4). The Dewatering Discharge valve is an energy-dissipating valve. The Dewatering Isolation Valve serves to iso la te the De-watering Discharge Valve from the Blowdown Main Line for maintenance and as an emergency stop-valve in the unlikely event that the Dewatering Discharge Valve malfunctions. The Blowdown Main Line and Blowdown Branch Line are mounted on sliding pipe supports to allow for thermal expansion. The concrete encased portion of the low level outlet pipe will remain at approximately constant temperature and has no special provisions for expansion. 3.1.3 Inlet Valve (OWLO20) Inlet Valve OWLO20 is a 6 inch size, manually oper-ated butterfly valve. This valve is normally stored in the Low Level Outlet Works Control House and is installed on the Blowdown Main Line only during filling or dewatering operations (See Section 4.1.7). A blind flange is normally installed in place of the Inlet Valve. No accessories are furnished with the Inlet Valve. 3.1.4 Low Level Outlet Works Isolation Valve (OWL 014), Blowdown Isolation Valve (OWL 016) and Dewatering Isolation Valve (OWL 015) The Low Level Outlet Works Isolation valve and I Dewatering Isolation Valve are 60 inch size butter- ~1y valves. The Blowdown Isolation Valve is a 30 inch size butterfly valve. Each valve is pro-vided with a motor operator complete with torque 5 and limit switches, motor and switch compartment heaters, manual handwheel and position transmitter. The valves are welded to the piping. Controls for each valve are provided locally and at the main control board (MCB). 3.1.5 Vent Valve (OWL 019) The Vent Valve 0WL019 is a 3 inch size butterfly valve, located immediately downstream of Low Level Outlet Works Isolation Valve OWL 014. This valve is provided with a motor operator complete with torque and limit switches, motor and switch compart-ment heaters and manual handwheel. Only local controls are provided for this valve. SARGENT & LUNDY ENGINEERS CHICQGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 I 3.1.6 Blowdown Discharge Valve (OWL 018) and Dewatering Dis-charge Valve (OWL 017) The Blowdown Discharge Valve is an 18 inch size energy dissipating valve. The Dewatering Discharge valve is a 60 inch size energy dissipating valve.* Both valves are located in the Outlet Works pipe tunnel at the discharge ends of the Blowdown Branch Line and Blowdown Main Line, respectively. Each valve is provided with a motor operator complete with torque and limit switches, motor and switch compartment heaters, manual handwheel and position transmitter. Because the moving parts of the valves are exposed, thermostatically controlled heat tracing is furnished on each valve. Controls for each valve are provided locally and at the MCB. 3.2 TECHNICAL DATA No te : S&L installation specification for all equipment is A-3854, Lake Work. Note: Refer to Specifications and vendor drawings for ASTM number of materials. 3.2.1 Low Level Outlet Works Piping S&L Specifications Furnish: A-3811 Manufacturer: Progressive Fabricators, Inc. Material: Carbon Steel Sizes and Thicknesses: 60 in. OD x 5/8 in. 30 in. ID x 3/8 in. 18 in. OD x 3/8 in. 6 in. Schedule 80 l

• NOTE:

Energy dissipating valves discharge water in a relatively fine spray over a wide area, eliminating the need for massive concrete energy dissipation 5 structures. Both discharge valves OWL 018 and OWL 017 share a common stilling basin downstream of the outlet structure. The water from the basin dis-charges through a channel to Wolf Creek. 1

s SARGENT & LUNDY ENGIMEERS C H ICOGO . I Wolf Creek' Generating Station FD-WL-01-WC Unit 1 Rev. 5 s 10-10-80 Pipe Support Material: Stainless Steel mating with Luberite i 3.2.2 Inlet Structure Gate S&L Specifications Furnish: A-3854 Manufacturer: JW Wooley Co. Stainless Steel Materi 1: Compressed Air Fitting: 1" Size Pipe' Nipple' 5 Threaded, Male End 3.2.3 Low Level Outlet Works Inolation Valve (OWL 014), Blowdown Isolation Valve (OWL 016) and Dewatering Isolation Valve (OWL 015) S&L Specifications Furnish: A-3822 s Manufacturer: Henry Pratt Co; Type: Butterfly, Rubber seated, I fabricated steel construc-tion, with weld ends OWL 014 and OWL 015 OWL 0l6 Size 60 in. 30 in. Design Water Flow: 600 cfs 60 cfs Design Pressure: Upstream 30 psig 30 psig Downstream -14 psig -14 psig Valve Operator: Limitorque Limitorque Type: SMB2-60 SMB-005 H6BC HlBC s s x Horsepower: 4 2/3 Voltage: 460V '4'60V I i, ~ I s

SARGENT & LUNDY ENGINEERS CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 OWLO14 and OWLO15 OWLOl6 Phase: 3 3 Frequency: 60 H: 60 IIz Operating time to open: 60 sec. 60 sec. Operating time to close: 60 sec. 60 sec. 3.2.4 Blowdown Discharge Valve (OWT018) and Dewatering Discharge Valve (OWL 017) S&L Specifications Furnish: A-3837 Manufacturer: Allis-Chambers Type: Free Discharge OWL 017 OWL 018 Size: 60 in. 18 in. Design Water Flow: 600 cfs 60 cfs Design Pressure: +30 to +30 to g (upstream) -14 psig -14 psig Valve Operator: Limitorque Limitorque Type: SMB-00-10 SMB-000-5 Ilo r se powe r : .7 .33 Voltage: 460 V 460 V Phase: 3 3 Frequency: 60 Hz 60 IIz Operating time to close: 330 sec. 100 sec. Operating time to open: 330 sec. 100 sec. SARGENTQ LUNDY ENGINEERO CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 4.0 FUNCTIONAL OPERATION 4.1 GENERAL CONSIDERATIONS 4.1.1 Cooling Lake Blowdown Blowdown is released from the cooling lake in order to control cooling lake water quality. Recommended I operating modes for the blowdown system to maintain water quality within acceptable limits are given in Report SL-3204 ( See Sec tion 1.1. 3 ). tiowever, KG&E procedures and operating experience will determine required blowdown rates and acceptable water quality. 4.1.2 Releasing Blowdown During normal operating conditions, blowdown will be released through the Blowdown Discharge Valve (OWL 018). The Dewatering Discharge Valve (OWL 017) may be isolated by closing the Dewatering Isolation Valve (OWLO15) located directly upstream of the discharge valve. The valve positions for normal operation are: VALVE POSITION OWL 014, Low Level Outlet Works Open Isolation Valve OWL 0lS, Dewatering Isolation Valve Closed OWL 016, Blowdown Isolation Valve Open 5 l OWL 017, Dewatering Discharge Valve Closed OWL 018, Blowdown Discharge Valve Variable (to control flow) l OWL 019, Vent Valve Closed l The position of the Blowdown Discharge Valve (OWL 018) l may be varied as required to control blowdown flow. I Blowdown Discharge Valve position can be adjusted from l the Main Control Room or locally. l III SARGENT O LUNDY j E N GlN E E R O CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 l The blowdown flow is determined based on Cooling Lake water quality considerations and water quality re-quirements in the Neosho River (Ref: Report SL-3204 [See Section 3.1.1]). Given the position of the Blow-down Discharge Valve and the upstream pressure and temperature, the blowdown flow rate at any time may be determined from the valve manufacturer's flow vs. head curve. With this curve programmed into the BOP computer, blowdown flou can be periodically calculated or recorded automatically. Temperature, upstream pressure, and valve position are all provided as inputs to the BOP computer for this purpose (See Sections I 5.7 through 5.9). Temperature, pressure and valve position are also provided locally at Panel OPLO5J, so that flow rate may be determined locally,as desired. 4.1.3 Discharge Alarm Horn An audible discharge alarm is provided at the Low Level Outlet Works Control House for the purpose of warning any individuals located in the immediate downstream area that blowdown will be started or increased. Prior to opening the Blowdown Discharge Valve or Dewatering Discharge Valve, this alarm should be initiated by the operator by pressing the pushbutton located in the main control room. A similar pushbutton is provided at the Outlet Works Control House for initiating the alarm when the valve is controlled from that location (See Section 5.6). 4.1.4 Dewatering the Lake i In the unlikely event that rapid dewatering of the l Cooling Lake is required, water may be released through the Dewatering Discharge Valve (OWL 017). The Blowdown Discharge Valve should be isolated during the dewatering operation by closing the Blowdown Isolation Valve (OWL 016) directly upstream of the Blowdown Discharge i Valve. The valve positions for normal dewatering operations are: l VALVE POSITION l OWL 014 Low Level Outlet Works Open l Isolation Valve 1 OWL 015 Dewatering Isolation Valve Open I ) SARGENT Q LUNDY E N GIN E ERS CH3COGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 VALVE POSITION OWL 0l6 Blowdown Isolation Valve Closed OWL 017 Dewatering Discharge Valve Variable to Control Flow OWL 018 Blowdown Discharge Valve 5% Open OWLOl9 Vent Valve Closed The Dewatering Discharge Valve (OWL 017) will normally be placed in the full open position during the dewater-ing operation. The valve can be placed in the fully open or fully closed position from the main control room, or locally. If regulation of the flow is de-sired, the valve may be positioned in an intermediate g position by operating the controls located in the g Outlet Works Control House. 4.1.5 Normal Use of Isolation Valves Dewatering of piping upstream of discharge valves and various portions of the low level outlet piping can I be accomplished by closing one or more of the following valves (See Sectionn 4.1.6 thru 4.1.8): OWL 014 Low Level Outlet Works Isolation Valve OWL 015 Dewatering Isolation Valve OWL 016 Blowdown Isolation Valve Normal closing or opening of isolation valves should be performed with the corresponding discharge valve (s) in the fully closed position, i.e., under static (zero) flow conditions. The isolation valves are capable I of being closed under dynamic flow conditions (dis-charge valve (s) open) if required during an emergency (See Section 4.3.1). However, such operation may be detrimental to the valve. Isolation valves should be thoroughly inspected following operation under dynamic flow conditions. I T

SARGENT & LUNDY = ENelMEERS C HIC AGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 when operating an isolation valve, the operator should observe valve status lights (See Section 5.6) to assure proper operation of valves. Valves may stop in some intermediate position during operation, and this con-dition can be detected by observation of status lights ( See Sec tions 4. 3. 2 and 4. 3. 3 ). 4.1.6 Dewatering of Discharge Valves Piping immediately upstream of either of the Blowdown Discharge or Dewatering Discharge Valves (OWL 018 and I OWL 017) may be individually dewatered for maintenance or removal. With the discharge valve closed, the corresponding isolation valve (OWL 016 or OWL 015, re-spectively) should be fully closed. The discharge valve may then be opened to dewater the piping between the isolation and discharge valves. Refilling of the pipe between the discharge valve and its isolation valve is accomplished with both valves initially closed. The isolation valve is then opened, filling the pipe up to the discharge valve. Air trapped in the pipe will either migrate back through the low level outlet pipe to the cooling lake or be released harmlessly when the discharge valve is next opened. 4.1.7 Dewatering of Blowdown Main Line (Tunnel Portion) The Blowdown Main Line within the outlet tunnel may be isolated and dewatered by use of the Low Level Outlet Works Isolation Valve located at the center of the dam. The following procedure should be followed to isolate and dewater this piping; each step should be completed in sequence: 1. The discharge valves and upstream isolation valves should be in the following positions: VALVE POSITION OWL 015 Dewatering Isolation Valve Closed OWL 016 Blowdown Isolation Valve Closed -. - - -

SARGENT & LUNDY M CNGENEERS CHICOGO Wolf Creek Generating Station FD-WL-01-WC I Unit 1 Rev. 5 10-10-80 VALVE POSITION OWL 017 Dewatering Discharge Valve Closed OWL 018 Blowdown Discharge Valve Closed 2. The Low Level Outlet Works Isolation Valve (OWLO14) should be placed in the fully closed position. I 3. Vent valve OWL 019 should be fully opened. (The valve is controlled only from the local valve control panel (OPLO5J)). 4. Blowdown Isolation Valve OWLO"5 should be fully opened. 5. Blowdown Discharge Valve OWL 018 should be opened to the fully open position allowing the piping system to partially empty. 6. Dewatering Isolation Valve OWLO15 should be fully opened. 7. Dewatering Discharge Valve OWLO17 should be opened to the fully open position allowing the remainder of the piping system to empty. 8. Access to the piping system can be gained through either of two manholes; one is located immediately upstream of the Dewatering Isolation Valve and the other is located directly downstream of the Low Level Outlet Works Isolation Valve OWLO14. I 9. The procedure for refilling the piping system is described in Section 4.2.2. Refilling of the Main Blowdown Line (tunnel portion) should be accomplished according to the procedure discussed in Section 4.2.2. 4.1.8 Dewatering the System All piping in the Low Level Outlet Works may I be isolated f rom the Cooling Lake and dewatered by use of the inlet structure gate (Ref.: Section 3.1.1). This gate can only be operated I under static flow conditions, with equal pres-sure on both faces of the gate. The following procedure should be followed to isolate and dewater the system - each step should be com-pleted in sequence: SARGENTO LUNDY ENGINEERS CNIC8GO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 1. The discharge valves and upstream isolation valves should be in the following positions: VALVE POSITION OWLO15 Dewatering Isolation Valve Closed OWL 016 Blowdown Isolation Valve Closed OWL 017 Dewatering Discharge Valve Closed OWL 018 Blowdown Discharge valve Closed 2. The Low Level Outlet Works Isolation Valve (OWL 014) and Vent Valve (OWLOl9) must be fully closed. 3. The Inlet Valve OWLO20 should be attached to the piping, and the blind flange should be stored in the Control flouse. The pressure equalization valve should be placed in the fully closed position. 4. The seating area of the gate should be cleared of any debris and sedimentation which may prevent total sealing of the gate. 5. A compressed air supply hose should be attached to the connection on the Inlet Structure's gate. Compressed air should be admitted into the gate cavity until the gate is lifted from its normal resting position and the two retaining pins can be removed. CAUTION must be exercised when removing or instal-ling these pins. The diver must be aware of the 5 possibility of sudden gate movement, upwards or downwards. 6. The compressed air should be slowly vented from the gate cavity thus allowing the gate to lower into position. 7. Open Vent Valve (OWL 019) and isolation valves (OWL 015 and OWL 016). SARGENT & LUNDY E N GIN E E R S CHicaco Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 8. Blowdown Discharge Valve (OWL 018) and Dewatering Discharge Valve (OWL 017) may then be opened to drain the pipe. Refilling of the system should be accomplished according to the procedure discussed in Section 4.2.1. 4.2 INITIAL OPERATION 4.2.1 Filling the System Refilling of the system following a dewatering operation should be accomplished according to the following pro-cedure - each step should be completed prior to initi-ating the next step. If only the piping within the outlet tunnel is dewatered, re fer to filling procedures discussed in Section 4.2.2. 1. Inlet Valve OWL 020 should be installed on the out-let pipe near the inlet structure and the blind flange stored in the Outlet Works Control House (See Section 3.1.3). 2. Discharge valves and their upstream isolation valves should be in the following positions: VALVE POSITION OWLO15 Dewatering Isolation Valve Open OWL 016 Blowdown Isolation Valve Open OWL 017 Dewatering Discharge Valve Closed OWL 018 Blowdown Discharge valve Closed 3. The Low Level Isolation Valve (OWLO14) must be fully opened. l 4. All manholes should be visually inspected to de-termine that they are firmly sealed. 5. Vent valve (OWLO19) should be fully opened. SARGENT & LUNDY ENGIMEERS CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 6. Inlet Valve (OWLO20) should be opened allowing water to flow into the piping system. 7. The discharge from vent valve (OWL 019) should be visually inspected during the filling operation and placed in the fully closed position once a steady stream of water is being released from the valve discharge pipe. 8. Following complete filling of the system as evidenced by the termination of water flow I through Inlet valve (OWLO20), the inlet struc-ture gate should be lifted by admitting com-pressed air into the gate cavity and the two retaining pins inserted. After securing the gate, the compressed air should be slowly vented from the inlet structure gate cavity and the compressed air supply hose detached. 9. Inlet Valve (OWLO20) should be removed and stored in the Outlet Works Control-House. I The blind flange should be replaced. 10. Unless a blowdown or lake dewatering operation is to be performed (See Sections 4.1.2 and 4.1.3, respectively), isolation valves OWL 015 and OWL 0l6 should be closed. 4.2.2 Filling the Blowdown Main Line (Tunnel Portion) If only the piping in the tunnel (downstream of I Low Level Outlet Works Isolation Valve (OWL 014) is dewatered (See Section 4.1.7)), the piping may be refilled in accordance with the following procedures: l 1. The discharge valves and upstream isolation valves !g should be in the following positions: 1 VALVE POSITION OWLO15 Dewater.ing Isolation Valve Open l OWL 016 Blowdown Isolation Valve Open 1 l

SARGENT & LUNDY E ENGlNEERS C HIC AGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 VALVE POSITION OWL 017 Dewatering Discharge Valve Closed OWL 018 Blowdown Discharge Valve Closed 2. The Low Level Outlet Works Isolation Valve (OWLO14) is presumed closed. 3. All manholes should be visually inspected to de-termine that they are firmly sealed. 4. Vent valve (OWL 019) should be fully opened. 5. The Low Level Isolation Valve OWLO14 should be controlled locally from Panel OPLO5J, and opened to approximately 3 percent of fully open. 6. The discharge from Vent Valve OWL 019 should be visually inspected during the filling operation and placed in the fully closed position when a steady stream of water is being released from the valve's discharge pipe. 7. Following the complete filling of the system piping as evidenced by the termination of water flow through vent Valve OWL 019, the Low Level Isolation Valve (OWL 014) should be opened to its fully open position. 8. Unless a blowdown or lake dewatering operation is to be undertaken (See Sections 4.1.2 and 4.1.3, respectively), isolation valves OWLO15 and OWL 016 should be closed. 4.2.3 Initial System Checks 4.2.3.1 Piping and Valve Integrity: All exposed piping and valves should be visually inspected for leaks, deformations and/or crack-ing. Sliding pipe supports should be free to move; contact surfaces should be inspected for damage or excessive wear. -

SARGENT O LUNDY W E M GIN E E R S CHiCoGo j Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 4.2.3.2 Heat Tracing: All heat tracing and equipment space heaters should be checked for proper operation. Ammeters for instrument heat tracing are provided for this purpose (See Section 5.2 herein). Other heaters may be manually energized and heat output verified ty touch. Of particular importance is heat tracing on the lip (at the discharge end) of discharge valves OWL 017 and OWL 018. 4.2.3.3 Control Systems: Indicators and indicating lights on Panel OPLO5J and on the MCB should be verified to be opera-tional. The BOP computer should be monitoring I and computing blowdown flow rate. The super-visory control system should be operational (See FD-UU-01-WC). 4.3 ABNORMAL OPERATION 4.3.1 Emergency Use of Isolation Valves Although isolation valves OWL 014, OWLO15 and OWL 0l6 are normally operated under static flow conditions (See Section 4.1.5), any or all may be operated under dynamic flow conditions in an emergency. For e3 ample: 1. Rupture of piping downstream of isolation valves OWL 014 or OWL 015. 2. Failure of either the blowdown or dewatering dis-charge valves (OWL 018 or OWL 017, respectively) such that the valve cannot be closed manually. 3. Rupture of blowdown piping downF' ream of isolation valve OWL 016. Following emergency operation of an isolation valve, the valve should be thoroughly inspected to ensure that damage has not been sustained. l l 1 1!I l

SARGENT & LUNDY ENGINEERS CHICOGO I Wolf Creek Generating Station FD-WL-01-WC I Unit 1 Rev. 5 10-10-80 Each valve equipped with a motor operator is capable of being manually operated by use of a handwheel (See Sections 3.1.4 through 3.1.6) in the unlikely event of power failure or motor operator malfunction. 4.3.2 Valve Torque Switches Each of the isolation valves (OWL 014, OWLO15 and OWL 016), discharge valves (OWL 017 and OWL 018), and the vent valve (OWL 019) are provided with torque switches. In the unlikely event that a valve binds or is obstructed during an opening or closing operation, the torque exerted by the valve operator increases considerably. This torque operates the torque switch at a preset level, de-energizing the motor operator and stopping the valve at some intermediate position. This condition is not alarmed, but may be determined from the main control room in the following manner: By observation of valve status lights at the MCB or at Panel OPLO5J (See Section 5.6), an operator can determine if a valve stops in an intermediate position. This could be due to overcurrent protective tripping ,3 of the valve operator motor (See Section 4.3.3), or g due to torque switch operation. Either case will require that an operator be dispatched to the Low Level Outlet Works. To determine whe ther the valve stopped due to over-l current devices or torque switches, an attempt should be made to return the valve to its original position (fully open or fully closed) by operation of the con-trol switch on Panel OPLO5J or that on the MCB. If the valve can be returned to its initial position, the torque switch is the likely cause of stoppage. If the valve cannot be returned, it is likely that an overcurrent protective device has operated. Torque switch operations during intermediate travel of the valve should be thoroughly investigated prior to attempt-ing further operations. 4.3.3 Overcurrent Protective Trip Each of the valve operators at the outlet works is provided with a circuit breaker and overload relays which de-energize the operator motor drive in the event l 1 l

SARGENT & LUNDY ENGINEERS CHICOGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 of electrical faults on, or mechanical overload of, the motor. Once either device operates, restarting of the associated motor drive is prevented until the circuit breaker or overload relay is manually reset at the motor starter. It is recommended that a thorough investigation of the cause of such occurences be under-taken prior to re-energizing the motor drive. Operation of overload relays and circuit breakers is not alarmed, but may be determined by observation of valve status lights and position indicators on the MCB and at Panel OPLO5J (See Section 5.6). If a cir-cuit breaker operates at any time, both indicating lamps associated with the valve at Panel OPLO5J will "go out" (MCB lights are unaf fected). If an overload relay operates, it is generally during valve operation. By observing status lights and position indicators during valve operations, an operator can determine if a valve stops in some intermediate position, possi-bly due to overload relay or circuit breaker operation. Section 4.3.2 discusses how to determine whether such stoppages are due to overcurrent protective tripping or to operation of torque switches provided in the isolation valves (OWL 014, OWLO15 and OWL 016) and Vent Valve (OWL 019) operators. 4.3.4 Undervoltage Protective Trips The control circuits for each of the valve operators at the outlet works are designed to de-energize the j lE valve operators in the event of sustained undervoltage

g or loss of voltage altogether.

Once voltage is restored l to the Low Level Outlet Works, valve operations may be resumed by use of control switches on the MCB and Panel OPLO5J. 1 Loss of voltage on the motor control center which l supplies the valve operators is alarmed at the MCB l and recorded by the plant computer (See FD-SL-01-WC). All valves equipped with motor operators are capable of being manually operated (See Sections 3.1.4 through 3.1.6). 1 1 i l l I - -

SARGENT & LUNDY ENGINEERS CHICGGO I Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 4.4 TESTING AND MAINTENANCE 4.4.1 Control Devices It is recommended that controls (including relays, valve operators and interlocking electrical components), be inspected and cleaned twice a year, and that vendors' recommendations be carefully observed relative to maintenance and testing. 4.4.2 Valve Testing It is recommended that all isolation and discharge valves be cycled at least once each month (fully opened and fully closed) to verify that they are operational. 4.4.3 Other Testing and Maintenance No other special testing or maintenance procedures are required for the Blowdown System other than those identified by the equipment manufacturers. 5.0 CONTROLS AND INSTRUMENTATION 5.1 ISOLATION VALVE CONTROLS 5.1.1 MCB Controls The Low Level Outlet Works Isolation Valve (OWL 014), Dewatering Isolation Valve (OWL 015), and Blowdown Isolation Vc1ve (OWL 016) are each provided with ( a Main Control Board (MCB) mounted (RL013) control switch for opening and closing the valves as follows: Control Switch Tag l, Number Valve OHS-WLO25A OWL 014, Low Level Outlet Works Isolation Valve OHS-WLO26A OWLOl5, Dewatering Isolation Valve OHS-WLO27A OWL 016, Blowdown Isolation Valve l 1 l l l

SARGENT & LUNDY ENGINEEOS C HICGGO I Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 The above control switches will place the selected valve in either the fully open or fully closed posi-tion. Once a control function is initiated, the valves will travel automatically to the selected position; the valves cannot be stopped or reversed until the operation is complete. Each control switch includes red and green lights to indicate that the valve is in the fully open, fully closed or intermediate osi-s tion. (See Section 5.6). 5.1.2 Local Controls Each of the three isolation valves is provided with a locally mounted control switch and valve position indicator (Ref.: Section 5.2.2) located on Panel OPLO5J in the Outlet Works Control-House as follows: Control Switch Tag Position Indicator Number Tag Number Valve I OHS-WLO25D OZI-WLO25 OWLO14 Low Level Outlet Works Isolation Valve OHS-WLO26B OZI-WLO26 OWL 015 Dewatering Isolation Valve OHS-WLO27B OZI-WLO27 OWL 016 Blowdown Isolation Valve The above control switches allow placement of the se-lected valve in any position between fully open and

E fully closed.

The valve position indicators indicate '3 the valve position as percent of fully open. Indicator lights are also provided to indicate if the valve is in the fully open, fully closed, or intermediate posi-tion. (See Section 5.6) l 5.2 DISCHARGE VALVE CONTROLS j 5.2.1 MCB Controls I The Dewatering Discharge Valve (OWL 017) and Blowdown Discharge valve (OWL 018) are each provided with a MCB mounted (RL013) switch as follows: lI ! l

SARGENTQ LUNDY W ENGINEERS C H ICQGO I Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 Control Switch Controlling Instrument No. Valve No. OHS-WLO29A OWL 018 OHS-WLO28A OWL 017 The above switch for the blowdown discharge valve allows placement of the valve in any position between fully open and fully closed. A valve position indicator (OZI-WLO29A) for this valve indicates valve position I as a percent of full open. Indicating lights are also provided (See Section 5.6). The above switch for the Dewatering Discharge Valve allows placement of the valve in e'ither the fully open or fully closed position. Once a control function is initiated, the valve will travel automatically to the selected position; the valve cannot be stopped or reversed until the operation is complete. Indi-c cating lights are provided integral with the switch I (See Secti.in 5.6). 5.2.2 Local Controls Each of the two discharge valves is provided with a locally mounted control switch and position indicator on Panel OPLO5J as follows: Control Switch Position Indicator Controlling Instrument No. Instrument No. Valve No. OHS-WLO29B OZI-WLO29B OWL 018 OHS-WLO28B OZI-WLO28 OWL 017 The above control switches allow placement of the valves in any position between fully open and fully closed. Indicating lights are also provided at Panel OPLO5J for each valve (See Section 5.6). l l lI

SARGENT & L' NDY U EMOIMEERS C HICOGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 5.3 VENT VALVE CONTROLS 5.3.1 MCB Controls There are no controls provided for vent Valve (OWL 019) at the MCB. 5.3.2 Local Controls Vent Valve (OWL 019) is provided with a locally mounted control switch at Panel OPLO5J. This switch (OHS-WLO30) is capable of placing the valve in either the fully open or fully closed position. Once a control function is initiated, the valve will travel automatically to the desired position; the valve cannot be stopped or reversed until the operation is complete. Indicating lights are also provided at Panel OPLO5J (See Section 5.6). 5.4 DISCHARGE ALARM HORN CONTROLS

5. 4.1 MCB Controls A spring-return pushbutton (OHS-WLO37A) is provided on the MCB which, when momentarily depressed, energizes the discharge alarm horn for approximately seven seconds.

The horn de-energizes automatically. No indication of horn operation is provided at the MCB. 5.4.2 Local Controls A local pushbutton (OHS-WLO37B) is provided on Panel OPLO5J which functions identically to that provided on the MCB. No indication of horn operation is pro-vided locally. 5.5 CONTROL BYPASS FOR MAINTENANCE For personnel safety while performing maintenance on a particular valve, control from the Control House and main control room can be blocked by manu-ally tripping the air circuit breaker of the combi-nation reversing starter associated with that valve. SARGENT & LUNDY EMGlWEERS CHICoGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 To block all control from the main control room only, the supervisory station at the Control House may be placed in the LOCAL operating mode. In this event, digital status and alarm signals are not transmitted to the main control room, nor are control signals received from the main con-trol room. Analog data, however, (such as blowdown temp-erature and pressure) continue to be transmitted. (See FD-UU-01-WC). I 5.6 VALVE POSITION INDICATING LIGHTS Valve position indicating lights show the following: Red only Valve fully open Green only Valve fully closed Red and Green Valve in an intermediate position No lights Control from this handswitch is inoperative 5.7 TEMPERATURE INSTRUMENTATION Two temperature elements (OTE-WLO31A and OTE-WLO31B) are provided in the cooling lake blowdown piping downstream of the " awdown Isolation Valve (OWL 016). Each temperature element provides an input to the BOP com-I puter through individual temperature transmitters (OTT-WLO31A and OTT-WLO31B). A single temperature indicator (OTI-WLO31) is provided locally in the outlet valvehouse. Selector switch (OHS-WLO36) selects which of the two tem-perature element outputs is displayed on the temperat'ure indicator. 5.8 PRESSURE INSTRUMENTATION The system pressure downstream of the Blowdown Isolation l Valve (OWL 016) is transmitted to the BOP computer and also indicated locally on pressure indicator OPI-WLO34 in the Outlet Works Control House. This pressure information is used, along with Blowdown Discharge Valve position, l to determine the blowdown flow rate. ! l

SARGENT & LUNDY EN GIN E E R S CHICAGO Wolf Creek Generating Station FD-WL-01-WC Unit 1 Rev. 5 10-10-80 I 5.9 POSITION INSTRUMENTATION 5.9.1 MCB Instrumentation A position indicator is provided at the MCB for Blow-down Discharge Valve OWL 018. The indicator, identified as OZI-WLO29A, is calibrated in percentage of fully open. Blowdown Discharge Valve position is also pro-vided as an input to the plant computer for calculating the blowdown flow rate. 5.9.2 Local Instrumentation Each of the isolation and discharge valves is provided with a local position in3icator on Panel OPLO5J. Each indicator is calibrated in percentage of full open. 5.10 INTERLOCKS No interlocks are provided for the Blowdown System. l i il. e I!P fa!IMi I f, hI w:: j.1Q'c !!Mi::- , su. 3.}i..i..n.,rI k '.t a

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_.. = -. _- m SARGENT & LUNDY E N G1N E E R S APPENDlX B i CHICAGO SL-3830 04-03-81 l I APPENDIX B MECHANICAL AND ELECTRICAL VENDOR DRAWING LIST i I I I , I I l I

SARGENT O LUNDY APPENDIX B EN NEERO ,9 SL-3830 04-03-81 MECHANICAL AND ELECTRICAL VEND 0R DRAWING LIST SPECIFICATION A-3811 (Itan B): COOLING LAKE MAKEUP WATER PIPING AND MISCELLANE0US LARGE UNDERGROUND PIPING Progressive Fabricators Drawing Nos.: A-1236 Sheet 35 Cooling Lake Low Level Outlet Works Piping Sheet 36 Mark CL-1 Sheet 37 Mark CL-2 Sheet 38 Mark CL-3 Sheet 39 Mark CL-4 Sheet 40 Mark CL-5 Sheet 41 Mark CL-6 Sheet 42 Mark CL-7 Sheet 43 Mark CL-8 Sheet 44 Mark CL-9 Sheet 45 Mark CL-10 SPECIFICATION A-3815: MISCELLANEOUS VALVES Limitorque Drawing

1. 1547773983 Wiring Diagram, Outlet Works Vent Valve 0WL019 SPECIFICATION A-3822: BUTTERFLY VALVES AND EXPANSION JOINTS Henry Pratt #C-1996A Arrangement, Dewatering Isolation Valve 0WL015
2. C-1996A Arrangement, Blowdown Isolation Valve 0WL016
3. C-1996 Arrangement, Low Level Isolation Valve 0WL014 Limitorque #154774946 Wiring Diagram, Isolation Valves 0WL014, 0WL015, 0WL016 Limitorque #1949500063 Overload Relay Heater Sizing SPECIFICATION A-3837: FREE DISCHARGE VALVES Allis-Chalmers #5294-JX-5 Gear Housing Assemblies
4. 5355-ARY-1 Sectional Assembly, Blowdown Discharge Valve
5. 5355-ARZ-2 Arrangement, Blowdown Discharge Valve 3
6. 5355-ASA-2 Heater Installation, Valve 0WL017

,3 75355-ASA-2* Heater Installation, Valve 0WL018

1. 5355-ASC-1 Arrangement, Dewatering Discharge Valve
2. 5355-ASD-1 Sectional Assembly, Dewatering Discharge Valve

. I

1. 5355-ASF-4-1 Parts List, Blowdown Discharge Valve
2. 5355-ASF-4-2 Parts List, Blowdown Discharge Valve
3. 5355-ASG-4-1 Parts List, Dewatering Discharge Valve
4. 5355-ASG-4-2 Parts List, Dewatering Discharge Valve
5. 5355-ASH-1 Gear Assembly l

l l l [

I SARGENT Ct LUNDY Hicaoo

1. 6162-EH-4-1 Motor Operator, Blowdown Discharge Valve
2. 6162-EH-4-2 Motor Operator, Dewatering Discharge Valve
3. 6162-EI-4-1 Motor Operator, Blowdown Discharge Valve
4. 6162-El-4-2 Motor Opeartor, Blowdown Discharge Valve Limitorque
5. 154774946 Wiring Diagram, Discharge Valves 0WL017 & 0WL018
6. 154910053 Wiring Diagram, Position Transmitters SPECIFICATION A-3842: 480 VOLT MOTOR CONTROL CENTERS Allis-Chalmers #25-307-185-510 General Arrangement, MCC BDDS
7. 25-220-888-463 Wiring Diagram
8. 25-220-888-462 Wiring Diagram I
9. 25-220-888-464 Wiring Diagram
10. 25-121-017-401 Wiring Diagram
11. 25-121-017-403 Wiring Diagram
12. 25-127-041-498 Wiring Diagram
13. 25-121-017-401 Wiring Diagram l

SPECIFICATION A-3844: SUPERVISORY CONTROL SYSTEM Hathaway

1. 8469516 Message Format, Blowdown Discharge Structure Remote
2. 8469517 Message Format, Master to Remote
3. 8604201 Systen Assmbly
4. 8605301 Arrangement,. Blowdown Discharge Structure Remote
5. 8605401 Wiring Diagram, Blowdown Discharge Structure Remote
6. 8605501 Systen Block Diagram
7. 8647901 Telemetry Point Identification

SARGENT & LUNDY E Po G 1 PS E E R S APPENDIX C C HIC AGO SL-3830 04-03-81 I I l APPENDIX C DESCRIPTION OF COMPUTER PROGRAMS ,g REFERENCED IN THE REPORT I I I I I I 'I I I I ,I I I

SARGENT & LUNDY APPENDIX C E M G1M E E R S c.ucaoo SL-3830 04-03-81 The computer programs referred to in the report by their acronyms are described herein. All programs are verified, within the stated assumptions and limitations, for correctness of theory used and validity of results obtained for a variety of typical problems. Ilesults are checked against known solutions, solutions obtained from other programs, or hand calculations. Examples of validation problems are included with the program descriptions. Whenever applicable, internal checks such as equilibrium and orthogonality checks are included as an aid in checking the validity of the results obtained from the coraputer program for each problem analyzed. The following programs are described: - BISIIOP - SEEPAGE - SLOPE - SPRAT - WASP 77 l'I l i II l

SARGENT Q LUNDY ENGINEERS CHICAGO BISHOP I BISHOP (Slope Stability Analysis) uses the Simplified Bishop Method to perform slope stability analysis. The factor of safety is defined in terms of moments about the center of the failure arc. The resultant of all forces on the sides of any slice is assumed to act horizontally. The pseudo-static approach is used to simulate the ef fect of an earthquake loading on the stability of slopes. The static equivalent earthquake force for each slice is applied horizontally through the center of the base of that slice. Input to the program consists of slope geometry, soil character-istics, ground water level, centers and radii of trial circles, and the number of slices to be used in the analysis. Either SI or U.S. customary units can be used. Output from the program includes an echo print of the input data and the factor of safety for each trial circle. A plot of slope i geometry and trial circles can also be produced. BISHOP was originally developed by J. E. Bowles of Bradley Univer-sity [1]. It was modified by Sargent & Lundy in 1975, and the POL (Problem Oriented Language) was added in 1976. The program is now maintained on UNIVAC 1100 series hardware operating under EXEC 8. A typical slope cross section was used for validation. The BISHOP results were compared with results from the ICES-SLOPE program [2]. 1 I

SARGENT & LUNDY ENGlNEERS CHICAGO l l maintained by the McDonnell Douglas Automation Company on L IBM 370 Series hardware. o e I i 1 2 1 i 1

I-SARGENT & LUNDY I ENGINEERS CHiCAGb s A REFERENCE 1 1 " ICES SLOPE - Slope Stability Analysis System", McDonnell s I Douglas Automation Company, 1974. I h 3 4 l I ' I lI I l l 3 Final ja mg,,7,

SARGENT Q LUNDY ENGINEERO CHICAGO SEEFAGE SEEPAGE (Two-Dimensional Steady-State Seepage Analysis Program) is a finite element program developed for analyzing various types of two-dimensional steady scepage flows through nonhomo-geneous anisotropic porous media, such as flow through an earth l dike; flow into wells; and seepage losses through a bed of canals, lakes, etc. The program is capable of computing the pressure, potential function, stream function values, velocities in two directions on a vertical plane, and discharge values through vertical section lines in the flow domain. It can also determine the position of the f ree surf ace lir e and plot the flow net. Input for this program consists of the geometry of the flow domain, directional permeability coefficients, and available pressure heads l on the boundaries. Output consists of nodal point pressures, i poter.tial values, stream function values, velocities and hydraulic gradients in two dir :ctions in every element, and discharge through specified sections. For seepage problems involving free l surface, additional input is required, including the initial trial I i free surface, number of iterations for free surface, free surface correction factor and error tolerance. lll SEEPAGE was originally developed by Robert L. Taylor of the t l University of California at Berkeley [1]. It has been extensively i modified by Sargent & Lundy since 1972. It is now maintained at Sargent & Lundy on UNIVAC 1100 series hardware operating under EXEC 8. 1

SARGENT & LUNDY ENGINEERS CHICAGO To validate SEEPAGE, an axisymmetric flow problem and a plane flow problem are presented. An axisymmetric flow problem considering groundwater flowing into a well was analyzed by SEEPAGE and compared with hand calculations. The hand calculations are based on the well formula for steady radial flow in an unconfined aquifer as given in Reference 2. Figure 1 shows the finite element mesh configuration and permecbility coefficients. The discharge obtained from SEEPAGE I is 0.6791 cfs and that front the hand calculations is 0.6567 cfs. For the plane flow problem, Figure 2 shows a concrete dam resting -5 on an isotropic soil having a permeability of 1.67 x 10 [3]. The results from SEEPAGE compare well with those from Reference 3 and with hand calculations based on the method of fragments [4] as shown in Table 1. I I I 2

SARGENT & LUNDY E N G 1 R$ E E R S CHICAGO I I of well ground I 7' u= 1157 1 7D u u, p s\\ = it = s = 4 initial free surface calculated free surface groundwater \\ Z, Pt. .f well wate /r table 110' level 104 - 110 .a4 36 / // 120 132 g y \\ - 90 I - 80 i \\\\ I - 70 Kr=K =7.2x10-4 ft/s )) ec z - 60 - 50 - 40 // i - 30 l - 20 - 10 // 109 100 121 23 [1 ;,1}2l25 0 u x, - o m. :i-,, 1,, n.,i s ii s s. ii - m, i, a s = ri =,vi u s :ip s -it = m = it-su it - w in u I \\1 I g3410 l 20 40 60 200 250 l 11 i f I l I I q, R, Ft. l l E Figure 1 Finite Element Mesh for Axisyrmnetric Flow Problem for SEEPAGE I 3 I

M = L 6o' i V.*. 's v { (O> o 2 , j ", N m O 2__ No 5 a 2} s g 5z H hn"{E 'o A T m I'

• z V//s///?//M//

//(W/~'d/k iiN//esi(.. O 4 K, = Ky = /. 6 7 x to'# fifsac ~ ~ E"' DZ O D \\ Z '-)] D D '-)I J \\/ I Jm \\_ (_ T_ J /\\ l ,\\JJ__ 2m SEEPAGE Val.i da-Lj on l l l

SARGENT & LUNDY ENG1NEERS CHICAGO Table 1 Comparison of Results for Plane Flow Problem -GEEPAGE vs. Refs. 2& 3 3 Method Discharge, ft / min./ft Exit Gradient SEEPAGE 6.63 x 10-3 0.45 Lambe & Whi trc.an

6. 6 6 x 10 -3 0.42 iia rr

7. 27 :c 10-3 0.48 I

I I I

SARGENT & LUNDY ENGINEERS CHIC AGO 1 REFERENCES 1. R. L. Taylor and C. B. Brown, " Darcy's Flow Solution with a Free Surface," Journal of the Hydraulics Division, ASCE, Vol. 93, No. HY2, March 1967, pp. 25-33. 2. V. T. Chow, Handbook of Applied Hydrology, McGraw-Hill Book Company, New York, 1964. 3. T. W. Lambe and R. V. Whitman, Soil Mechanics, John Wiley & Sons, Inc., New York, 1969. 4. M. E. Harr, Groundwater and Seepage. McGraw-Hill Book Company, New York, 1962. l l l l l l l 6 Final 1

SARGENT & LUNDY ENGIN EE RS CHICAGO SLOPE I SLOPE (Slope Stability Analysis) utilizes the theory of equilibrium of forces to determine the factor of safety against sliding of any embankment or slope. It contains the Bishop, Fellenius, and Morgenstern-Price methods of two dimensional stability analysis. In the Bishop and Fellenius methods, the factor of safety against failure is estimated along a circular surface of failure, whereas any arbitrary failure surface may be chosen for the Morgenstern-Price method. The input includes the slope geometry, soil profile, soil pro-perties (density, cohesion, and the friction angle) and the piezometric surface (s). The program also has the capability I to introduce an earthquake loading assumed as a horizontal gravitational force. Once the problem is input, several execution commands can be used to determine the factor of safety by the various methods. Also, different stages such as end-of-construction, full-lake and sudden-drawdown, can be considered in a single run. The output includes factors of safety for each trial surface and a printer plot of the slope cross section having slope profile, soil profile, water table conditions, and failure surface for the minimum factor of safety. SLOPE was developed and put under ICES (Integrated Civil En-gineering Systems) by William A. Bailey at the Massachusetts Institute of Technology. It has been in the public domain since 1967. Sargent & Lundy currently uses the SLOPE version 1

SARGENT & LUNDY ENGINEERS C HIC AGO I The slope geometry of the problem and the soil properties used in the slope stability analyses are shown in Figure 1. The resulting f actors of safety for three loading conditions obtained from BISHOP and from ICES-SLOPE are shown in Table 1. The results correlate well. I I I I 2

Steady State and End of Construction Rapid Drawdown i SOIL DENSITY COHESION PHI SOIL DENSITY COHESION PHI 1 110pcf 295 psf o 1 118pcf 265 psf 20 2 150 1000 o 2 150 1000 0 3 150 1000 0 3 150 1000 0 Z 4 150 1000 o 4 150 1000 0 g 20'l 0m "*C a) $ 1070.0 - i g Water SOIL 1 e I $ 1050. 0 - SOIL 2 H 1047.5 - i ~ 2 SOIL 3 8 o SOIL 4 1037.5 50 100 150 2do 230 280 Figure 1 Critical Slope of Ultimate Heat Sink for BISHOP Validation Problem

SARGENT & LUNDY ENG1NEERS CHICAGO Table 1 Results of Problem Solved with BISliOP and ICES-SLOPE (BISIIOP) Slip Circle Details Factor of Safety (ft) center radius BISilOP ICES-SLOPE x y R i End of Construction 175 1125 75 1.67 1.67 Steady State Seepage with.lg 160 1145 95 1.98 2.02 Rapid Drawdown 175 1140 90 2.53 2.51 I 4 ..c. ,__,._.-v-__..

SARGENT & LUNDY ENGINEERS 4 CHIC AGO I REFERENCE I I 1. J. E. Bowles, Analytical and Computer Methods in Foundation Engineering, McGraw-Hill Book Company, New York, 1974, pp. 465 and 467. 2. " ICES-SLOPE - Slope Stability Analysis System," McDonnell Douglas Automation Company, 1974. I I I l 5 Final I

? SARGENT & LUNDY E N GIN E E R S CHICAGO I SPRAT SPRAT (Spillway Rating and Flood Routing) was developed by the U.S. Array Corps of Engineers and is in the public domain (HEC program 22-J2-6210, October 1966). The main purpose of the program is to compute a spillway rating curve for a concrete ogee spillway with vertical walls for an assumed design head, and then make a flood routing of the spillway design flood to determine the maximum water surface. Exact procedures used and other materials referenced as a basis for the program are given in detail in the SPRAT User's Manual supplied by the Corps and reproduced by Sargent & Lundy. Version 3.0 of SPRAT represents a modification of the original version sent by the Corps. Except for one correction, the modifications were made as add-on features to improve the usefulness of the program at Sargent & Lundy, and to improve output readability. SPRAT is currently maintained by Sargent & Lundy on UNIVAC 1100 series hardware, I operating under EXEC 8. Since SPRAT is in the public domain, it nas been verified by executing a sample problem supplied by the Corps of Engineers, and by comparing the output produced at Sargent & Lundy to that supplied by the Corps. The input and output from both the Corps' original program and Sargent & Lundy's 3.0 version are numerically identical. The SPRAT program was received from the Corps in August 1970, along with a user's manual dated October 1966, which contained sample input and output listings for a numbe.r of problems. By 1970, the Corps had updated the program, which then produced slightly different results than those published in 1966. This validation compares the results of the sample problem run at Sargent & Lundy to that furnished by the Corps to Sargent & Lundy in 1970. The program contains one major feature added by Sargent & Lundy: the option to include a second or auxiliary spillway in the rating calculations. This spillway functions only as a broad-crested weir with variable side slopes, and its rating is computed in the same manner as for a service spillway of the same type. 4 I

SARGENT O LUNDY ENG1NEERS CHICAGO ' WASP 77 WASP 77 (the Water Surf ace Profiles program) was developed by the U.S. Army Corps of Engineers at the Hydrologic Engineering Center, Davis, California. (The Corps program number is 723-X6-L202A, and is commonly referred to as HEC-2). The purpose of the program is to compute and plot (on the printer) water surface profiles for river cnannels of variable cross section, for either subcritical of supercritical flow conditions. The effects of various hydraulic structures, such as bridges, culverts, weirs, embankments, and dams, may be considered in the computation. The program is used principally for determining profiles for various frequency floods for both natural and modified conditions. The latter may include channel improvements, levees, and floodways. WASP 77 represents the latest version of the Water Surface Profile program produced by the Corps, and includes the latest updates sent by the-Corps (Moditication 53 and Error Correction 02), dated October 1; 1977.' WASP 77 is currently maintained on Sargent & Lundy's UNIVAC 1100 series hardware operating under EXEC 8. Since the program is in the public domain, WASP 77 has been validated by running sample problems supplied with the program by the Corps of Engineers, and by comparing the results obtained to those published by the Corps. The sample problems supplied by the Corps are documented in their HEC-2 Programmer's Manual 723-02A, dated November 1976, and their program Modification 53, Error Correction 02 letter of October 1,197.7, which also contains revised output for sample problem 14 (used here for program validation). Two problens supplied by the Corps have been run: TEST 5 and TEST 14. In TEST 5, backwater computations are perfomed on a river up to the point at which it splits into two tributaries. At that point, and starting with the computed water surf ace elevation there, computation continues first up one tributary to its end, and then up the second tributary to its last section. Three profiles are computed in this problem, since three different starting elevations and flows were specified on input. Summary printouts at each channel section are identical for the Sargent & Lundy run and for the Corps of Engineers run. In TEST 14,.a floodway analysis is-performed on a creek by running a 100-year flood through the natural stream channel first, and then running six different encroachment methods to compare the effects against the natural state. A summary of the results of this seven-profile run on a section by section basis is found to be the same for the Sargent & Lundy run and for the Corps of Engineers run. I .}}