attachment 02.04.03-08e tva letter dated february 2, 2010 ... · bldg room elev coord/azim firm...

Attachment 02.04.03-08ETVA letter dated February 2, 2010RAI Response

ASSOCIATED ATTACHMENTS/ENCLOSURES:

Attachment 02.04.03-8E: Dam Rating Curves, Chatuge

(106 Pages including Cover Sheet)

NPG CALCULATION COVERSHEETiCCRI$ UPDATEPage

REV C EDMSIRIMS NO. WOMS TY5

E, 'DMS ACCESSION NO INL". ftw PE V 0)1_56 061219 O004'uj.'

C~ul~ir~ ~L~ 09 1 2 t 8. 0 17CaL Title: Dam Ratinc Cuz'es. Chatuye

g I, a P jI~u RRANCH_1 mu?8"ap REVISIONREV LaPLICABILITY

CURRENT CN NUC GEN CE. C00'00020M3000.• 2 Enftre talc []IISelectleo• ges L-]

NEW

No CCRIS Changes LACTION NEw a DELETE 0 SUPERSEDE F71: CCRIS UPDATE ONLY [3 lForcalcrevision, CCRIS

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RELATED1 (If yes. OR - yes) ASSUMPTION ANDOR LIMITING CONDITIONS ENT? SARCoC AFFECTEDYes 0 No 0 Yes 0 No Q Yes No (D Yes No• Yes No Ye NO

PREPARER ID PREPAIRER PHONE NO PREPARIG ORG BRANCH) VERIFICATION METHOD NEW METHOD OF ANALYSIS,tcmurr 20o-29 5074 CEB Design Review 0 Yes 0 No

PRPRRSGN-X1, DATEPREPARER SICTA . ". / T CHECKER SIGN TURE 'A

Andrew C. Murr /1/0 9 Bryant BondiL. _t

VERIFIER SIGNATURE DAfE APPROVAL SIG IUR .. DAFE

LYuLn , I in

STATEMENT OF PROBLEMtABSTRACT m | • j

Headwater rating curves for 20 dams are required as Inputs to "rVA's SOCH and TRBROUTE models, which performflood-routing calculations for the Tennessee River and tributaries. The headwater rating curves for each dam providetotal dam discharge as a function of headwater elevation. This Calculation presents the headwater rating curve for

Chatuge Dam.

This calculation contains electronic attachments and must be stored in EDMS as an Adobe .pdf file to maintain theability to retrieve the electronic attachments.

FD."N 2,24•4A (SQN), EIGCN 5401RA (W.N). EDCN Later (BFN)

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TVAN CALCULATION COVERSHEETICCRIS UPDATEPage 1 b

REV 0 EDMS/RIMS NO. EDMS TYPE: EDMS ACCESSION NO (N/A for REV. 0)

L58 081219 004 Calculations (nuclear) , 5 8 0 9 0 2 1 6 0 0 -,Calc Title: Dam Rating Curves, Chatuge

CALC ID TYPE ORG PLANT BRANCH NUMBER CUR REV NEW REV REVISIONAPPLICABILITYEntire calc ImCURRENT CN NUC GEN CE CDQ00002008004 0 1 Selected pages 0

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No CCRIS Changes=ACTION NEW 0 DELETE C1 SUPERSEDE [I CCRIS UPDATE ONLY 0 (For calc revision, CCRIS

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Yes[] No Yes No Q Yes 0 No Yes No1 Yes] No Yes Q NoPREPARER ID PREPARER PHONE NO PREPARING ORG (BRANCH) VERIFICATION METHOD NEW METHOD OF ANALYSIS

attinsley 865-220-4418 CEB Design Review 0 Yes 0 No

PREPARERIGNATURE DATE CHE I TRE DATE

•1,~ -~ 44 -r -7i~, l/3o 5.4RA AAIJT h3LN IEE DATE A,,PPROVAL SIGN.TUREI( , e. l DATE

STATEME T OF PROBLEM/ABSTRACT

Headwater rating curves for 20 dams are required as inputs to TVA's SOCH and TRBROUTE models, which performflood-routing calculations for the Tennessee River and tributaries. The headwater rating curves for each dam providetotal dam discharge as a function of headwater elevation. This calculation presents the headwater rating curve forChatuge Dam.

This calculation contains electronic attachments and must be stored in EDMS as an Adobe .pdf file to maintain the abilityto retrieve the electronic attachments.

MICROFICHE/EFICHE Yes [: No [0 FICHE NUMBER(S)

0 LOAD INTO EDMS AND DESTROY0 LOAD INTO EDMS AND RETURN CALCULATION TO CALCULATION LIBRARY. ADDRESS: LP4D-C0 LOAD INTO EDMS AND RETURN CALCULATION TO:

A V P I ý I- NEDP-2-1 [07-08-2005]T

1 f V/,• ,- I L I- I.-)

NPG CALCULATION COVERSHEET/CCRIS UPDATEPage 2

CALCID

TYPE ORG PLANT BRANCH NUMBER REV

CN NUC GEN CEB CDQ000020080004 2

ALTERNATE CALCULATION IDENTIFICATION

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A S CN GEN CEB CDQ000020080053

D S CN GEN CEB CDQ000020080054

__ III __ I __ I ________ I _

4 4- 4- 4 ____

4 4- + 4

4 4- + 4

4 4- + I 4

CCRIS ONLY UPDATES:Following are required only when making keyword/cross reference CCRIS updates and page 1 of form NEDP-2-1 is not included:

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TVA 40532 [10-2008] Page 2 of 2 NEDP-2-1 [10-20-2008]

NPG CALCULATION RECORD OF REVISION

CALCULATION IDENTIFIER CDQ000020080004

Title Dam Rating Curves, Chatuge

Revision DESCRIPTION OF REVISIONNo.

0 Initial issue

1 Revised Calculation to include a curve without turbine flow. Revised pages 1-5, 6, 8, 9, 15, 17-22.Added Attachments 13 and 21 (renumbered accordingly). Revised Attachment 1. 39 Total Pagesafter revisions including RO cover page as page la. Revisions indicated by revision bars in the lefthand margin. Updated Calculation to include a curve without turbine flow. Updates to pages 1-5, 6,8, 9, 15, 17-22. Added Attachments 13 and 21 (renumbered accordingly). Updated Attachment 1.38 Total Pages after Revisions.

2 This calculation was revised to address the following:* PER 203951. The verification of the original calculation was completed by personnel who had

not completed the required NEDP-7 Job Performance Record (JPR). A verification JPR isnow in place for all personnel engaged in verification tasks. Checking includes only changesmade in this revision as the checking of the calculation was not impacted by PER 203951.The verification is inclusive of work completed prior to this revision.

" PER 203872. Replace NEDP-2 forms on Pages 1 through 6 with the forms from the NEDP-2revision in effect at the time of calculation issuance.

* UVA 3.2.1. Removed and replaced with Assumption 3.1.5 based on Technical Justification.* UVA 3.2.2. Removed and replaced with Assumption 3.1.4 based on Reference 2.9.* This calculation was also revised to include two more scenarios when the spillway gates fail.

At a headwater elevation of 1936 feet, the gates will fail and orifice flow will be calculatedbased on the bottom of the deck at an elevation of 1933 feet. In addition, the bottom of thegate was changed to an elevation of 1932.15 feet.

* Revise Attachment 14

Significant changes to text in Revision 2 are marked with a right-hand margin revision bar.Administrative changes and typos are excluded.

Pages Deleted: NonePages Revised: 1-4, 6, 7, 9, 10, 13-25; Attachment 14New Pages added: lb, 5

Total hardcopy pages Revision 2: 43

Additional Comments:* Rev. 1 coversheet is page lb" Coversheet and CCRIS form updated to include EDCN numbers and add/revise calculation

references" Updated page numbers* Added Verification Form as page 5" Included number of pages per attachment in Table of Contents

TVA 40709 [ 10-20081 Page I of I NEDP-2-2 [10-20-2008]

NPG CALCULATION TABLE OF CONTENTS

Calculation Identifier: CDQ000020080004 I Revision: 2

TABLE OF CONTENTS

SECTION TITLE PAGECoversheet 1Revision 0 Coversheet laRevision 1 Coversheet lbCCRIS Update Sheet 2Revision Log 3Table of Contents 4Calculation Verification Form 5Computer Input Sheet 6

1 Purpose 72 References 93 Assumptions & Methodology 104 Design Input 175 Special Requirements/Limiting Conditions 186 Calculations 187 Results/Conclusions 24

FiguresI Chatuge Dam, General Plan and Elevation (Ref. 2. 1. 1) 82 Case 1 Illustration 113 Chatuge Spillway Discharge Coefficients 124 Transition Region 135 Case 2 Illustration 146 Linear Regression fit for Data in Table 1 157 Headwater Rating Curves 26

TablesI Interpolation of Co from Figure 257 142 Case 1 Calculations 203 Case la Calculations 214 Case lb Calculations 225 Case Ic Calculations 236 Headwater Rating Results 25

Attachments1 Chatuge Tailwater Rating Curve (Ref. 2.7) 2 Pages2 Chatuge Spillway Coefficient Study, 1960 (Ref. 2.4) 2 Pages3 Chatuge Spillway Gate Arrangements (Ref. 2.2) 2 Pages4 Figure 257 from Design of Small Dams (Ref. 2.6) 1 Page5 Hydraulic Design Chart 711 from USACE (Ref. 2.5) 1 Page6 Chatuge Blue Book Page 43 (Ref. 2.8) 1 Page7 Cf Confirmation 1 Page8 Chatuge Blue Book Page 31 - Turbine Discharge (Ref. 2.8) 1 Page9 TVA Drawing # 10W200, R14 (Ref. 2.1.1) 1 Page10 TVA Drawing # 5 1N200, R6 (Ref. 2.1.2) 1 Page11 TVA Drawing # 54W310, R3 (Ref. 2.1.3) 1 Page12 TVA Drawing # 54W320, R3 (Ref. 2.1.4) 1 Page13 TVA Drawing # 41W600, R6 (Ref. 2.1.5) 1 Page14-21 See listing of Electronic Attachments on Page 6

TVA 40710 [ 10-2008] Page I of I NEDP-2-3 [10-20-2008]

NPG CALCULATION VERIFICATION FORM

Calculation Identifier CDQ000020080004 Revision 2

Method of verification used:1. Design Review [

2. Alternate Calculation []Verifier L. Yu Lin Date {'2-/,I/ol

3. Qualification Test E]l.. .•')

Comments:

This calculation entitled, "Dam Rating Curves, Chatuge," was verified by independent design review. The processinvolved a critical review of the calculation to ensure that it is correct and complete, uses appropriatemethodologies, and achieves its intended purpose. The inputs were reviewed and determined to be appropriate

inputs for this calculation. The results of the calculation were reviewed and were found to be reasonable andconsistent with the inputs provided. Backup files and documents were consulted as necessary to verify data andanalysis details found in the calculation,

Detailed comments and editorial suggestions for the changes made in this revision were transmitted to the author

and reviewer by email along with a marked up copy of the calculation.

(Note: The design verification of this calculation revision is for the total calculation, not just the changes made in

the revision. This complete re-verification is performed to disposition PER 203951 as described in the CalculationRevision Log on Page 3.)

TVA 40533 (10-2008] Page I of I 4gNEDP-2-4 [10-20-2008]

NPG COMPUTER INPUT FILESTORAGE INFORMATION SHEET

Document CDQ000020080004 Rev. 2 Plant: GENSubject:Dam Rating Curves, Chatuge

DE Electronic storage of the input files for this calculation is not required. Comments:

There are no electronic input/output files associated with this calculation.

Z Input files for this calculation have been stored electronically and sufficient identifying information is provided

below for each input file. (Any retrieved file requires re-verification of its contents before use.)

These files are electronically attached to the parent ADOBE. PDF calculation file. All files are therefore stored in

an unalterable medium and are retrievable through the EDMS number for this calculation.

Attachment 14: Chatuge DRC CalcsRev2.xls Spreadsheet for headwater rating curve calculations

Attachment 15: Complete PDF copy of Chatuge Dam Spillway Discharge Tables (Ref. 2.2) Total Pages: 11

Attachment 16: Complete PDF copy of Chatuge Water Control Project Blue Book (Ref. 2.8) Total Pages: 46

Attachments 17-21: Electronic Copies of Attachments 9-13 (Ref. 2.1) Total Pages: 5

F-1 Microfiche/eFiche

TVA 40535 [10-2008] Page I of I NEDP-2-6 [10-20-2008]

TVACalculation No. CDQ000020080004 Rev: 2 Plant: GEN Page: 7

Subject: Dam Rating Curves, Chatuge Dam Prepd: ACMChecked: WBB

1. Purpose

Headwater rating curves for twenty dams geographically located on the Tennessee River and its tributaries above the existingBellefonte Nuclear facility are required as inputs to TVA's SOCH and TRBROUTE models, which perform flood-routingcalculations. The headwater rating curves for each dam provide total dam discharge as a function of headwater elevation.This calculation presents the headwater rating curve for Chatuge Dam.

TVA developed methods of analysis, procedures, and computer programs for determining design basis flood levels fornuclear plant sites.in the 1970's. Determination of maximum flood levels included consideration of the most severe floodconditions that may be reasonably predicted to occur at a site as a result of both severe hydrometerological conditions andseismic activity. This process was followed to meet Nuclear Regulatory Guide 1.59. At that time, there were no computerprograms available that would handle unsteady flow and dam failure analysis. As a result of this early work and methoddevelopment TVA developed a runoff and stream course modeling process for the TVA reservoir system. This processprovided a basis for currently licensed plants (Sequoyah Nuclear Plant, Watts Bar Nuclear Plant, and Browns Ferry NuclearPlant). The Bellefonte Nuclear Plant (BLN) Units 1 & 2 Final Safety Analysis Report (FSAR) was also based on thisprocess.

BLN Unit 3 & 4 Combined Operating License Application (COLA) was submitted using data and analysis that wasdetermined for the original BLN FSAR (Unit 1 and Unit 2) and was documented in a 1998 reassessment. In 1998, theanalysis process and documentation was brought under the nuclear quality assurance process for the first time. A qualityassurance audit conducted by NRC staff in early 2007 raised several questions related to the documentation of past workregarding design basis flood level determinations. This calculation supports a portion of the effort to improve the design basisdocumentation.

Preparation of all calculations supporting nuclear development and licensing are subject to TVA Standard DepartmentProcedure NEDP-2. This standard dictates the process in which calculations are prepared, checked, verified, stored, andcross referenced in a goal to provide the highest quality nuclear design input and output possible.

Figure 1 is a plan and elevation view of Chatuge dam (Reference 2.1.1). For headwaters in the normal operating range,discharge is passed through the Unit 1 turbine or over the spillway. The spillway consists of fifty (50) vertical lift spillwaygates, each with a rectangular gate to control discharge. The Unit 1 turbine may or may not be operating during a probablemaximum flood (PMF) event since there is no defined operational procedure for this situation. During a PMF event,headwater rises above the normal operating range and discharge passes over the spillway crest assuming all fifty gates are inthe up and stored configuration. As the headwater level increases, flow is un-restricted until the free flowing nappe firstcontacts the bottoms of the raised gates. The discharge under the gates is predicted by orifice flow equations. As theheadwater elevation continues to rise, it will eventually flow over the raised gates. At this point discharge is occurring bothabove and below the raised gates. The dam embankment elevation was raised in 1986 to accommodate the PMF to ensure nooverflow of the dam.

Headwater rating curves are computed for four separate scenarios as follows:Case 1 - Headwater Rating Curve with Turbine Flow (Gates remain in stored position)Case 1 a - Headwater Rating Curve without Turbine Flow (Gates remain in stored position)Case lb - Headwater Rating Curve with Turbine Flow(Gates fail in stored position)Case le - Headwater Rating Curve without Turbine Flow (Gates fail in stored position)

Revision 1 included a curve without turbine flow. In Revision 2, two more scenarios are added when the spillway gates fail inthe stored position due to a PMF event.

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TVASCalculation No. CDQ000020080004 Rev: 2 Plant: GEN Page: 9


2. References2.1. TVA Drawings

2.1.1. 10W200, R14 (Attachments 9 and 17)2.1.2. 51N200, R6 (Attachments 10 and 18)2.1.3. 54W310, R3 (Attachments 11 and 19)2.1.4. 54W320, R3 (Attachments 12 and 20)2.1.5. 41W600, R6 (Attachments 13 and 21)

2.2. "Chatuge Dam Spillway Discharge Tables", River Operations, Tennessee Valley Authority, 2004 RIMS Acc. No.L58 081212 802 (Attachments 3 and 15)

2.3. "Hydraulic Design Criteria", USACE (U.S. Army Corp of Engineers), U. S. Army Engineer Waterways ExperimentStation, Eighteenth Issue, Vicksburg, MS, 1998.

2.4. Tennessee Valley Authority. "Chatuge Spillway Coefficients." 1960. (Attachment 2)2.5. Hydraulic Design Chart 711 (HDC 711) from Reference 2.3 (Attachment 5).2.6. U.S. Department of the Interior. "Design of Small Dams." U.S. Government Printing Office. 1977.2.7. TVA Files, Binder "River Scheduling: Tailwater Rating Curves by Project." (Attachment 1)2.8. TVA Water Control Project Blue Book. Chatuge Dam. July 2001. (Attachment 6, 8, and 16)2.9. "Basis for Dam Spillway Gate/Outlet Open Configuration for Flood Analyses," Tennessee Valley Authority, May 29,

2009 (EDMS No. L58 090529 800).



3. Assumptions & Methodology

The headwater rating curves developed in these calculations will be used in simulations of probable maximum flood events.Consequently, the rating curves have been calculated well above the normal operating range.

3.1. Assumptions

3.1.1. Assumption: The Unit 1 turbine will be operating during the PMF event for tailwater elevations of less than1823 feet.Technical Justification: The unit 1 turbine will be in operation until there is a technical reason to shut off theturbine. The elevation of the powerhouse and switchyard (Reference 2.1.1 and Reference 2.1.5) is lower thanthe anticipated tailwater levels shown in Attachment 1 (Reference 2.7). Therefore, the switchyard andpowerhouse will be submerged whenever the tailwater levels exceed approximately 1823 feet. If the tailwaterelevation is less than 1823 feet, the turbine will be assumed to be operating at a maximum sustainable dischargeof 1600 cfs as indicated in Attachment 8.

3.1.2 Assumption: The tailwater rating curve provided as Attachment 1 accurately predicts the tailwater elevation andcan be used in the evaluation of headwater rating curve calculations.Technical Justification: This curve was produced by TVA's River Operations Flood Risk Group. The maximumestimated overflow presented in this calculation is approximately 95,000 cfs which places the tailwater elevationat approximately between 1832 and 1837 feet. Since the crest elevation is located at 1923 feet, there is apossibility for almost 100 feet of error in the tailwater rating curve before it affects the overflow of the dam.Since a flood of this magnitude would be highly unlikely as well as incredibly destructive, it is assumed that thetailwater will have no effect on the overflow of the dam. Also, Reference 2.1.1 shows a maximum tailwaterelevation of 1819.2 at a flow of 40,000 cfs and a minimum tailwater elevation of 1801.0 at no flow. Thesevalues correlate well with the curve and show that the model used to predict the tailwater curve is accurateenough to make this assumption. This reference also indicates an expected tailwater elevation during a PMFevent as 1836.8 which is almost 100 feet below the crest of the dam.

3.1.3 Assumption: Tailwater does not affect spill discharge at Chatuge.Technical Justification: See Attachment 1 for tailwater curve plot of discharge versus elevation which indicatesthat the maximum tailwater elevation would be much less than the spillways crest elevation of 1923.0 therebynot affecting the discharge.

3.1.4 Assumption: All spillway gates will remain operable and will be set to the maximum openings specified in thespillway discharge tables for Cases 1 and 1a.Technical Justification: For technical justification, see Reference 2.9, "Basis for Dam Spillway Gate/OutletOpen Configuration for Flood Analyses."

3.1.5 Assumption: The embankments will not be overtopped during a PMF event.Technical Justification: Dam safety modifications completed in 1986 were designed to ensure that theembankments would not be overtopped during PMF events (Reference 2.8, relevant pages included inAttachment 6). If a SOCH/TRBROUTE analysis requires a PMF elevation higher than the maximum elevationconsidered, the change will be identified by the SOCH/TRBROUTE analyst and a revision to this dam ratingcurve calculation will be required.

3.2 Unverified Assumptions (UVA):

None.


Subject: Dam Rating Curves, Chatuge Dam Prepd: A.T. TinsleyChecked: JBM

3.3 Methodology -- Discharge Equations

3.3.1 Case 1 - Free Flow through Spillways

As water level rises and gates are opened, water will crest the spillway and flow as a weir flow as shown in Figure 2 below atHw=1923'. This type of flow will continue until the water level reaches HT. HT is the height at which the nappe touches thebottoms of the raised gates and will be discussed further in the next section.

Raised Gate

III I HcII

W T

7 nMw

Zo = 1923' (crest) [4.2.2]

I Figure 2- Case 1 Illustration

Flow over the crest is assumed to follow a standard weir equation:

Qf= CfLH. 5 (1)

Where L = Total Crest Length (fi)Cf = Free Discharge CoefficientH= Head over crest (fi) = Hw-ZO as shown in Figure 2 above

The free discharge coefficient will be determined from the 1960 Chatuge Spillway Coefficients Study (Attachment 2). Notethat these coefficients are still in use for determining spillway discharges in Reference 2.2 (Attachment 3). Attachment 7 isan analysis of the obtained Cf values from the study proving their use in the current discharge tables.

Cf =0.000219H3 -0.007918H2 +0.115792Hc +3.085841 (2)

Where H, is defined above.

Figure 3 shows the interpolated points and the fit derived from the data. Submergence factors and related calculations areunnecessary as there are no tailwater effects (Assumption 3.1.3).


Subject: Dam Rating Curves, Chatuge Dam Prepd: A.T. TinsleyChecked: JBM

Free Discharge Coefficients

3.93.83.73.63.5

3 3. - = .0 9x 3 - 0.0079'

3.1

0 5 10

Hc (ft)

15 20

I Figure 3- Chatuge Spillway Discharge

3.3.2 Case 2 - Transition Region

The flow does not transform into orifice flow as soon as the water height reaches the elevation of the bottoms of the gates(See Figure 4). There is a transition zone in which unknown behavior of the flow is anticipated. Attachment 9 (Dwg.54W310, View-Typical Section Thru Centerline of Gate) shows a water elevation of 1933.8' (Hc=10.8') and a height ofnappe at the crest equal to 1931.15' (H,=8.15'). The ratio of these values is taken to develop a relationship between thewater elevation and nappe height.

H, 10.8H - -81.3H. 8.15 (3)

Where Hn is the height of the nappe directly beneath the spillway gates.

This ratio can be assumed as constant for the same crest. Therefore, HT = 1.3(d) = 1.3*9.15'= 11.895' over the crest or aheadwater elevation of 1934.895'.



Elevation 1937 [4.4.2]

Raised GateNot Touching Gate

17 Hw

SElevation 1932.15 [4.3.6]

d H,


Figure 4 - Transition Region

3.3.3 Case 3 - Orifice flow through gates

As headwater rises, it eventually reaches a level at which the nappe touches the bottoms of the raised gates (See Figure 5).For headwaters above that level, discharge is predicted using an orifice type equation. Model data for the gated flow atChatuge are not available, but Reference 2.6 provides a relationship between Co (the orifice discharge coefficient) and d/Hcthat may be used as an approximation in the following equation for orifice discharge, Qo:

2151.51QO ý2 yCOL[His - (Hc d)15 (4)

with Co taken from Fig 257 (Attachment 4) out of Reference 2.6, L= Overflow Length (fi), d = height oforifice, and g = the acceleration due to gravity. See Figure 5 for graphical representation of equation terms.All other terms have been defined previously.


Subject: Dam Rating Curves, Chatuge Dam Prepd: ACM

Checked: WBB

Raised Gate H,

Elevation 1932.15 [4.3.6]

d


Figure 5 - Case 2

Interpolation of Co values from the chart in Attachment 4 (Reference 2.6), yields values shown in Table 1. A linearregression fit shown in Figure 6 indicates a satisfactory estimate of Co can be yielded for a range of H, values from 12.86' to25.71'. The equation developed from the linear regression is shown in Equation 5 and will be used to estimate the values ofCo for a range of 12.86'<Hc<25.71'.

Table 1: Interpolation of Co from Figure 257d/Hc H, Hw CO

0.70 12.86 1935.86 0.6460.65 13.85 1936.85 0.6510.60 15.00 1938.00 0.6560.55 16.36 1939.36 0.6620.50 18.00 1941.00 0.6670.45 20.00 1943.00 0.6720.40 22.50 1945.50 0.67750.35 25.71 1948.71 0.6825

Note that the maximum d/Hc on Attachment 4 is .70 which translates into a minimum H, of 12.86' (i.e. d=9.0', therefore atd/Hc=0.7, Hc=9.0'/0.7=12.86'). The minimum d/H, of 0.35 was all that was necessary to provide the data for the range ofheadwater elevations required by this calculation.



0.685

0.68

0.675

0.67

0.6650.66

0.655

0.65

0.645

0.64

0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75

d/Hc

Figure 6 - Linear Regression fit for Data in Table 1

Co =-.105 d +.7194HC (5)

3.3.4 Case 4 - Combined Orifice Flow through Gates and Weir Flow Over Gates

As the headwater continues to rise, it will eventually overtop the raised gates at elevation 1937.08' for Cases 1 and la. Thisflow can be computed as a weir flow over the top of the gates. The Cw coefficient can be computed using USACE HydraulicDesign Criteria, specifically Hydraulic Design Chart 711 (Attachment 5, Reference 2.5). The governing weir equation (similarto equation 1) is taken as:

QW = CwLw (Hw - 1937.08)15 (6)

where Lw is the length of the weir, Hw is the elevation of the headwater, and C. is the discharge coefficient of the weir.

The upper plot of HDC 711 (Attachment 5, Reference 2.5) shows that Cw is about 2.65 for very broad crests (H I/B < 0.4 whereH, = He and B = streamwise length of the crest) and gradually increases to 3.3, the maximum value for a "sharp crested" weir.The flood gates are approximately 4.25"** wide (Attachment 9, Reference 2.1.3). The water level can range from 0-9.5' overthe top of these gates given the analysis elevations of this calculation. This yields an HI/B ranging from 0 to 26.8, indicatingthat the weir will likely behave as a sharp crested weir. Since the estimation of discharge over the top of various sections of thedam is an approximation, small variations of Cw with H, are not modeled. Consequently, for all overflows C, will be taken asthe maximum of 3.3 since this is the value indicated for a sharp crested weir. Neglecting minor variations in Cf values hasnegligible impact on the dam rating curve.

** Gate is made of 4" wide C-Channel and with a 1/4" skin plate for a total width of approximately 4.25".

In Cases lb and lc, the gates fail as headwater overtops the deck at elevation 1933'. This flow can be computed as a weir flowover the deck. The Cw coefficient can be computed using USACE Hydraulic Design Chart 711. The governing weir equation(similar to equatibn 6) is taken as:

TVACalculation No. CDQ000020080004

Subject: Dam Rating Curves, Chatuge Dam

Rev: 2 PI1

Prepd: ACMChecked: WBB

ant: GEN Page: 16

Qw = CWLe (Hw - 1933)i't (7)

where Lw is the length of the weir, Hw is the elevation of the headwater, and C, is the discharge coefficient of the weir.



4. Design Input

Sect. Input Parameter Source Symbo Value12

4.1 Acceleration of gravity Common knowledge 9 32.2 ft/sec2

4.2 Spillway crest parameters4.2.1 Crest length 50, 6' wide gates, Reference 2.1.2, Section D-D L 300 feet

4.2.2 Crest elevation Reference 2.1.2, Section D-D Zo 1923 feet4.2.3 Free discharge coefficient Polynomial fit to model data demonstrated in Cf Equation 2

Figure 3 (Reference 2.4)4.3 Spillway gate parameters -

Gates remain in place4.3.1 Vertical opening Reference 2.1.4, Elevation A-A and B-B d 9.15 feet4.3.2 Headwater elevation at which Justification in Section 3.3.2 HT 1934.895 feet

nappe touches gates4.3.3 Orifice discharge coefficient Estimated by Equation 5 in Section 3.3.3 Co(HJ) Equation 54.3.4 Bottom Elevation of Raised Reference 2.1.4, Elevation A-A and B-B - 1932.15 Feet

Gates4.3.5 Height of Gates Reference 2.1.3, Section B-B V 5.0 Feet4.3.6 Top Elevation of Raised Gates Bottom Elevation of Raised Gates plus the 1937.08 Feet

angled gate height4.3.7 Orifice Discharge Equation Justification in Section 3.3.3 Q. Equation 44.4 Spillway Gate Parameters -

Gates fail9.15 feet, 9.83

4.4.1 Vertical Opening Reference 2.1.4, Elevation A-A and B-B d feet after gatesfail and HW

19364.4.2 Headwater elevation at which Justification in Attachment 22 HT 1936 feet

nappe touches deck4.4.3 Orifice discharge coefficient Estimated by Equation 5 in Section 3.3.3 Co(HJ) Equation 54.4.4 Bottom Elevation of deck Reference 2.1.4, Elevation A-A and B-B 1932.83 feet4.5 Spillway gate overflow4.5.1 Overflow discharge coeff. Justification in Section 3.3.4 Cw 2.9-3.3

4.5.2 Overflow elevation - Gates Reference 2.1.4 Zo 1937.08 feetRemain

4.5.3 Overflow elevation - Gates Fail Reference 2.1.4 Z. 1933 feet4.5.4 Overflow length Reference 2.1.2, Section D-D Lw 324.5 feet4.5.5 Overflow weir discharge Justification in Section 3.3.4 Qw Equation 6

equation - Gates remain in place4.5.6 Overflow weir discharge Justification in Section 3.3.4 Qw Equation 7

equation - Gates fail4.6 Tailwater Rating Curve4.6.1 TW vs. total discharge,Q Reference 2.7, Attachment 1, Section 4.9 TW(Q) Equation 8

4.7 Turbine Discharge4.7.1 Turbine Discharge when Attachment 8, Reference 2.8, also Assumption QT 1600 cfs

TW<=1823 feet 3.1.14.7.2 Turbine Discharge when Attachment 8, Reference 2.8, also Assumption QT 0 cfs

TW>1823 feet 3.1.14.8 Upper Limit on Headwater Assumption 3.2.1, Top of Dam Elevation HWmax 1946.5 feet

Elevation for Rating



4.9 Tailwater rating curve

The tailwater rating curve used in this calculation is shown in Attachment 1-1. Attachment 1-2 lists points scaled from thisplot and shows a polynomial fit to the result. The polynomial indicated in Attachment 1-2 and repeated below is used for thedam rating curve calculations.

TW = 1806.1418 + 0.4881Q - 3.1185xl0 3Q2 + 1.1544xlOQ 3 - 1.570xI08 Q4 (8)

In which Q = total discharge past the dam in cfs divided by 1000 ("1000 cfs").

5. Special Requirements/Limiting Conditions

N/A

6. Calculations

The Case 1 calculations consist of computing spillway and overflow discharges for a list of headwater elevations rangingfrom the minimum for which discharge exceeds zero up to 1946.5', the assumed maximum headwater elevation [4.7]. Theheadwater rating curve is a plot of headwater elevation versus total dam discharge.

Table 2 shows the spreadsheet calculations for the headwater rating curve (spreadsheet included as Attachment 14). Thefinal result, the rating curve, is defined by the first two columns, HW vs. Total Discharge and is shown in Figure 7.

The calculations presented in Table 2 are a reflection of the methodologies outlined in Section 3. The Over Crest Flowcolumns are computing the flow over the top of the spillway crest. Cf is obtained by utilizing Equation 2 and the flow iscalculated using Equation 1. d/Hc is calculated as defined in Figures 4 and 6.

The orifice flow columns calculate the flow once the water level exceeds HT and the flow transforms into orifice flow versusa free discharge as before. Co is calculated utilizing Equation 5 and the flow is calculated by Equation 4.

The Over Gates Flow is the flow over the tops of the raised gates. It is combined with the orifice flow in the final dischargerating curve as both flows will be occurring simultaneously. Flow is calculated using Equation 6 (a slightly modified formof Equation 1). Cw for this case was selected as a constant value of 3.3 and is justified in Section 3.3.4.

The Over Gates Flow in Cases lb and lc is the flow over the deck when the gates fail at a headwater elevation of 1936 feet.It is combined with the orifice flow in the final discharge rating curve as both flows will be occurring simultaneously. Flowis calculated using Equation 6 (a slightly modified form of Equation 1). C, for this case was selected as 2.9 for headwaterelevations between 1937 feet and 1939 feet, 3.25 for headwater elevations between 1939 feet and 1941 feet, and a constantvalue of 3.3 for headwater elevations 1941 feet and greater. The values are justified in Section 3.3.4.

The turbine discharge is calculated as outlined in assumption 3.1.1. Note the tailwater elevation exceeds the cutoff elevationat a headwater elevation of approximately 1933 feet.

The Total Discharge column provides the final discharge curve values in 1000 cfs and is simply a summation of flows in theappropriate flow regimes as outlined above.

Case Ia (shown in Table 3) is identical to case 1 with the omission of turbine flow.

Case Ic (shown in Table 5) is identical to case lb with the omission of turbine flow.



Chatuge Dam Headwater Rating Curve - With Turbine Flow, Gates Remain

Spill Way ParametersL= 300 feet

Z0= 1923 feet

d= 9.15 feet

Lover= 324.5 feet

Over Crest Flow I Orifice Flow Over Gates Flow Turbine Flow

TotalHW Elev Discharge TW Elev Hc Q Q Q Qf

(feet) (1000 cfs) (feet) (feet) Cf d/Hc (cfs) Co (cfs) Cw (cfs) (cfs)

1923 1.60 1806.9 0 3.09 - 0 - 0 - 0 16001925 4.39 1808.2 2 3.29 - 2790 - 0 - 0 16001927 9.85 1810.7 4 3.44 - 8248 - 0 - 0 16001929 17.22 1813.7 6 3.54 - 15621 - 0 - 0 16001931 26.16 1817.0 8 3.62 - 24557 - 0 - 0 16001932 31.14 1818.6 9 3.65 - 29535 - 0 - 0 16001933 36.43 1820.3 10 3.67 - 34826 - 0 - 0 1600

1934.895 45.68 1823.0 11.895 3.71 - 45678 - 0 - 0 0

1936.071 40.94 1821.6 13.071 - 0.70 0 0.6459 40940 - 0 01937 43.56 1822.4 14 - 0.65 0 0.6508 43557 - 0 01939 51.60 1824.5 16 - 0.57 0 0.6594 48756 3.3 2849 01941 61.80 1826.9 18 - 0.51 0 0.6660 53491 3.3 8311 01943 73.29 1829.3 20 - 0.46 0 0.6714 57867 3.3 15425 01945 85.82 1831.5 22 - 0.42 0 0.6757 61955 3.3 23868 0

1946.5 95.82 1833.1 23.5 - 0.39 0 0.6785 64862 3.3 30960 0

Table 2 - Case 1 Calculations


Subject: Dam Rating Curves, Chatuge Dam Prepd: ACM

Checked: WBB

Chatuge Dam Headwater Rating Curve - No Turbine Flow, Gates Remain


Z0= 1923 feetd= 9.15 feet

Lover= 324.5 feet

Over Crest Flow Orifice Flow [Over Gates FlowTotal

HW Elev Discharge TW Elev Hc Q Q Q(feet) (1000 cfs) (feet) (feet) Cf dH (cfs) co (cfs) Cw (cfs)1923 0.00 1806.1 0 3.09 - 0 - 0 - 01925 2.79 1807.5 2 3.29 - 2790 - 0 - 01927 8.25 1810.0 4 3.44 - 8248 - 0 - 01929 15.62 1813.0 6 3.54 - 15621 - 0 - 01931 24.56 1816.4 8 3.62 - 24557 - 0 - 01932 29.54 1818.1 9 3.65 - 29535 - 0 - 01933 34.83 1819.8 10 3.67 - 34826 - 0 - 0

1934.895 45.68 1823.0 11.895 3.71 - 45678 - 0 - 01936.071 40.94 1821.6 13.071 - 0.70 0 0.6459 40940 - 0

1937 43.56 1822.4 14 - 0.65 0 0.6508 43557 - 01939 51.60 1824.5 16 - 0.57 0 0.6594 48756 3.3 28491941 61.80 1826.9 18 - 0.51 0 0.6660 53491 3.3 83111943 73.29 1829.3 20 - 0.46 0 0.6714 57867 3.3 154251945 85.82 1831.5 22 - 0.42 0 0.6757 61955 3.3 23868

1946.5 95.82 1833.1 23.5 - 0.39 0 0.6785 64862 3.3 30960

Table 3: Case la Calculations



Chatuge Dam Headwater Rating Curve - With Turbine Flow, Gates Fail


Zo= 1923 feet

d= 9.15 feetd= 9.83 feet after gates go away at HW = 1936

Lover= 324.5 feet

Over Crest Flow I Orifice Flow ( Over Gates Flow Turbine Flow

HW Elev Discharge TW Elev Hc Q Q Q QT

(feet) (1000 cfs) (feet) (feet) Cf d/Hc cfs Co Cw (cfs)

1923 1.60 1806.9 0 3.09 0 0 0 16001925 4.39 1808.2 2 3.29 2790 0 0 16001927 9.85 1810.7 4 3.44 8248 0 0 16001929 17.22 1813.7 6 3.54 15621 0 0 16001931 26.16 1817.0 8 3.62 24557 0 0 16001932 31.14 1818.6 9 3.65 29535 0 0 16001933 36.43 1820.3 10 3.67 34826 0 0 1600

1934.895, 45.68 1823.0 11.895 3.71 *45678 - 0 0 0

1936 40.73 1821.6 13 0.70 0 0.6455 40734 - 0 01937 52.99 1824.8 14 0.70 0 0.6457 45460 2.9 7528 01939 66.66 1827.9 16 0.61 0 0.6549 51161 3.25 15500 01941 80.56 1830.6 18 0.55 0 0.6621 56334 3.3 24231 01943 94.97 1833.0 20 0.49 0 0.6678 61104 3.3 33863 01945 110.07 1835.2 22 0.45 0 0.6725 65552 3.3 44514 0

1946.5 121.83 1836.7 23.5 0.42 0 0.6755 68711 3.3 53116 0

Table 4: Case lb Calculations



Chatuge Dam Headwater Rating Curve - Without Turbine Flow, Gates Fail


Z0= 1923 feet

d= 9.15 feetd= 9.83 feet after gates go away at HW = 1936

Lover= 324.5 feet

Over Crest Flow Orifice Flow [ Over Gates FlowTotal

HW Elev Discharge TW Elev Hc Q Q Q(feet) (1000 cfs) (feet) (feet) Cf d/Hc (cfs) Co (cfs) Cw (cfs)1923 0.00 1806.1 0 3.09 0 0 - 0 01925 2.79 1807.5 2 3.29 - 2790 - 0 - 01927 8.25 1810.0 4 3.44 - 8248 - 0 - 01929 15.62 1813.0 6 3.54 - 15621 - 0 - 01931 24.56 1816.4 8 3.62 - 24557 - 0 - 01932 29.54 1818.1 9 3.65 - 29535 - 0 - 0,1933 34.83 1819.8 10 3.67 - 34826 - 0 - 0

1934.895 45.68 1823.0 11.895 3.71 - 45678 - 0 - 01936 40.73 1821.6 13 - 0.70 0 0.6455 40734 -. 01937 52.99 1824.8 14 - 0.70 0 0.6457 45460 2.9. 75281939 66.66 1827.9 16 - 0.61 0 0.6549 51161 3.25 155001941 80.56 1830.6 18 - 0.55 0 0.6621 56334 3.3 242311943 94.97 1833.0 20 - 0.49 0 0.6678 61104 3.3 338631945 110.07 1835.2 22 - 0.45 0 0.6725 65552 3.3 44514

1946.5 121.83 1836.7 23.5 0.42 0 0.6755 68711 3.3 53116

Table 5: Case lc Calculations

TVACalculation No. CDQ000020080004

Subject: Dam Rating Curves, Chatuge Dam

Rev: 2

Prepd: ACIVChecked: V

Plant: GEN Page: 23

BB•VBB I

7. Results/Conclusions

For convenience, the headwater rating results, separate from the calculation details provided above, are tabulated as totaldischarge in cfs vs. headwater elevation in feet in Table 6. The headwater rating curve is plotted in Figure 7.

Note the discontinuity that appears in Figure 7 at a headwater elevation of approximately 1935'. This is the result of theflow transitioning from free flow over the dam crest to orifice flow through the flood gates. The discontinuity wasanticipated and is typical for this type of flow transition. The headwater elevation of 1936.071 feet is the point on the curveat which the discharge begins to increase again. This value was determined through trial and error.

The headwater rating curves developed in this calculation provide Chatuge total dam discharge vs. headwater elevation foruse in TVA's SOCH and TRBROUTE models for simulation conditions satisfying the assumptions in [3.1 ]. In particular,the spillway gates must all be fully raised.



Case 1 Case la Case Ib Case IcHW Discharge HW Discharge HW Discharge HW Discharge(ft) (1000 cfs) (ft) (1000 cfs) (ft) (1000 cfs) (ft) (1000 cfs)

1923 1.60 1923 0.00 1923 1.60 1923 0.001925 4.39 1925 2.79 1925 4.39 1925 2.791927 9.85 1927 8.25 1927 9.85 1927 8.251929 17.22 1929 15.62 1929 17.22 1929 15.621931 26.16 1931 24.56 1931 26.16 1931 24.561932 31.14 1932 29.54 1932 31.14 1932 29.541933 36.43 1933 34.83 1933 36.43 1933 34.83

1934.895 45.68 1934.895 45.68 1934.895 45.68 1934.895 45.681936.071 40.94 1936.071 40.94 1936 40.73 1936 40.73

1937 43.56 1937 43.56 1937 52.99 1937 52.991939 51.60 1939 51.60 1939 66.66 1939 66.661941 61.80 1941 61.80 1941 80.56 1941 80.561943 73.29 1943 73.29 1943 94.97 1943 94.971945 85.82 1945 85.82 1945 110.07 1945 110.07

1946.5 95.82 1946.5 95.82 1946.5 121.83 1946.5 121.83

Table 6 - Headwater Rating Results



Chatuge Headwater Rating Curves

With TurbinesGates Stay

With TurbinesGates Fail

_ Without Turbines,Gates Stay

- Without TurbinesGates Fail

1950

1945

1j 1940ciC0

. 1935W

c 1930=

1925

1920

0 20 40 60 80

Dscharge (1000 cfs)

100 120 140

Figure 7 - Headwater Rating Curves

Attachment 1-1

Source: Reference 2.7IPage 23 of 38 1

lCalculation CDQ000020080004 I

IThis Page Revised in R1 I

Chatuge Tailwater Rating

C

1870

1860

1850

1840

1830

1820

1810

1800

1790

0 50,000 100,000 150,000 200,000 250,000

Discharge (cfs)

300,000 350,000

Chatuge TailwaterSFA.xls 01/20/2009

Attachment 1-2

Source: Reference 2.7

Chatuge Tailwater Rating

Page 24 of 38 ICalculation CDQ000020080004

Prepared: ATT

Checked: SEM

Points from Riverware Rating from Attachment 1-1 (Reference 2.7)

Q*1000 Q Elevation Curve Fit Difference

IThis page added in R1

0 01.2 1,20010 10,00015 15,00020 20,00030 30,00040 40,00050 50,00060 60,00080 80,000

100 100,000120 120,000140 140,000160 160,000180 180,000200 200,000220 220,000240 240,000260 260,000280 280,000300 300,000

1806.11806.3

18101813.011815.51

18191821.81824.11826.2

18301833.21836.2

18391841.81844.11846.51848.81850.8

1852.811854.61856.5

1806.11806.71810.71812.81814.71818.31821.41824.11826.51830.51833.71836.51839.01841.41843.81846.31848.71851.21853.41855.21856.4

0.00.40.7

-0.2-0.8-0.7-0.40.00.30.50.50.30.0-0.4-0.3-0.2-0.10.40.60.6

-0.1

TW = -1.570x108*Q4 + 1 .1544x10 5*Q3 - 3.1185x10-3*Q2 + 0.4881"Q+1806.1418

Where TW = Tailwater Elevation in FeetQ = Dam Discharge in 1000 cfs

Chatuge Tailwater Rating Curve

* Points from Attachment 1-1 -Poly. (Points from Attachment 1-1)

1860

1850

, 1840

01830

w 1820

1810

1800

0 50 100 150 200 250 300

Discharge (1000 cfs)

350

JU ,.IIIIt::[IIL 4- 1 age OT ,56

ource: Reference 2.4

CHATUGESpillway Coefficients

/ ý0

Attachment 2-2

Source: Reference 2.4IPage 26 of 38

ICalculation CDQ0000200800040. L. , t-o c .I O. IL.-

.1

ii

.. VTiIi-ij*~L*

,t

." T .

r -i....

I -

~4

-t.I.--

..

44-i

I tf

" t I . I - .

... ... . . . .. . ... .~,2 I> ....

* v-i--i-F-.-4- J.-!,_•!:+ •..

1 1 1

Fq- -

i T

I,-! 7 ;F-i

-•ilill IT7T-[.-

4~

4F~N4 4~4t1 ;

4ILJ

I- i

*i-i wv -* :

N.

4 $. .4

* .4. ..._*.•.•_. rf'

-•---i -L-I. .4-i..~1<.4'.A..

i.44-44.4-4 4.... 4--

tp-n-

p

A

n'I.'1~

R,7-C-- Y.P..: --

>17)' 4-i 4~74-1'4-~~~

: 4-!

.I .T .-

444.4

Ji

.-.-I..-

-~

.41

I . 4 4

I~

; 4 1 1

Attachment 3-1

Source: Reference 2.2Page 27 of 38

ICalculation CDQ000020080004 I

CHATUGE DAM

LOCATION OF SPILLWAY GATES

.21U- A

Gate Numbers 2535

ASpillway Plan

Key to Gate Arrangement TableDesignations under the gate operating conditions shown below refer to gate opening positions used in Gate Arrangement Table, Page 5

__Top of Closed Gate EL. 1928.0

c-rest EL. 1923.0

Section A-A, Gate Closed SeDesignated by -

tL,

ction A-A, Gate Raised Above Water SurfaceDesignated by R

Flow

Attachment 3-2


Page 28 of 38 D

CHATUGE DAM

ICalculation CDQ000020080004 I5

SPILLWAY GATE ARRANGEMENTS

Arrange- Gate Numberment 142-2 6F73 3 4753 3 8T04 4 5-9 5

Number 123 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 22 232425 262728 29 30 313233343536 39 404142 43 444546 47 484950

1 R R . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - , - - , - - , - , - - - - - - - - - - - - - - -2 R R R R . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - ,- ,- ,- ,- ,- ,- ,- - ,- ,- , - , - - - . . . . . . . . . . . . . . . . . . . .3 R R R R R R -. -. -. . . . . . . -.. . . . .-.. . .-.. . . . .-.. . .-.. . . . .-.. . .-.. . . . .-.. . .-.. . .4 R R R R R R R R . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - '- '- - - - -5 R R R R R R R R R R . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - '- '- - '- - -

6 R R R R R R R R R R R R ........................................... - ,- ,- ,- ,--7 R R R R R R R R R R R R R R ............................................. --8 R R R R R R R R R R R R R R R R - .- .- .- ................................9 R R R R R R R R R R R R R R R R R R - ..............................

10 R R R R R R R R R R R R R R R R R R R R------------

11 R R R R R R R R R R R R R R R R R R R R R R--------12 R R R R R R R R R R R R R R R R R R R R R R R R----13 R R R R R R R R R R R R R R R R R R R R R R R R -R R14 R R R R R R R R R R R R R R R R R R R R R R RR R RR R15 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R

16 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R17 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R18 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R19 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R20 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R RI R R R R R R R R

21 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R22 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R23 R R R R R R R R R R RI R R R R R R R R• R R R R R R R R R R R R R R R R R R R R R R R R R R R24 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R25 R R R R R R R R R R R R R R RRR iRR R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R

GATE OPENINGS

Figures in columns under each gate number refer to gate opening indicator readingdash (-) indicates closed gate

"R" indicates gate raised above water surface and dogged"R" indicates first use of each gate

Attachment 4Source: Reference 2.6

jPage 29 of 38 -1 ICalculation CDQ000020080004 I.

386DESIGN OF SMALL DAMS

"LLL -

I\0.72

L,LD

z-g-L3.J

10

(ILj.

Ow

V)U.

0LL -l

OLU

- IL00

0C-)

- \i.~5 I J I , , I ,

iH 1H_}_

0.70

0.68

0.66

0.64

'1ýý 0 :.2s ýF_ CL ( H,1" -H 2 /2)

I :N""

I I II0 0.1 0.2 0.3 0.4 0.5 0.6 0.7

RAT 10 H

Figure 257. Coefficient of discharge for flow under gates. 288-D1-2,417.

is the inflow per foot of length of weir crest.

The momenta 3 at the two sections therefore

will be:

Upstream, MI,, (8)

Downstream, MAl= +q(A I,+ AV] (9)

Subtracting equation (8) from equation (9):

The rate of change of. momentum with respectto time being v times the rate of change with

respect to x, and considering the average ve-

locity to be [v+ I(Av) , equation (11) can be

written:

Q(Av) 1 1 q ,

At gM(Ax) 9 j 2 1

As Am is the accelerating force, which iszt-

equal to the slope of- the water surface :Y timesAX

the average discharge, equation (12) becomes:

-l-[v--Av] v--l(v) (13)

AM = --+ [v+ Av]g g

Dividing by Ax:

AM Q(Av) +Ax -p(AX) g

(10)

(11)

:1'The weight of 1 cubic foot of water is taken as a unit force to

eliminate the necessity of multiplying all forces and momenta by 62.5

to convert them into pounds.

Attachment 5


Page 30 of 380 1 lCalculation CDQ000020080004 I

SUGCESTCD DES/GM CURVE-

3. CY I(AZIAJ

I

IL"-3.2_ _ _ _- - - -

USGS TESS AT CORNVELL

2.8 DEERINGSFIELDND BARKER

--- WOODBURN------------------------------------

2. - ,

C;

0.0 0.2 0.4 0.6 0. 1.0 1.2

H.

a. FREE FLOW

1.4 1.8 1.8 2.0

C3C;r

0.0 0,1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

HZH,

b. SUBMERGED FLOW

NOTE Cr = FREE-FLOW COEFFICIENTC3 = SUBMERGED-FLOW COEFFICIENT

NEGLIGIBLE VELOCITY OF APPROACH

RAISED NUMBERS ON SUBMERGED FLOWCHART ARE REFERENCE NUMBERS FROMTEXT.

LOW-MONOLITH DIVERSION

DISCHARGE COEFFICIENTSHYDRAULIC DESIGN CHART 711

wes 1-66

A

Attachment 6 Pagej31 of Daculatio Q000020080004Source: Reference 2.8

SAFETY MODIFICATIONS FOR PROBABLE MAXIMUM FLOOD

Chronology

Safety analysis studies for Chatuge Dam for the probable maximum flood(PMF) were started in March 1981, and completed on May 5, 1983. Finaldesign was completed on March 4, 1985. Onsite construction began onAugust 22, 1985, and was completed on August 31, 1986.

Cost of Modifications

Design costs for the capital safety modifications to Chatuge Dam were$343,601. Construction costs were $1,371,399. The total project costwas $1,715,000. This total does not include costs for dam safetyevaluation studies which resulted in the modifications.

Controlling Features

The embankments at Chatuge were modified in order to safely pass theprobable maximum flood. The embankments were raised 6.5 feet toelevation 1946.5 by the addition of compacted earthfill. These PMFmodifications will prevent overtopping and erosion of the embankmentsand thus prevent breach and failure of the dam.

Attachment 7


Page 32 of '38 00 lCalculation CDQ000020080004

Prepared: ATT

Checked: JBMCf Confirmation

Spillway ParametersL= 300 feet

Zc= 1923 feet

HW Elev.(ft)

1 9251 9271 92919311 9321933

Hc

(ft)2

468910

C f*

3.293.443.543.623.653.67

(cfs)2800826015590245002949034810

Cf***

3.3003.4423.5363.6093.6413.669

* This is the Cf calculated from Equation 2.** Flow taken from Disharge Tables (Reference 2.2, Attachment 12)

This is the Cf value backed out of flow from Reference 2.2.

Attachment 8


Page 33 of 38 ICalculation CDQ000020080004

Chatuge 31

RESERVOIR AND POWER DATA

ChatugeBest Efficiency Maximum Sustainable

Elevation(feet)192819271926192519241923192219211920191919181917191619151914191319121911191019091908190719061905

Area(acre*1000)

7.146.956.776.596.416.246.085.925.765.615.475.325.195.054.924.804.684.564.454.344.234.124.023.92

Volume(ac-ft*1000)

240.5233.4226.6219.9213.4207.1200.9194.9189.1183.4177.9172.5167.2162.1157.1152.3147.5142.9138.4134.0129.7125.5121.5117.5

GrossHead(feet)121.7120.7119.6118.7117.7116.7115.7114.7113.7112.7111.7110.7109.7.108.7107.7106.8105.8104.8103.8102.8101.9100.999.998.9

PlantOutput(mW)10.210.110.09.99.89.79.69.59.49.39.29.19.08.98.88.78.68.58.48.38.28.18.07.9

TurbineDischarge

(cfs)1,1301,1301,1301,1301,1301,1301,1201,1201,1201,1201,1201,120.1,1101,1101,1101,1001,1001,1001,1001,0901,0901,0901,0801,080

kW/CFS

8.968.888.818.738.668.588.518.438.368.288.218.148.067.997.927.857.78

.7.717.657.587.517.447.377.29

PlantOutput(mW)13.013.013.012.912.812.712.612.512.412.312.212.111.911.711.511.411.211.010.810.610.410.210.09.9

TurbineDischarge

(cfs)1,5801,5901,6001,6001,5901,5901,5901,5801,5801,5801,5801,5701,5701,5501,5401,5301,5201,5101,5001,4801,4701,4601,4501,440

kW/CFS

8.248.178.118.068.017.967.917.867.817.767.717.667.607.537.467.407.337.267.197.127.056.986.916.84

NOTE: Does not include energy in storage data

IPage 34 of 38ICalculation CDQ000020080004 I! I

DOWANSTREAM ELEVATION

I

SECTION A-A

I- "I N . . = - .

SECTION U--B F

SECTION C-CSECTION F-_

SECTION S--EP';FrTION F-F SECTION -POWERHOUSE

IPage 35 of 38ICalculation CDQ000020080004 I| i

Pl AN

7k/Add, dfAA~y ~N~JP/

C-6~j ed /$&to dV tQŽ40

- T0p~f~.dd.-..

2ddAOOO . ,Od

C~d6X.O ,- . Sd~M 009

SECTION A -A

• SPILLWAY

------~6d66~. - ---

. -I,'-

090,.W(dd C6661fl 3 . ,SdSA.O

- . . I I dO*t,-0s0906

96.,6

7

SECTION B-B SECTION 8I-8/$3•oe6.°--00

SECTION C-C

•--i[ 5PILf.WAyi

, Dorddt'6,60 e06 0~t4/.9 09066 #00' *0696 ,o66w,6, 6/dy6,,0 606,06' V6&

066ldOO- 0664t-600,d60

92004W 60099~ 60d~ d,,,6S (/600606.96 49

od0d0093

__-- ME 79

6- - - -- - - - - - - - - - - --- Sf 6 r d/ -- - ------

9 006 Od7d6A//I li

SECTION D-D

y- ~ ®iý '7~

Attachment 11

Source: Reference 2.1.3

Page 36 of 38 I ICalculation CDQ000020080004 I

7 I A I 0 ifl iig 17' ! o I • '• '' --

-I -

A I Jtj*+.&SBDS7S7 I

- --- KEY PLAN

4, /-

4777B

I , '- -'v " l. L

LuL.J- A716

ADING DIAGRAM PRESSURE DIAGRAi -I, W 7-t2X

C

WA]

tS

............... .C5IO0 °t GATE. .

1W. sEcTIR• TARS• I SATE

D A+'7 ,...4...... . .. --IL • -" . . &-• % -- .....77SSECTION B-B

E

Wzrr-ji

F

SECTION A-AGATE

o~o%11".•O#WTI'

k-lw - 77 P -7-i

LIFTIN.S BEAR7-'

.4 DETAIL B

t~V~ili¶W= I"_

F-.F .J H H-H

7771077-770777.77.77 .r

SPILLWAY

GATES & LIFTING BEAMS

ARRANGEMENT & DETAILS

CHASIJGE HYORO PLANTTE7NEOýSE VALLEY AUTIO,511TY

~'~#o--77"~14 54310 -

H

m

_ _

I Imm 1 2 3 -6I 7O7I 7770 -ES • - F.-7 7726 7 8 aI OA]GH B C tETEL, •••.

Iag 7 of 3 8 ICalculation CDQ000020080004 I

I1I

C K.12222220'

C-

D

-----, --------c L-

EtE

* II

F'

2 .- -K. .. . .

iiD

L7 0

lvi 2 v L v

.......--- rN:• + , F..

F2

Vit.H,

1 f4 r J

G-1

PLANE F-

Kl

LE-ni 222 2

V-22 2222222 2 TA222-t2222222222222

2(2222 22 2222222222222222

4/'PLA

--1

ELELV-lOI U-H

F2

L-L

.N .... 22?22. 2 2222T2iI. 2(,2,2..

7] - ~T'• TU" -ETI jF EW

-J

ELELVATON D-;DH_ R-_IN _O _

-2 - -22- -2--2 - -22-22 -222

ELEVATION --A & B-B

of 38 lCalculation CDQ000020080004

[This Page added in Rli

AL

AL

TENNESSEE VALLEY AUTHORITYRIVER SYSTEM OPERATIONS & ENVIRONMENT

RIVER OPERATIONS

CHATUGE DAM

SPILLWAY DISCHARGE TABLES

APRIL 2004

CONTENTS

PageInstructions for Use of Tables ........................................................................................................................................................................... 2Location of Spillway Gates ............................................................................................................................................................................... 4Spillway Gate Arrangement Tables .................................................................................................................................................................. 5Spillway Discharge Tables .......................................................................................................................................................................... 6-10

Headwater Range

192 3 - 19 2 5 ............................................................................................................................................................................................... 619 2 5 - 19 2 7 ................................................................................................... I ............................................................................................ 7192 7 - 19 2 9 ................................................................................................................................................................................................ 819 2 9 - 19 3 1 ............................................................................................................................................................................................... 919 3 1 - 19 3 4 .............................................................................................................................................................................................. 10

2

INSTRUCTIONS FOR USE OF TABLES

1. Tables Update

These tables supersede the tables issued in January 1961. Therevised discharges, which are only slightly different from those in the1961 tables, were generated using the computer code SPILLQ.SPILLQ is a computer code used in TVA software for monitoringspill discharges and determining gate arrangements.

2. Purpose of Tables

These tables provide a means for setting required spillway dischargesand for determining the discharge when a specific arrangement ofgates is in use. The tabulated discharges are based on test resultsfrom a 1:45 scale model of Chatuge spillway supplemented byprototype measurements, which were used to establish the lower endof the rating.

The specific gate arrangements in the tables were determined frommodel tests in which consideration was given to obtainingsatisfactory flow conditions throughout the length of the spillwaychute. Any deviation from the specified arrangements may causeovertopping of the chute walls.

3. Range of Tables

The tables cover a discharge range from 0 to 40,440 cubic feet persecond. Headwater elevations range from 1923 feet to 1934 feet.The tailwater does not affect the discharges from this spillway.

4. Arrangement of Tables

The tables show spillway discharges in cubic feet per second.Headwater elevations in 0.1 -foot increments are shown at the top of

each column. The headwater range is shown at the bottom of eachpage.

The discharge is tabulated under the headwater elevations forspecific arrangements of gate openings, which are indicated bynumber in the left and right columns of each page. The numberedarrangements are defined in the table of Spillway Gate Arrangementson page 5. Reference to this table and to the drawing showing thelocation of the gates on page 4 will determine the gates to be raisedfor any particular discharge given in the tables.

5. Discharge Intervals

The tables have been prepared so that the incremental dischargebetween the tabulated values for consecutive gate arrangements isadequate for all situations. Therefore it will not be necessm tointerpolate between values given in these tables.

When the exact headwater elevation does not appear in the tables,the discharge for the headwater elevation closest to it is used. Forexample, the column headed 1924.2 is used for actual headwaterelevations between 1924.15 feet and 1924.24 feet inclusive. Whenthe actual headwater elevation is exactly halfway between tabularvalues, the larger value is used.

6. Spillway Gate Operation

The spillway gates are used to control discharges up to headwaterelevation 1928 feet, which is the top elevation of the closed gates.To prevent gate overflow, all spillway gates should be raised beforethe headwater elevation exceeds 1928 feet. However, to provide foraccidental operation in which some gates have not been raised, thetabulated discharges include the total discharge, under the raised

3

gates and over the closed gates, for headwater elevations from 1928feet to 193 1 feet.

Either one or two cranes may be used to open and close the spillwaygates. It has been estimated that all gates can be raised inapproximately 3 hours using one crane and in 11/2 hours using twocranes.

7. Use of Tables

The tables can be used in two ways: (1) to determine the arrangementof gates needed to pass a required discharge at a given headwaterelevation, and (2) to determine the discharge for a given arrangementof gates and headwater elevation.

Exa!Eple I -- What gate arrangement is necessary to pass a dischargeof 1,000 cubic feet per second with the headwater at elevation1925.84 feet?

The first step is to find the table in which the headwater elevationappears. Referring to the contents page, we find that headwaterelevations between 1925 feet and 1927 feet are found on page 7.The headwater elevation closest to 1925.84 feet is 1925.8 feet. In thecolumn headed 1925.8 the discharge nearest to the required 1,000cubic feet per second is 950 cubic feet per second. By tracing thehorizontal line in which 950 cubic feet per second appears, to eitherside of the page, we find that gate arrangement 5 is the one forproducing the discharge closest to 1,000 cubic feet per second atheadwater elevation 1925.8 feet. Referring to page 5 it is found thatfor gate arrangement 5, gates 1, 3, 5, 7, 9, 11, 13, 15, 17, and 19 areraised.

After the gates are raised, suppose it is necessary to increase thedischarge from 1,000 cubic feet per second to 2,000 cubic feet persecond. Assume the headwater elevation remains at 1925.8 feet. Inthe column headed 1925.8 feet on page 7, the discharge closest to therequired 2,000 cubic feet per second is 2,080 cubic feet per second

for gate arrangement 11. To change from gate arrangement 5 to gatearrangement 11, gates 21, 23, 25, 26, 28, 30, 32, 34, 36, 38, 40, and42 are raised in addition to those gates already opened.

Example 2 -- Suppose the operating records show that the headwateris at elevation 1927.5 feet, and gate arrangement 21 is in use. Theheadwater is found on page 8 which is marked "Headwater 1927 to1929." In the column headed 1927.5 opposite gate arrangement 21,the discharge is found to be 8,340 cubic feet per second.

4

CHATUGE DAM

LOCATION OF SPILLWAY GATES

IL AGate Numbers

15

ASpillway Plan

Key to Gate Arrangement TableDesignations under the gate operating conditions shown below refer to gate opening positions used in Gate Arrangement Table, Page 5

ICrest EL. 1923.0

=v Flow

Section A-A, Gate Raised Above Water SurfaceDesignated by R

Section A-A, Gate ClosedDesignated by -

5

CHATUGE DAM

SPILLWAY GATE ARRANGEMENTS

Arrange- Gate NumbermentNumber 12345111111 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

2 R R R R3 R R R R R R - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

4 R R R R R R R R - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

5 R R R R R R R R R R - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

6 R R R - R R R R R R R R• R - - - - - - - - - - - - - - - - - - - - - - - - - - -7 R R R R R R R R R R R R R R - - - - - - - - - - - - - - - - - - - - - - - -8 R R R R R R R R R R R R R R R R -....... ............................ ...9 R R R R R R R R R R R R R R R R R• R----------------10 R R R R R R R R R R R R R R - R R R R R R -......................

11 R R R R R R R R R R R R R R -R R R R R R R R--------12 R R RI R R R R R R R R R R R- R R R R R R R R R• R----

13 R R R R R R R R R R R R R R- R R R R R R R R R R -R R14 R R R R R R R R R R R R R R- R R R R R R R R R• R R R R R15 R R R R R R R R R: R R R R R R R R R R R R R• R R R R R R R R

16 R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R17 R R R R R R R R R -R R R R R R R R R R R R R R R R R R R R R R R R R18 R R R R R R R R R R R -R R R R R R R R R R R R R R R R R R R R R R R R R19 R R R R R R R R R R -R R R, R R R R R R R R R R R R R R R R R R R R R R R R R20 R R R R R R R R R R R R R R R; R R R R R R R, R R R R R R R R R R R R R R R R R R

21 R R R R R R R R R R R R R R R R R R R R R R RI R R -R R R R R R R R R R R R R R R R R22 R R R R R R R R R R R R R R R R R R R R R R RI R R R R R R R R R R R R R R R R R R R R R

23 R R R R R R R R R R R R -R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R: R R R24 R R R R R R R R R R R R -R R R R R R R R• R R R R R R R R R R R R R R Rl R R R R RLRR R R R R R R25 R R R IR IR IR R IR R R R: R R R R R R R R R R R R I R IR LR R R R R R R R R R R R R R R R R R R R R R R

GATE OPENINGS

Figures in columns under each gate number refer to gate opening indicator readingdash (-) indicates closed gate

"R" indicates gate raised above water surface and dogged"R" indicates first use of each gate

6 CHATLIGE DAM

SPILLWAY DISCHARGEIN CUBIC FEET PER SECOND

HEADWATER ELEVATION.e 1 1923.0 11923.1 11923.2 11923.3 11923.4 11923.5 11923.6 11923.7 1 1923.8 11923.9 11924.0 11924.1 11924.2 11924.3 11924.4 11924.5 11924.6 11924.7 11924.8 11924.9 11925.0

1 0 0 5 5 10 15 20 20 25 35 40 45 50 60 65 70 80 85 95 100 110 12 0 0 5 10 20 25 35 45 55 65 75 90 100 120 130 140 160 170 190 210 220 23 0 5 10 20 30 40 55 65 80 100 120 130 150 170 190 220 240 260 290 310 340 34 0 5 15 25 40 55 70 90 110 130 150 180 200 230 260 290 320 350 380 410 450 45 0 5 15 30 45 65 90 110 140 160 190 220 250 290 320 360 400 440 480 520 560 5

6 0 5 20 35 55 80 110 130 160 200 230 270 310 350 390 430 480 520 570 620 670 67 0 10 25 45 65 95 120 160 190 230 270 310 360 400 450 500 550 610 670 720 780 78 0 10 25 50 75 110 140 180 220 260 310 360 410 460 520 570 630 700 760 830 900 89 0 10 30 55 85 120 160 200 250 290 350 400 460 520 580 650 710 780 860 930 010 910 35 60 95 130 180 270 330 440 510 580 640 720 790 870 950 1,030 1:10 0 220 380 1 120 10

11 0 15 35 70 100 150 190 240 300 360 420 490 560 630 710 790 870 960 1,050 1,140 1,230 1112 0 15 40 75 110 160 210 270 330 390 460 530 610 690 770 860 950 1,040 1,140 1, 240 1,340 1213 0 15 45 80 120 170 230 290 350 420 500 580 660 750 840 930 1,030 1,130 1,240 1,340 1,460 1314 0 15 45 85 130 190 250 310 380 460 540 620 710 810 900 1,000 1 110 1 220 1,330 1,450 1 570 1415 0 20 50 90 140 200 260 330 410 490 580 670 760 860 970 1,080 1: 190 1: 310 1,430 1,550 1: 680 15

16 0 20 55 100 150 210 280 360 440 520 610 710 810 920 1,030 1,150 1,270 1,390 1,520 1,660 1 790 1617 0 20 55 100 160 230 300 380 460 560 650 760 860 980 1, 100 1,220 1,350 1,480 1 620 1,760 1: 900 1718 0 20 60 110 170 240 320 400 490 590 690 800 920 1,040 1 160 290 1 430 1,570 1: 710 1,860 2 020 1819 0 20 65 120 180 250 330 420 520 620 730 840 970 1,090 1: 230 il: 360 1: 510 1,650 1,810 1,970 2: 130 1920 0 25 65 120 190 270 350 440 550 650 770 890 1,020 1, 150 1,290 1,430 1,590 1,740 1,900 2,070 2,240 20

21 0 25 70 130 200 280 370 470 570 690 810 930 070 1,210 1,350 1,510 1,660 1,830 2,000 2 170 2,350 2125 75 140 210 290 390 490 600 720 850 980 1: 120 1,270 1,420 1,580 1,740 1,920 2 090 2 280 2,460 22

23 0 25 75 140 220 310 400 510 630 750 880 1,020 1,170 1,320 1,480 1,650 1 820 2,000 2:190 2 380 2 580 2324 0 30 80 150 230 320 420 530 650 780 920 1,070 1,220 1,380 1,550 1,720 1: 900 2,090 2 280 2: 480 2: 690 2425 0 30 85 150 240 330 440 560 680 820 960 1,110 1,270 1,440 1,610 1,790 1,980 21180 2: 380 2,590 2,800 25

HEADWATER 1923 to 1925 APRIL 2004

CHATUGE DAM


7

HEADWATER ELEVATION1925.0 11925.1 11925.2 11925.3 11925.4 11925.5 1j~1925.6 11925.7 1, 1925.8 1 1925.9 11926.0 11926.1 11926.2 1 1926.3 11926.4 11926.5 11926.6 11926.7 11926.8 11926.9 1 1927.0 %_

110220340450560

670780900

1,0101,120

1,2301,3401,4601,5701,680

1,7901,9002, 0202,1302,240

2,3502, 4602, 5802,6902,800

120240360480600

730850970

1,0901,210

1,3301,4501, 5701, 6901,810

1,9302, 0502,1802, 3002, 420

2, 5402, 6602, 7802, 9003, 020

130260390520650

780910

1,0401,1701,300

1,4301,5601,6901,8201,950

2,0802,2102,3402,4702,600

2,7302, 8602, 9903, 1203, 250

140280420560700

840970

1,1101,2501,390

1,5301,6701,8101,9502,090

2,2302, 3702,5102,6402,780

2,9203•,0603,2003, 3403, 480

150300450590740

8901,0401,1901, 3401,490

1,6401,7801,9302, 0802, 230

2, 3802, 5302, 6802, 8302, 970

3, 1203, 2703,4203, 5703, 720

160320480630790

9501,1101,2701,4301, 590

1,7401,9002, 0602,2202,380

2,5402,6902,8503,0103,170

3, 3303, 4903,6503, 8003,960

170340510670840

1,0101,1801,3501,5201,680

1,8502,0202, 1902, 3602,530

2,7002, 8603,0303, 2003,370

3, 5403,7103,8804, 0404,210

180360540710890

1,0701,2501,4301, 6101,790

1,9702, 1402, 3202, 5002, 680

2, 8603, 0403, 2203, 4003, 570

3, 7503, 9304,1104, 2904,470

190380570760950

1,1301,3201,5101,7001,890

2, 0802,2702,4602,6502, 840

3,0303, 2203,4003, 5903, 780

3, 9704, 1604, 3504, 5404,730

200400600800

1,000

1,2001,4001,6001, 8002, 000

2, 2002,4002, 6002,8003,000

3, 2003, 4003,6003, 8004,000

4,2004,4004,6004,7904,990

210420630840

1,050

1,2601,4701,6901, 9002,110

2,3202, 5302, 7402,9503,160

3, 3703, 5803,7904, 0004,210

4,4204,6304, 8405, 0605,270

220440670890

1,110

1,3301,5501, 7702, 0002,220

2,4402, 6602,8803,1003, 330

3,5503,770

.3,9904,2104,430

4, 6604, 8805, 1005, 3205, 540

230470700930

1,160

1,4001,6301,8602,1002,330

2, 5602, 8003,0303,2603,490

3,7303,9604,1904,4304,660

4, 8905,1305, 3605, 5905, 820

240490730980

1,220

1,4701,7101,9602,2002,440

2,6902, 9303,1803,4203, 670

3,9104,1604,4004, 6404, 890

5, 1305, 3805, 6205, 8706,110

260510770

1,0201,280

1, 5401, 7902,0502,3102, 560

2, 8203, 0703,3303,5903,840

4,1004,3504,6104,8705,120

5, 3805, 6405, 8906, 1506, 400

270540800

1,0701,340

1,6101,8802,1402,4102,680

2,9503,2203,4803,7504,020

4,2904,5604,8205,0905,360

5,6305,9006,1606, 4306, 700

280560840

1,1201,400

1,6801,9602, 2402, 5202,800

3, 0803, 3603, 6403, 9204, 200

4,4804, 7605, 0405, 3205, 600

5, 8806, 1606,4406, 7207, 000

290580880

1,1701,460

1,7502,0502, 3402,6302,920

3,2203•,5103,8004,0904, 390

4, 6804, 9705, 2605, 5505, 850

6,1406,4306, 7207, 0207,310

300610910

1,2201, 520

1, 8302,1302,4402, 7403, 050

3, 3503, 6603,9604, 2704, 570

4, 8805,1805, 4905, 7906,100

6, 4006, 7107,0107, 3207,620

320630950

1,2701,590

1,9002, 2202, 5402, 8603,170

3,4903,8104,1304,4404, 760

5,0805, 4005,7106, 0306, 350

6,6706, 9807, 3007, 6207, 940

330660990

1,3201,650

1,9802,3102,6402,9703,300

3,6303,9604, 2904,6204,950

5, 2805, 6205, 9506,2806,610

6,9407, 2707,6007, 9308, 260

12345

6789

10

1112131415

1617181920

2122232425

APRIL 2004 HEADWATER 1925 to 1927

APRIL 2004 HEADWATER 1925 to 1927

8 CHATUGE DAM


Ao HEADWATER ELEVATION1927.0 1927.1 1927.2 1927.3 1927.4 11927.5 1927.6 1927.7 1927.8 11927.9 [1928.0 11928.1 11928.2 11928.3 11928.4 11928.5 11928.6 11928.7 [1928.8 11928.9 [1929.0 n _

0.1234

56789

1011121314

1516171819

2021222324

25

0330660990

1,320

1,6501,9802,3102,6402,970

3,3003,6303,9604,2904,620

4,9505,2805, 6205, 9506,280

6,6106, 9407, 2707, 6007, 930

8,260

0340690

1,0301,370

1,7202,0602,4002, 7503, 090

3,4303,7804, 1204, 4604,810

5,1505, 4905, 8406, 1806, 520

6, 8707, 2107,5507, 9008, 240

8, 580

0360710

1, 0701, 430.

1,7802,1402, 5002, 8503,210

3, 5703, 9204, 2804,6304,990

5, 3505, 7006,0606,4206,770

7,1307,4907,8408,2008, 560

8,910

0370740

1,1101,480

1,8502, 2202, 5902 9603, 330

3, 7004,0704,4404,8105,180

5,5505,9206,2906,6607, 030

7,4007,7708,1408,5108,880

9,250

0380770

1,1501,530

1,9202, 3002,6803, 0703,450

3, 8304, 2204, 6004, 9905, 370

5, 7506, 1406, 5206, 9007,290

7, 6708, 0508, 4408, 8209, 200

9, 590

0400790

1, 1901, 590

1,9902,3802,7803,1803, 570

3,9704,3704,7705, 1605, 560

5, 9606, 3606, 7507, 1507,550

7,9408,3408,7409,1409, 530

9,930

0410820

1,2301,640

2, 0602,4702, 8803,2903, 700

4,1104, 5204,9305, 3405, 760

6,1706, 5806, 9907,4007,810

8,2208, 6309,0409, 4609, 870

10,280

0430850

1,2801,700

2, 1302, 5502, 9803, 4003, 830

4, 2504, 6805, 1005, 5305, 950

6, 3806, 8007, 2307, 6508, 080

8, 5008, 9309, 3509, 780

10, 210

10, 630

0440880

1,3201,760

2,2002,6403,0803,5203,960

4, 3904,8305,2705, 7106, 150

6,5907,0307, 4707,9108,350

8,7909,2309, 670

10,11010, 550

10, 990

0450910

1,3601,820

2,2702, 7203, 1803,6304,090

4, 5404, 9905,4505, 9006, 350

6,8107,2607, 7208, 1708,620

9,0809,5309, 990

10,44010, 890

11,350

0470940

1,4101,870

2, 3402, 8103, 2803, 7504, 220

4, 6905, 1505, 6206, 0906, 560

7, 0307, 5007, 9708, 4308, 900

9, 3709,840

10, 31010, 78011,240

11,710

15500980

1,4601,950

2,4302,9103,4003,8804,360

4, 8405,3305,8106, 2906,770

7,2607, 7408, 2208,7009,190

9,67010, 15010, 63011, 12011,600

12,080

55550

1,0501,5402, 040

2, 5403, 0303,5304, 0204, 520

5, 0205, 5106, 0106,5007,000

7,5007, 9908,4908,9809,480

9,98010, 47010, 97011, 46011, 960

12,460

110620

1,1301,6402,150

2,6603,1703,6804,1804,690

5, 2005,7106, 2206, 7307, 240

7, 7508, 2508, 7609, 2709, 780

10, 29010, 80011,31011,82012, 330

12, 830

190710

1,2301,7502,270

2,8003,3203,8404, 3604, 880

5,4005,9206,4406,9607,480

8,0108, 5309, 0509, 570

10, 090

10, 61011, 13011,65012,17012, 690

13, 220

280810

1,3501,8802,410

2, 9503,4804,0104, 5405, 080

5,6106,1406, 6707,2107,740

8,2708,8109,3409, 870

10,400

10, 94011,47012, 00012, 54013,070

13,600

380930

1,4702, 0202, 560

3,1103,6504,1904, 7405, 280

5, 8306, 3706, 9207,4608,000

8, 5509, 0909,640

10, 18010,730

11,27011,81012, 36012, 90013,450

13,990

5001, 0501,6102,1602, 720

3,2803,8304,3904,9405,500

6,0506, 6107,1607,7208, 280

8, 8309,3909, 940

10, 50011, 050

11,61012,16012, 72013, 27013, 830

14, 390

6201,1901,7502,3202,890

3,4504, 0204, 5905,1505, 720

6, 2906, 8507,4207,9908,550

9,1209,690

10,25010,82011,380

11,95012,52013,08013,65014,220

14,780

7501,3301,9102,4803,060

3,6404,2204,7905,3705,950

6,5307,1007,6808,2608,840

9,4109,990

10,57011,14011,720

12,30012, 88013,45014,03014,610

15,190

8901, 4802,0702,6603,240

3,8304,4205,0105,6006,180

6,7707,3607,9508,5409,120

9,71010,30010,89011,48012,060

12,65013,24013,83014,42015,000

15,590

0.1234

56789

1011121314

1516171819

2021222324

25

HEADWATER 1927 to 1929 * Arrangement "0" indicates that all spillway gates are closed.Discharge is spillway gate overflow.

APRIL 2004

CHATUGE DAM 9


HEADWATER ELEVATION1929.0 11929.1 11929.2 11929.3 11929.4 11929.5 11929.6 11929.7 1 1929.8 11929.9 11930.0 11930.1 11930.2 1 1930.3 11930.4 11930.5 11930.6 11930.7 11930.8 11930.9 11931.0 12

0. 890 1,040 1,190 1 360 1,530 1,710 1,900 2,090 2,290 2,500 2,700 2,890 3,070 3,220 3,340 3,420 3,430 3,360 3,200 2,920 2,500 0'1 1,480 1,640 1,800 1: 980 2,160 2,350 2,550 2,750 2,960 3,170 3,380 3,590 3,770 3,940 4,080 4,170 4,200 4, 150 4,020 3,760 3,380 12 2,070 2,240 2,410 2 600 2,790 2,990 3,190 3,410 3,630 3,850 4,070 4,280 4,480 4,660 4 810 4 910 4,960 4,940 4,830 4,610 4,260 23 2,660 2 830 3 020 3: 210 3,420 3 630 3,840 4,070 4,300 4,530 4,760 4,980 5,190 5,380 5: 540 5: 660 5,730 5,730 5 640 5,450 5,140 34 3,240 3: 430 3: 630 3,830 4,050 4: 260 4,490 4,720 4,960 5,200 5,440 5,680 5,900 6,100 6,280 6,410 6,500 6,520 6: 460 6,300 6,020 4

5 3,830 4,030 4,240 4 450 4 670 4 900 5,140 5,380 5,630 5,880 6 130 6 370 6,610 6,820 7,010 7,160 7 260 7,310 7,270 7 140 6,900 56 4,420 4,630 4,850 5: 070 5: 300 5: 540 5,790 6,040 6,300 6,560 6: 820 7: 070 7,310 7,540 7,740 7 910 8: 030 8,090 8,080 7: 990 7,780 67 5 010 5 230 5 460 5 690 5,930 6,180 6,440 6,700 6,970 7,230 7,500 7,770 8,020 8,260 8 480 8: 660 8,800 8,880 8,900 8,830 8,660 78 5: 600 5: 830 6: 070 6: 310 6,560 6,820 7,090 7,360 7,630 7,910 8,190 8,460 8,730 8 980 9: 210 9,410 9,560 9,670 9 710 9,670 9,540 89 6,180 6,430 6,670 6,930 7, 190 7,460 7,730 8,010 8,300 8,590 8,880 9,160 9,440 9: 700 9,940 10, 160 10,330 10,460 10: 530 10,520 10,420 9

10 6 770 7,020 7,280 7 550 7,820 8,100 8,380 8,670 8,970 9,260 9,560 9,860 10,140 10,420 10 680 10 900 11,100 11,250 11,340 11,360 11,300 1011 7: 360 7,620 7,890 8: 170 8,450 8,740 9,030 9,330 9,630 9,940 10,250 10,550 10,850 11 140 11: 410 11: 650 11,870 12,040 12 150 12,210 12,180 1112 7,950 8,220 8,500 8,790 9,080 9,380 9,680 9,990 10,300 10 620 10 940 250 11,560 11: 860 12,140 12,400 12 630 12,820 12: 970 13,050 13,060 1213 8,540 8 820 9 110 9 400 9,710 10,010 10,330 10,650 10,970 11: 300 11: 620 1111: 950 12,270 12,580 12,880 13,150 13: 400 13,610 13,780 13,890 13,940 1314 9,120 9: 420 9: 720 10: 020 10,340 10,650 10,980 11,300 11,640 11,970 12,310 12,640 12,980 13,300 13,610 13,900 14,170 14,400 14,590 14,740 14,820 14

15 9 710 10,020 10,330 10,640 10,960 11,290 11,620 11,960 12,300 12,650 13,000 13,340 13,680 14,020 14,340 14,650 14,930 15 190 15 410 15,580 15,700 1516 10: 300 10,620 10,940 11,260 11,590 11,930 12,270 12,620 12,970 13,330 13,680 14 040 14,390 14,740 15,080 15,400 15 700 15: 980 16: 220 16,430 16,580 1617 10,890 11 210 11 540 11,880 12,220 12 570 12,920 13,280 13,640 14,000 14,370 14: 740 15,100 15,460 15,810 16,150 16: 470 16,770 17 040 17 270 17,460 1718 11,480 11: 810 12: 150 12,500 12,850 13: 210 13,570 13,940 14,310 14,680 15,060 15,430 15,810 16,180 16,540 16,900 17,230 17,550 17: 850 1 8: 110 18,340 1819 12,060 12,410 12,760 13,120 13,480 13,850 14,220 14,590 14,970 15,360 15,740 16, 130 16,520 16,900 17,280 17,640 18,000 18,340 18,660 18,960 19,220 19

20 12 650 13,010 13,370 13 740 14,110 14,490 14,870 15,250 15,640 16,030 16,430 16,830 17,220 17,620 18 010 18,390 18,770 19,130 19,480 19,800 20,100 2021 13: 240 13,610 13,980 1 4: 360 14,740 15,120 15,510 15,910 16,310 16 710 17 120 17 520 17,930 18,340 18: 740 19,140 19,540 19,920 20,290 20,650 20 980 2122 13,830 11,210 14,590 14 980 15 370 15,760 16,160 16,570 16,980 17: 390 17: 800 18: 220 18,640 19,060 19,480 19,890 20,300 20,710 21,110 21,490 21: 860 2223 14,420 14,800 15,200 15: 590 6: 000 16,400 16,810 17,230 17,640 18,060 18,490 18 920 19 350 19,780 20,210 20,640 21,070 21,500 21,920 22,330 22,740 2324 15,000 15,400 15,810 16,210 16,630 17,040 17,460 17,880 18,310 18,740 19, 180 19: 610 20: 050 20,500 20,940 21,390 21,840 22,280 22,730 23,180 23,620 24

25 15,590 16,000 16,420 16,830 17,250 17,680 18,110 18,540 18,980 19,420 19,860 20,310 20,760 21,220 21,680 22,140 22,600 23,070 23,550 24,020 24,500 25

APRIL 2004 Arrangement "0" indicates that all spillway gates are closed.Discharge is spillway gate overflow.

HEADWATER 1929 to 1931

10 CHATUGE DAM


lbQ HEADWATER ELEVATION

-1-931.0 1931.1 1931.2 1931.3 1931.4 1931.5 1931.6 1931.7 1931.8 1931.9 1932.0 19321 19322 1932.3 1932.4 19325 1932.6 19327 1932.8 1932.9 1933.0

25 24,500 24,990 25,470 25,960 26,460 26,960 27,460 27,960 28,470 28,980 29,490 30,010 30,530 31,050 31,580 32,110 32,650 33,180 33,720 34,270 34,810 25

HEADWATER ELEVATION1933.0 1933.1 1933.2 1933.3 1933.4 1933.5 1933.6 1933.7 1933.8 1933.9 1934.0 1934.1 1934.2 1934.3 1934.4 1934.5 1934.6 1934.7 1934.8 1934.9 1935.0 ýl

25 34,810 35,360 35,910 36,470 37,030 37,590 38,160 38,720 39,290 39,870 40,440 25

HEADWATER 1931 to 1935 APRIL 2004

CHATUGE DAM

Looking West Along Top of Dam, October 1999

January 2004 Chatuge ii

RESERVOIR OPERATION OVERVIEW

Chatuge is a multipurpose tributary project located on the HiwasseeRiver. The project was originally constructed without anyhydropower facility, primarily to be used for storage augmentationfor TVA's downstream Hiwassee and Apalachia projects on theHiwassee River, as well for TVA mainstream dams on the TennesseeRiver. The project was built during World War II, with dam closurein 1942. The single unit powerhouse was completed in 1954.Chatuge is operated for many purposes, including flood control,augmentation of flows for navigation, hydropower production, waterquality, recreation, and aquatic ecology. Chatuge Reservoir has anannual pool variation of about 15 feet during normal years, butcould be several feet more during drought or flood periods.

January 2004 Chatuge iii

Table of Contents

Chatuge Reservoir Vicinity Map ............................Figure 1: Public Safety and Operator Building, 1943 (Photo).Figure 2: Single Unit Powerhouse, 1954 (Photo) ..............

566

General Plans, Elevation, and Sections (TVA drawing 10N200):FigureFigureFigure

3:4:5:

Site Plan .Plan ......Downstream

... . .... .............................. .... 7

.... ..................................... 8Elevation ................................ 9

Figure 6: Sections A-A OQDOOO

Figure 7: Section B-B .........Figure 8: Section C-C .........Figure 9: Sections D-D and E-E.Figure 10: Section F-F ........Figure 11: Section - Powerhouse

Location ...........................Chronology .........................Project Cost .......................Streamflow .........................Reservoir ..........................Tailwater ..........................Head (Gross) .......................Reservoir Adjustments ..............Dams:

Main Dam ............................Saddle Dams .........................

Figure 12: Saddle Dam 1 (Photo).Figure 13: Saddle Dam 2 (Photo).Figure 14: Saddle Dam 3 (Photo).

Outlet Facilities ...................Figure 15: Upper End of Concrete

........ °..°.....

.......... °......

................

Spillway (Photo)

... 09... 10... 10... 11... 12... 13... 14... 14... 1414-15

... 15

... 16

... 16

... 16

... 16

... 17

... 1819

... 20

... 21

... 22... 22

... 23

... 24

... 25

... 25

... 26

... 26

... 27

... 27

... 27

... 28

... 29

... 30

... 31

... 32

Figure 16: Lower End of Concrete Spillway (Photo).Power Facilities:

Intake Facilities ....................................Figure 17: Intake Tower and Footbridge (Photo) ...

Powerhouse ...........................................Figure 18: Powerhouse and Generating Unit (Photo).

Hydraulic Turbines ...................................Generator ............................................Generator and Turbine Modernization ...................Electric Controls ....................................Transmission Plant ...................................

Figure 19: Single Line Diagram of Main ConnectionsFigure 20: View of Switchyard (Photo) ............

Transmission Plant Data ..............................Reservoir and Power Data ...................................Unit Operating Characteristics .............................

January 2004 Chatuge iv

Table of Contents (Cont.)

Spill Compilations ............................................ 33-35Maximum and Minimum Elevations ................................ 36-37Average Weekly CFS ............................................... 38Annual Operating Cycle ........................................... 39Reservoir Areas and Volumes ...................................... 40Reservoir Release Improvements ................................... 41

Figure 21: Aerating / Reregulating Weir (Photo) ............... 42Figure 22: Weir Schematic ................................... 42

Safety Modifications for Probable Maximum Flood ................... 43Construction Data:

Personnel, Housing Facilities, and Quantities ................. 44Construction Plant Layout ................................... 45Construction Schedule ....................................... 46

January 2004 Chatuge 5

I

TENNESSEE VALLEY AUTHORITYMAPS AND SMVEYS BRANCH

CHATUGE RESERVOIR

VICINTLY MLAP

0 4 1

. JANUARY 197


- . ..

FIGURE 1 - Public Safety and Operator Building, 1943

U 4

- 4

FIGURE 2 - Single Unit Powerhouse, 1954


FIGURE 3

q.

t f

SITE-PLANScale 1000 o 000 • 2000 Feet


FIGURE 4


FIGURE 5

AL SPILLWAY- DOWNSTREAM ELEVATION

FIGURE 6

SECTION A-A

Si•. 0 - ' 0 60

StCMMN A-A 6-8 1-9 i


FIGURE 7

SECTION B-B

51a6No 0 so Q0ORd

.SCC¶WO4 *ATA Me9 0-0 &. 64

FIGURE 8

0lO-Top ofemban kment

-C SPILLWAY surface

I/

Exca vytion

Crushed stone pipe

SECT/ON. C- C

Scale 20 0 20 40 Feet

c,-c & v'-F


FIGURE 9

Ste 13tOka0-574!3, top I/ 191Z.0

TW E//1800

SECT/ON D-D SECTION E-E


SECTIONS AMA "B- D-D & E-E.


FIGURE 10

SECTION F-F


C-.C & FaF


FIGURE 11

t PENSTOCKS 1800.53

SECTION*- POWERHOUSE

Scale- 20 0 20. 40 Feet

SECTION THRU POWERHOUSE


CHATUGE PROJECT

SUMMARY OF PRINCIPAL FEATURES

NOTE:Elevations are based on the U.S.C. & G.S. 1936 Supplementary Adjustment.

LOCATION

On Hiwassee River at river mile 121.0; in Clay County, North Carolina;4-1/2 miles upstream from Hayesville, North Carolina; 2-1/2 milesdownstream from North Carolina-Georgia State line.

CHRONOLOGY

Initial appropriation by Congress ....................... July 16,Authorized by TVA Board of Directors .................... July 17,Construction started ................................... July 17,Dam closure ........................................ February 12,First storage release .................................. June 25,Power unit authorized by TVA Board of Directors ... September 25,Installation of unit started ......................... August 14,Unit in commercial operation ........................ December 9,Safety modifications for probable maximum flood

construction completed ............................. August 31,

19411941194119421943195119511954

1986

PROJECT COST

Initial project, no generating units ....................... $7,036,527Addition of unit 1 ......................................... 2,217,184Reservoir releases improvements (Completed) ................. 1,400,000Safety modifications for probable maximum flood ............. 1,715,000Total, including switchyard .............................. $12,368,711

STREAMFLOW

Drainage area at dam ...................................Gaging station discharge records:

Near Hayesville, North Carolina,May 1907 to December 1909; drainage area............

Below Chatuge Dam, near Hayesville, North Carolina,April 1942 to date; drainage area ..................

Below Hayesville, North Carolina,June 1934 to September 1945; drainage area .........

Above Murphy, North Carolina,August 1939 to date; drainage area ..................

At Murphy, North Carolina,October 1897 to June 1917,October 1918 to April 1940; drainage area ..........

189 sq. miles

189 sq. miles

190 sq. miles

251 sq. miles

406 sq. miles

421 sq. miles


STREAMFLOW (CONT.)

Below Hayesville, North Carolina,June 1934 to September 1945; drainage area ......... 251 sq. miles

Above Murphy, North Carolina,August 1939 to date; drainage area ................... 406 sq. miles

At Murphy, North Carolina,October 1897 to June 1917,October 1918 to April 1940; drainage area .......... 421 sq. miles

Maximum known flood at dam site, natural (1898) ........... 25,000 cfsMaximum regulated flood at dam site (may 1973) ............. 4,282 cfsAverage unregulated flow at dam site (1903-2000) ............. 457 cfsMinimum daily natural flow at dam site (1925), approx ......... 35 cfs

RESERVOIR

Counties affected:State of North Carolina ..............................State of Georgia .....................................

Reservoir land at May 31, 1996:Fee simple ...........................................Easements ............................................Total ................................................Transferred ..........................................

Operating levels at dam:Probable maximum flood elevation (PMF) ...............500-year flood elevation .............................100-year flood elevation .............................Winter flood guide level .............................Summer flood guide level .............................Maximum probable flood ...............................Maximum used for design (41,000 cfs) .................Top of gates (area 7,290 ac.) ........................Backwater, length at normal maximum pool level .......

Shoreline, length at normal maximum pool level:Main shore ...........................................Islands ..............................................Total ................................................

Original river area (to el. 1927 crossing) ................Storage (flat pool assumption):

Total volume:

...... Clay

..... Towns

6,876 ac.2,381 ac.9,257 ac.1,163 ac.

el. 1945.4el. 1931.0el. 1929.0el. 1912.0el. 1926.0el. 1936.5el. 1933.8el. 1928.0

13 miles

128 miles4 miles

132 miles... 107 ac.

At top of gates (el. 1928) ................... 240,500 ac.-ftAt normal maximum pool (el. 1928) ........... 233,500 ac.-ftAt normal minimum pool (el. 1905) ........... 118,000 ac.-ft

Reservation for flood control on:January 1 to January 25 (el. 1928-1912) ...... 93,000 ac.-ftMarch 15 (el. 1928-1916) ....................... 72,700 ac.-ft

Useful controlled storage (el. 1928-1905) ........ 122,000 ac.-ft


TAILWATER

Maximum used for design ................................... el. 1828.0Maximum known flood (1922) ................................ el. 1821.0Full plant operating (1 unit) ............................. el. 1806.2One unit operating at best efficiency ..................... el. 1806.2Minimum level ............................ ( ................. el. 1802.1

HEAD (Gross)

Maximum static (el. 1928-1801) ................................. 127 ftNormal maximum operating (el. 1927-1806.2) .................. 120.8 ftAverage operating (1991-2000) ................................. 119 ftMinimum operating (el. 1905-1806.2) .......................... 98.8 ft

RESERVOIR ADJUSTMENTS

Clearing ................................................. 1,903.5 ac.Highways:

Access ................................................ 1. 3 milesState ................................................ 18.7 milesCounty and tertiary .................................. 21.6 milesTotal ................................................ 41.6 miles

Bridges (highway) .................................................. 9Concrete box culverts ............................................. 79Families relocated ............................................... 278Graves removed ................................................... 532Utilities adjusted ........................................ 42.3 miles

DAMS

MAIN DAM

Material and type ............. Impervious rolled earthfill embankmentLength ...................................................... 2,850 ftMaximum height ................................................ 144 ftMaximum width at base ......................................... 980 ftTop of embankment ......................................... el. 1940.0Top width ...................................................... 20 ftService road .............................................. 10 ft wideFoundation ........................................... Carolina gneiss


DAMS (CONT.)

SADDLE DAMS

Location:No. 1 (See Figure 10) .......... Left rim, 0.8 mile from main damNo. 2 (See Figure 11) ........... Right rim, adjacent to spillwayNo. 3 (See Figure 12) ........... .Right rim, 1 mile from main dam

Material and type ............. Impervious rolled earthfill embankmentsDam No ........................... 1 2 3Length, feet ..................... 300 320 500Maximum height, feet ............. 12 30 20Top of embankments ........................................ el. 1940.0Top widths ..................................................... 20 ftFoundations .................................................... Earth


FIGURE 12 - Saddle Dam 1, February 2001


DAMS (CONT.)

OUTLET FACILITIES

SPILLWAY (See Figures 13 and 14):Location ........................... Right (east) end of main damMaterial and type ................ Concrete chute with curved weir

and ski-jump end sillWeir:

Crest length, clear ................................. 300 ftCrest Level ..................................... el. 1923.0Top of gates .................................... el. 1928.0Gates ........................ Vertical lift, 50 gates, 5 ft

wide by 6 ft high, supportedby walkway bridge columns

Gate operation ................. Two 2-ton electric hoists onwalkway bridge

Chute:Length ............................................ 1,356 ftWidth ........ Converges from 325 ft at weir to normal 80 ftHeight ................................................ 13 ftLevel of end sill ................................ el. 1829.1

Discharge capacity:HW el.1933.8 .................................... 39,000 cfsHW el.1928.0 .................................... 11,500 cfsHW el.1927.0 ..................................... 8,000 cfs

Foundation ................... Earth, except chute outlet on rock

LOW-LEVEL OUTLET:Location ....................Type ........................

Centerline of valve .........Maximum allowable discharge .

...... Downstream side of powerhouse

.One 78-in. regulating sleeve valveconnected to spiral case (use isrestricted)

......................... el . 1800 .5...................1....... i, 00 cfs


FIGURE 15 - Upper end of Concrete Chute, October 1999

FIGURE 16 - Lower End of Concrete Chute, October 1999


POWER FACILITIES

INTAKE (See Figure 15)

Type ..................... Circular reinforced concrete dry towerSize:

Inside diameter ...................................... 25 ftHeight ............................................ 173.9 ft

Trashracks ......................... 24 sections, each 8 ft 1-1/4in. wide by 11 ft 8 in. high

Gross area at racks ................................ 2,350 sq. ftGates ................... 2 vertical-lift, hydraulically operated

slide gates, 5 ft 8 in. by 10 ft 0 in.Service crane ............................. 15-ton overhead crane

CONDUIT(Intake to Powerhouse)

Type ...................... Steel penstock in reinforced concrete archculvert under the earth embankment

Culvert:Width at spring line (inside) ............................. 26 ftHeight on centerline (inside) ....................... 16 ft 9 in.Length ................................................. 769.5 ft

Penstock:Type ......................................... Welded steel plateLength ................................................. 769.5 ftDiameter (inside) ......................................... 12 ft


FIGURE 17 - Intake Tower and Footbridge (Looking East), October 1999


POWER FACILITIES (CONT.)

POWERHOUSE (See Figure 16)

Generating capacity (1 unit) ............................... 10,000 kW

Type of construction .................... Outdoor, reinforced concrete

Principal outside dimensions .............. 36 ft long by 79.5 ft wideby 60 ft high

Draft tube:Type .......................................... Elbow, 2 openingsHorizontal length (centerline of

turbine to downstream face) ............................. 35 ft

Vertical distance from distributor

centerline to draft tube floor ........................ 22.5 ft

Net area at outlet opening ................................ 240 sq. ft

Erecting crane ......................... Stiffleg derrick installed on

powerhouse structure; hookload 57-1/2 tons at 23-ftradius

FIGURE 18 - Powerhouse and Generating Unit, October 1999



HYDRAULIC TURBINES

Number ................. ........ .................Manufacturer ...................................Typ e ...........................................Rated capacity (each) .................... 13,800Rated speed ....................................Maximum runaway speed ..........................Specific speed at rating .......................Value of sigma at rating .......................Diameter of runner, intake .....................Diameter of runner, discharge ..................Centerline to bottom of runner .................Centerline to top of runner ....................Diameter of guide vane circle ..................Diameter of lower pit ..........................Governor ............................. Woodward,Weight of rotating parts .......................

.1.. . . ... . ... 1... James Leffel & Co...... Vertical Francishp at 100-ft net head.............. 180 rpm.............. 334 rpm................... 67................. 0 .35............... 81 in ............ 94.375 in........ ; .... 40.25 in................ 16 in ............ 117.25 in.............. 12.58 ftcabinet actuator type............ 36,000 lb

GENERATOR (See Figure 16)

Number ............................................................. 1Manufacturer ............................. Westinghouse Electric Corp.Type .................. Outdoor, enclosed, water-cooled, vertical-shaftRating ...................... 11,111 kVA, 10,000 kW, 930 A, 60 degrees

C rise, 0.9 pf, 6.9 kV, 3 ph, 60 HzCapacity ............. 12,778 kVA, 11,500 kW, 1070 A, 80 degrees C riseEfficiency (guaranteed):

At rated kVA, 1.0 pf ................................ 96.8 percentAt 75% kVA, 0.9 pf .................................. 96.0 percent

Flywheel effect ..................................... 5,600,000 lb-ft 2

Thrust bearing ..... Kingsbury type, dia. 40 in., max. load 122.5 tonsNeutral equipment ........ 15-kVA transformer, 1.0 ohm, 125-A resistor

Exciters:Main .............................................. 121 kW , 125 VPilot ............................................... 6 kW , 125 V

Weight of heaviest crane lift, rotor ....................... 53.5 tonsDiameter over air housing, less trim ......................... 360 in.Top of exciter housing:

Above stator soleplates ................................. 178 in.Above generator floor ................................... 193 in.



GENERATOR AND TURBINE MODERNIZATION

This project for Chatuge is scheduled to start on March 24, 2003, andcomplete on July 16, 2003. Principal components to be replaced are therunner, turbine guide bearing, wicket gates, seal system, wear ring,stator winding, exciter, generator air coolers, generator protectiverelays, main transformer, generator switchgear, and proportioning valveand strainer. Components to be rehabilitated are the field poles,wicket gate servos, brake system, generator guide bearing, anddistribution ring.

ELECTRIC CONTROLS

Generating and switching are normally controlled from Hiwassee controlroom by means of supervisory control. Pertinent data such asoperational alarms, electrical quantities, turbine flows, and reservoirwater elevations are transmitted back to Hiwassee on the supervisorycontrol system. Provision is also made for local control of the plant.

TRANSMISSION PLANT

(See Figure 17 for Single Line Diagram of Main Connections andFigure 18 for view of Switchyard)

Step-up transformers:1 3-phase, 2-winding transformer, bank 1, rated 6.6-69 kV, 10,000

kVA self-cooled, 12,500 kVA forced-air-cooled; Wagner69-kV circuit breakers:

1 600-A, 1,000,000-kVA, 8/20-Hz, pneu, Westinghouse14.4-kV circuit breakers:

1 1200-A, 250,000-kVA, 8-Hz, sol, WestinghouseStructures:

1 transformer structure and 1 line bay


FIGURE 19 - Single Line Diagram of Main Connections

14J

I r. MAINTRANS

II,

TO 4 80 V A-C AUXPOWER SYSTEM

zzJ-~


FIGURE 20 - Switchyard, October 1999


TRANSMISSION PLANT DATA

Plant Location Phase Serial MVA Rating Voltage Cooling Tap Oil Preservation Oil Configuration Impedance % Contract Manuf Yr of

Number 55 deg 65 deg kV Changer System Volume H-X H-Y X-Y Number Manuf

Gal.

Chatuge Bank 1 3 J9G1018 10/12.5 N/A 69/6.6 OA/FA DETC Gas-Blanketed 3195 Wye/Delta 7.93 N/A N/A C53-16891 Wagner 1953

Note: H=High voltage winding

Y=Tertiary winding

X=Low voltage winding


RESERVOIR AND POWER DATA

ChatugeBest Efficiency Maximum Sustainable

Gross Plant Turbine Plant TurbineElevation Area Volume Head Output Discharge kW/CFS Output Discharge kW/CFS

(feet) (acre*1000) (ac-ft*1000) (feet) (mW) (cfs) (mW) (cfs)1928 7.14 240.5 121.7 10.2 1,130 8.96 13.0 1,580 8.241927 6.95 233.4 120.7 10.1 1,130 8.88 13.0 1,590 8.171926 6.77 226.6 119.6 10.0 1,130 8.81 13.0 1,600 8.111925 6.59 219.9 118.7 9.9 1,130 8.73 12.9 1,600 8.061924 6.41 213.4 117.7 9.8 1,130 8.66 12.8 1,590 8.011923 6.24 207.1 116.7 9.7 1,130 8.58 12.7 1,590 7.961922 6.08 200.9 115.7 9.6 1,120 8.51 12.6 1,590 7.911921 5.92 194.9 114.7 9.5 1,120 8.43 12.5 1,580 7.861920 5.76 189.1 113.7. 9.4 1,120 8.36 12.4 1,580 7.811919 5.61 183.4 112.7 9.3 1,120 8.28 12.3 1,580 7.761918 5.47 177.9 111.7 9.2 1,120 8.21 12.2 1,580 7.711917 5.32 172.5 110.7 9.1 1,120 8.14 12.1 1,570 7.661916 5.19 167.2 109.7 9.0 1,110 8.06 11.9 1,570 7.601915 5.05 162.1 108.7 8.9 1,110 7.99 11.7 1,550 7.531914 4.92 157.1 107.7 8.8 1,110 7.92 11.5 1,540 7.461913 4.80 152.3 106.8 8.7 1,100 7.85 11.4 1,530 7.401912 4.68 147.5 105.8 8.6 1,100 7.78 11.2 1,520 7.331911 4.56 142.9 104.8 8.5 1,100 7.71 11.0 1,510 7.261910 4.45 138.4 103.8 8.4 1,100 7.65 10.8 1,500 7.191909 4.34 134.0 102.8 8.3 1,090 7.58 10.6 1,480 7.121908 4.23 129.7 101.9 8.2 1,090 7.51 10.4 1,470 7.051907 4.12 125.5 100.9 8.1 1,090 7.44 10.2 1,460 6.981906 4.02 121.5 99.9 8.0 1,080 7.37 10.0 1,450 6.911905 3.92 117.5 98.9 7.9 1,080 7.29 9.9 1,440 6.84

NOTE: Does not include energy in storage data


0MM OUUW - WB. BA i S 10 11 13 14

w0 so

0IWa:

1600

I

I

w I1i

10!

w0

4011 13 14 15

30

I.m oam • mu am. rm mm. = uiaI/•m oilD m 118-101 FMlD

1wl~ NunI. 0bl a,•U to, 19110

1 WAINOL39M.3R 1 A•3 E AMMOrCAAN ftO WD.

S 1110i WM WON•m N0.

10

'I "I ~IEYwLNHUUI,

GENERATING UNITS I

OPERATING CHARACTERISTICS OF11,111 KVA GENERATING UNIT

CIATGE POJECT

2 S a a a 0004 0UTf" - MW

-- 1 ,6, 1171 M I 471(90 NOI "SE M I mulm.I --------------.R g

January 2004 Chatuge Spill Compilation Chatuge 33Tennessee Valley Authority

River System Operations

Volumes are average daily in day-second-feet, except as shown.

Maximum spill, date of maximum, and number of days of spill in each spill period, in this order. "Total Days" is for calendar year and

does not always equal the sum of the days in periods because of extension of periods in to adjacent years.

Water was spilled through the spillway and/or the Howell-Bunger valve. Unmarked spill was through valve.

MAXIMUM AVERAGE NUMBER Howell-Bunger valve failed and was replaced by one removed from Nottely in August 1954. (Howell-Bunger valve must not be used.)

DAILY DISCHARGE OF TOTAL Maximum hourly average discharge to date was 4,282 cfs at 7 p.m. on 5/28/73.

YEAR (TURBINE + SPILL) DATE PERIODS DAYS *Spillway #Spillway and valve

1942 2450 12/31 0 22

1943 2700 1/1 5 298 *2700---1/1---105; *518---3/31---12; #2340---6/27---85; 2260---9/5---92; 1020---12/29---17

1944 1560 3/30 2 229 *1560---3/30---8; *892---4/16---12; *550---5/6---50; 1330---7/26---124; 975---12/6---24

1945 860 10/6 3 155 815---8/9---115; 860---10/6---9; 122---10/17---31

1946 2220 4/9-13 7 287 2170---1/13---25; 2170---2/16--38; 1580---3/19---5; 2220---4/9---37; 1580---8/21---116; 51---10/26---2; 78---10/30---64

1947 2010 5/17 3 249 557---2/20---44; 2010---5/17---55; 1690---6/17---150

1948 2200 6/9 4 159 2200---6/9---57; 760---7/9---19; 620---7/26---12; 1400---9/28---47

1949 1770 10/15 8 326 1500---1/8---144; 700---5/3---3; 740---6/7---29; 600---6/28---5; 1500---7/13---11; 1500---8/10---51;1770---10/15---53;900---12/28---74

1950 2280 4/27 8 233 1000---2/16---48; 600---3/2---15; 2280---4/27---34; 510---5/27---11; 1150---7/1---29; 1200---8/10---25;1300---9/20---38;1500---12/3---13

19511/27 & 2/6 5 171 2000---1/27---27; 430---3/6---2; 1200---3/22---10; 1230---6/26---48; 1160---9/5---84

1952 1500 4/16 3 232 1000---2/5---30; 1500---4/16---194; 750---12/30---17

1953 2140 4/18 3 81 300---1/20---5; 510---2/3---5; 2140---4/18---62

1954 1530 12/14 4 273 *1400---4/1---34; 363---4/25---7; *1280---6/25---56; *980---7/8---158 (Turbine began operating December 9).

1955 1480 1/2 thru 7 1 1 178---2/17---1

1956 1401 8/21 0 0

1957 1499 4/9 0 0

1958 1497 2/28 0 0

1959 1391 6/30 0 0

1960 1421 9/14 0 0

1961 1466 9/1 0 0

1962 1499 1/29 0 0~a.


River Scheduling


Maximum spill, date of maximum, and number of days of spill in each spill period, in this order. "Total Days" is for calendar year and



MAXIMUM AVERAGE Howell-Bunger valve failed and was replaced by one removed from Nottely in August 1954. (Howell-Bunger valve must not be used.)

DAILY DISCHARGE NUMBER OF TOTAL Maximum hourly average discharge to date was 4,282 cfs at 7 p.m. on 5/28/73.


1963

1964

1965

1966

1967

1968

1969

1970

1971

1972

1973

1974

1975

1976

1977

1978

1979

1980

1981

1982

1983

1984

1516

1488

1319

1458

1590

1515

1512

1371

1285

1499

3915

1460

1476

1492

1381

1396

1376

1481

964

1446

1553

1648

6/20

4/8

3/20

12/30

11/27

1/10

2/5

1/7

12/13

1/17

5/29

5/20

2/10

7/5

1/17

1/13

4/21

5/30

2/12

1/12

5/22

5/6-7

76---12/9---1

707---2/27---83; 619---3/21---24 (All through turbine scroll case)

*2463---5/29---4


River Scheduling


Maximum spill, date of maximum, and number of days of spill in each spill period, in this order. 'Total Days" is for calendar year and



MAXIMUM AVERAGE Howell-Bunger valve failed and was replaced by one removed from Nottely in August 1954. (Howell-Bunger valve must not be used.)

DAILY DISCHARGE NUMBER OF TOTAL VMaximum hourly average discharge to date was 4,282 cfs at 7 p.m. on 5/28/73.


1985

1986

1987

1988

1989

1990

1991

1992

1993

1994

1995

1996

1997

1998

1999

2000

2001

2002

1108

1011

899

870

2953

1473

1270

1420

1420

1334

1320

1300

1300

1320

1128

1113

1229

1166

1/21

2/12

10/9

7/18 &11/29

6/21

3/13

1/2

12/22-31

1/1-7

1/20&2/24-26

11/29&30

1/25 &12/20

1/12

2/10

3/4

12/20

11/21

10/24

0

0

0

0

4

0

0

0

0

11

0

10

0

5

0

0

0

6

"1377 --- 6/21 --- 4

95---5/18---11

33---6/13-21 ---10

64---5/22---5

36---4/9-12---6

£ L I~L


RIVER SCHEDULING

TVA OPERATED RESERVOIR SYSTEMANNUAL MAXIMUM AND MINIMUM ELEVATIONS, IN ORDER OF MAGNITUDE

FROM DATE OF RESERVOIR CLOSURE THROUGH 2003

CHATUGE

MINIORDER ELEVATION YEAR MONTH DAYORDER ELEVATION

1 1928.392 1927.963 1927.804 1927.65

5 1927.55

6 1927.547 1927.288 1927.20

9 1927.1610 1927.0711 1927.0612 1927.0413 1926.8914 1926.76is 1926.7616 1926.76

17 1926.61

18 1926.5819 1926.4120 1926.4021 1926.3522 1926.31

23 1926.2824 1925.9525 1925.89

26 1925.8627 1925.8128 1925.75

YEAR MONTH DAY1973 MAY 281989 JUNE 20

1943 APR. 201954 JUNE 31944 MAY 61976 MAY 312003 MAY 231980 MAY 251984 MAY 141964 MAY 251991 MAY 61996 JUNE 23

1971 MAY 251977 MAY 9

% 1979 JUNE 31994 JUNE 27

1949 JULY 201967 SEP. 51997 JUNE 161993 MAY 261983 MAY 20

1998 JUNE 161992 JULY 27

1946 JUNE 101999 JULY 141975 MAY 51974 MAY 51972 MAY 23

123456789

10111213141516171819202122232425262728293031323334353637383940414243444546474849

1803.65 1942 FEB. 121860.11 1947 SEP. 51860.13 1956 JAN. 271860.32 1952 SEP. 12

1860.38 1953 JUNE 1

1861.96 1955 DEC. 311879.88 1948 JAN. 1

1885.28 1959 SEP. 5

1886.07 1951 OCT. 41888.24 1944 DEC. 281890.12 1945 JAN. 1

1892.98 1946 OCT. 31893.32 1958 DEC. 231895.30 1957 SEP. 111896.08 1960 SEP. 261897.27 1962 DEC. 29

1897.84 1963 JAN. 11898.06 1961 NOV. 131900.00 1943 OCT. 8

1900.15 1966 FEB. 71900.31 1965 SEP. 30

1901.00 1964 SEP. 281901.61 1954 JAN. 11901.79 1950 OCT. 13

1905.25 1968 DEC. 171905.30 1970 OCT. 51907.00 1969 JAN. 181908.23 1977 FEB. 181908.41 1981 FEB. 71908.47 1974 NOV. 291908.61 1949 OCT. 301908.61 1978 OCT. 261909.89 1967 JAN. 61910.18 1976 DEC. 141910.28 1985 JAN. 251910.66 1995 JAN. 61910.75 1975 JAN. 2

1910.95 2001 JAN. 41910.97 1999 JAN. 121910.97 2000 DEC. 231911.08 1998 DEC. 181911.30 1980 JAN. 10

1911.43 1994 DEC. 161911.62 1996 JAN. 171911.63 1971 JAN. 221911.88 1979 JAN. 11911.98 1997 JAN. 221911.99 2003 JAN. 251912.17 1983 JAN. 20

293031323334353637383940414243444546474849

1925.70 # 1942 DEC. 301925.51 1990 APR. 301925.46 1995 JULY 21925.27 1966 JUNE 201925.13 2002 JULY 11923.87 2000 JUNE 301923.59 1987 JUNE 221923.52 1963 JUNE 181923.39 1982 JUNE 71923.29 1962 APR. 291922.76 1957 APR. 81922.71 1988 JUNE 61922.70 1968 APR. 171922.23 2001 JULY 111922.09 1970 JUNE 81921.61 1961 JULY 51921.58 1952 MAR. 281921.52 1978 JUNE 261921.45 1950 APR. 91921.07 1965 APR. 271920.72 1945 MAY 30


RIVER SCHEDULING

TVA OPERATED RESERVOIR SYSTEMANNUAL MAXIMUM AND MINIMUM ELEVATIONS, IN ORDER OF MAGNITUDE

FROM DATE OF RESERVOIR CLOSURE THROUGH 2003

CHATUGE

ORDER50515253545556575859606162

ELEVATION1920.231920.171919.591919.521918.931918.821918.361917.881915.621914.901912.881911.551907.18

YEAR196019691981198519581986194719481951

# 1955195319561959

MONTHAPR.MAY

JUNEJULYMAY

JUNEAPR.MAY

APR.JAN.APR.MAY

JUNE

DAY7

269

1526

221

717

11

154

ORDER ELEVATION50515253545556575859606162

1912.301912.391912.621912.621912.641912.821912.921913.221913.311913.571913.651913.671913.70

YEAR2002198419731986199219931982198719881991197219891990

MONTHJAN.FEB.JAN.FEB.JAN.NOV.JAN.DEC.JAN.JAN.JAN.DEC.DEC.

DAY18111714212618181510

32521

* CLOSURE# ESTIMATED% MIDNIGHT ELEVATIONTOP-OF-GATES ELEVATION 1928


MAXIUMMINIMIU?4i, MEDIAN, ADMA

Yea'ri61903'-2OO2

,WEEBK WEEKk-:ENDINiG" NOZ. MAXIMU YRý

'JAN, 14 2 1,'62ý0 19498JAN 21, 3 2,1 480q' 1922JAN 28 4 1950 1',9-5"4,FEBý:. 4 S 2,0b20 1`952FEI§*. 11 6 17,'7-60 1946

FEB ~ ~ & 1 7260 1990FEB:'25 8-1,990 16

MAR.18 UI' 2,1670 1990MAR 25 12 2",-230 ' 1993AP.R 1 32,6 11APR -8- 14 -3,29,0 1:936APR~ 1'l5 -15 2 '100 1979,APR 22 16 1l,320 1998APR 29. 17 ,1,160 1973MkAY .6 ý18 T1,530 1909ýMAY, 1 19140 19529MAY 20 20 '2,06:0 197611'ýMAY 27 21 -2,1400 1909

JN3 2-2 ý2,09 1ii73

JN1.7 24 .9014-JUN,'"24 25 19, 1989

JU 125 1200 192

JUL 22 -2 9 ',00 1JUWL -2,9.4 30 2,12 0i -1938AUG, 5 .31 .980 ' 19438AUG.,12 32 1,1i440 61AUGd 19§ 33 -1 ,440 k90A.UG 26. 34 :2,,78 0 1-9,67:SEP -2 .35 1l-,150 1906

SEP9 -36 1,5,12SE 16 7 640 1920"

S EP, 23 38 920 1907SEP, 30 39' !1,7ii80, 192

OT740 ,'550 16OCT ."14 A1, 83,0 190O6'OC T-!i 2142 1,,ý030 -19"7-5

OC -8 3 '635 19§7:NOV 4, 44 l,9 '1918NOV 11 45 - 1',ý,72' 19'7-INOV 18 46 -2;066 1929NOV 2547 ý2,400 1906DEC 2 48ý 3,6080 198 ý4DEC, 9'9 1,370 1982DEC.. 16 SO 1801932,DEC 23 51l 1,,,64,0 19,92"DEC 31 52 :1,180 -1932AEAG ..FLOW:19Q03 2002 i

AVRGE, iýWEEK'L 'Y- CFSMI~NIMUMi "'WR

'1 02 -20'0112ý3 19811ý78 196138 19i40;i,3137 1 ,9.4 016*5 1934

:202 19414

246 '1981217 '1988212 198823'l3 19867166 1986163 1986161 1986119 1986130 198610 2 2001ý122 19818

809 198852ý 198858 :1988''64 1986p3 1986

58. 19ý86

1200.0

22 '2002

'31 -2000,Q31 19872-6 -198

,'-45 !1993

21999

47 ' 19544 1 19826 198317 1-9544 7 1954:59 2000813 195376 198181 1958

100 1924-108 1958-107 19391125 1939118 20,00

453; CS"'S

MEDIAN'

:503

:5,77;550

5864

.595

6•4

1590

'5625366

964

Y90

308

230

2 t•3

318

3200

325230823082957

251

2366236

1841-771

MEAN..,5.74'555610i632

'649'664712

68,47'.17

667

5•26567,

'57,7

481494462'42:7

390355

134 153 -, .

ý3593 qý7'3'401321

28e9

3103J00265251218s235

27.922•6232

262269

332

420

46254.7,

RIVER SYSTEM OPERATIONS


CHATUGE

MAX EL. 1928.39 AT 1800 5-28-731930

1925

1920

U-

0i1915

UJw

1910

1905

1900

------- ------ I --------

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec


AREA IN -THOUSANDS OF ACRES5 4 3a 2 I 0

lilkV

1930E .. c r -I ITo .oO. El. 1928

'Sthf rest .iL. 19Z3

(+so , ,

II•qu

4 -- U --- - 19"30

N NormalSOperatingvl :L.* l9Mililio EL. 190.'.1~ v -~ *1* -4--

I3,93o30 AM

GI

S.<,

"CC'<3

1900

1890

-I.-- 51d-4 ~ 1-4- 4

I 4 I-4-~,A'-I-4 ~-4-+-4----~

,_ 10 - . --. __ i - -- - --,. _ _1060- __ ,

!Sao -"r,

1910

1900

190

1880

1870

1860

1850Is

/ . Nw 1oq4 - - - - - - - --0 1540

1830 ,-1830

1820 2-----20

1810 - - 1810

1800 - - ----- oo0 I 0 40 60 s0 I00 120 140 160 180 200 220 240 260 280 300 320

VOLUME IN THOUSANDS OF ACRE-FEET

ELEV 1942 VOLUME AC-FTAREA 1942 1949 1954 1950 1965AC AC-FT AC-FT AC-FT AC-FT AC-FT

1.933 7.990 260.200 279.900 279.400 278.900 278.4001.928 7,290 242.300 242.000 241.500 241.000 240.5001.920 5.680 191,000 190.700 190.100 189.700 189,1001.910 4.440 140.400 140.000 139.400 139.100 138.4001.900 3.450 101.000 100.600 100.000 99.700 99,1001.890 2.650 70.600 70,200 69.700 69.300 68.8001.880 1.970 47.500 47.200 46.700 46.300 46.1001,870 1.390 30.800 30.600 30.300 30.000 29.9001,860 990 18.900 18.900 18.600 18.400 1 .4001,850 680 10.600 10,600 10.500 10.300 10.3001,840 410 5.200 5.200 5,100 4.900 4,9001.830 210 2.100 2,100 2.100 1.900 1:9001,820 90 600 600 600 500 5001,810 20 100 100 100 50 s01.804 0 0 0 0 0 0

NOTES:Resormer area& were measured on a composite map prepared by Nydra•dlData Brandch elh ea- tors drawn at 10' iotervals and msale I SO0. 7map nso prepared from TVA load maps with contours at eteations 1928,1933 and TVA topographic maps elh contours at 40' intervals. Conteorswere made to cenfo.m to eolaions, on TVA sediment range cross-sectioawhich are locand at enw half to aea mile intervals in the reservoir.Elevations are referred to tO 1936 Supplementary Adjuotmet of theUSC & GS.Area of origioal river within reservoir - 107 acres.Drainage area at dam-I19 square mdes.The 1949 and subsequent volumes were datermined by the constantfactor method far computing sediment.Dam closure February 12.1942.

HIWASSEE RIVER-MILE 121.0

RESERVOIR AREAS

AND VOLUMES

CHATUGE PROJECTTENNESSEE VALLEY AUTHORITY

DIVISION Or WATER CONTROL PL.ANNING

OUMITTED I I ,COMMEND o I, APPROVED

KNOXVILLE 112-28-621 17 1DA 1 321 N795 RzMIYS PRAWI1NO SUP9sdr8E8 '7-PP 1J ?i


RESERVOIR RELEASES IMPROVEMENTS

In November 1992 an aerating weir of the infuser type that alsoserves as a reregulating weir was constructed for the Chatuge Dam.The Chatuge infuser weir employs a slotted infuser deck attached tothe downstream face of a conventional weir to create a series oftransverse water curtains that fall through the crest to a plungepool beneath the crest. The weir component is a stepped timber cribfilled with loose rock and lined with tongue-and-groove timbersalong its upstream face to make it impermeable. The spaces betweenthe deck timbers allow flow through creating a series of turbulentwaterfalls during hydrogeneration. These deck openings increase insize in the downstream direction to maintain approximately uniformflow in each as the head in each opening decreases in the downstreamdirection.

The minimum flow improvement target for Chatuge is 60 cfs anddissolved oxygen (DO) improvement target is 5.5 mg/L. This infuserweir has consistently met both DO and minimum flow objectives forChatuge with a single technology. Further, this aeration system hasresulted in a significant overall improvement in the quality of thetailwaters downstream of the dam.

See figure 19 for a photo and figure 20 for a schematic of the weir.


FIGURE 21 - Aerating / Reregulating Weir, 1999

/ " turbine flow

turbine flow ,

FIGURE 22 - Weir Schematic


SAFETY MODIFICATIONS FOR PROBABLE MAXIMUM FLOOD

Chronology

Safety analysis studies for Chatuge Dam for the probable maximum flood(PMF) were started in March 1981, and completed on May 5, 1983. Finaldesign was completed on March 4, 1985. Onsite construction began onAugust 22, 1985, and was completed on August 31, 1986.

Cost of Modifications

Design costs for the capital safety modifications to Chatuge Dam were$343,601. Construction costs were $1,371,399. The total project costwas $1,715,000. This total does not include costs for dam safetyevaluation studies which resulted in the modifications.

Controlling Features

The embankments at Chatuge were modified in order to safely pass theprobable maximum flood. The embankments were raised 6.5 feet toelevation 1946.5 by the addition of compacted earthfill. These PMFmodifications will prevent overtopping and erosion of the embankmentsand thus prevent breach and failure of the dam.


CONSTRUCTION DATA

PERSONNEL

DamPeak employed ........................ 2,250Total man-hours ................... 1,521,831Number of injuries ....................... 24Days lost ............................ 9,113Fatalities ............................... 1Accident frequency .................... 15.8Accident severity .................... 5,988

Single-UnitAddition

102247,805

137

04.04

149

HOUSING FACILITIES(Initial Project)

Permanent houses built .......................................... NoneDemountable houses built .......................................... 10Trailers .......................................................... 25

QUANTITIES

DamDam and power facilities:

Earth excavation ............ 362,466 cu.Rock excavation ............... 33,992 cu.Unclassified excavation ......Rolled earthfil .......... 12,218,700 cu.Rockfill (riprap) ........... 128,700 cu.Concrete ...................... 21,900 cu.

Highways:Excavation ................ 1,370,000 cu.

ydyd

ydydyd

yd

Single-UnitAddition

310 cu. yd.14,635 cu. yd

4,326 cu. yd3,450 cu. yd


/81

Toe-Parking area

o-looO ga/water tank

access road

SYMBOLS:

/23456789

Thne officeCommissaryHospitalSafety eingineer's officefirst aidElectrical foreman's officeRigger foreman's officePublic safety officeWarehouse

/0II

13

/3'4/5/6

1718

Main officeSerivice platformPipe flfters buildingSteel rackMaster mechanic s officeMachine shopCarpenter shopWash rackOil house

Frank/in

To Hayes ville.

CONSTRUCTION PLANT LAYOUT


I 1941 1942 I 1943 ISTAGES NO. ITEM OR EQUIPMENT

CONST A Access roe.SERVICES

A* Construction outitles- •eler-fir-powrel

CN 6 consfutlwtk rceds & rAideePLANT Shop &job buieldinsPLANT ::

DIVERSION J Excavation - uncdAsifie"d

CONDUIT -- C±- etf concrete

4 rmohrse$IsINTAKE f Concrete - tower

STRUCTURE fa Access brid. e6A Intake oneA____ ? GteV$ & qwerting "vuipm

OUTLET f ConcreteSTRUCTUmL ' tes a operatn, euipewnt::

DAM ....TRUCTUR Erh embankment

INCLUDING 29 Earth&,Ga'enl

SADDLES i-operat &ers lins,.ou~ I ope,,,,f ,ovim"• f! !3 f"mcat - aan.ssff"I4 Riop & rael".

SPILLWAY 6 Concrete

le Crest c7WlG eqcdiwmtSteel sheet pilin•

91 Land Cfm f: w:92 Rewwlai cleetenc94 M1phay & railroad reeavt/en

GENERAL -8 'r'/* EitZ ~a97 Filling reserviir

_ '00 CAVAW diverl.

SADOLZ DANEl $ 400L

'Are

No topofor tmiara

acvosco ro_.:!:_• ......GENERAL

CONSTRUCTION SCHEDUL

MWE• AIM ________NO. I CHATUG4 PROJEPCT

ri 130 TENNISU VALLEY *hJWHORfl

E

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a, -0. 9,0 W-

DOWNSTREAM ELEVATION

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SECTION C-C SECTION F-F

SECTION D-D SECTION E-E SECTION-POWERHOUSE

PLAN

SECTION A -A

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SECTION B-8 SECTION BI-81 SECTION C-C

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SPILLWAY

l1.5 ,,9 , 9, PLAN AND SECTIONS

CHATUGE PROJECTTENNESSEE VALLEY AUTHORITY

SECTION 0-0

I KNOXVILE 11/-4-4//197 C 14 JI 0200: 6

I OLQMtgIHSI LLI 2 I 3 I 4 I S I 6 I 7I I 9 I 10 I 11 I 12

A

B

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n .

C

- " KEY PLAN

c= S T-U A

( a 440±4 v

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TI. SECTIONR GIATCAE

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B

D

L

B-i

E

E-i

SECTION A-AGATE C-C

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F

G

LIFTING BEAM O' FF'm1.0 M _'s. F's' 'so F00-s-. . . ..0. F004 cc"mFn 10

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SPILLWAY

H

GATES & LIFTING BEAMS

ARRANGEMENT & DETAILS

CHARJGE HYDRO PLANTTENNESSEE VALLEY AUTAORITY

scomFc'sFm4.j dccl RAWZlfl R3

I 54W3101 I 3 4 5 I 6 7 8 1a ='.'- '= El^;A....... , ....I... . .NI... '...... R..)

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OZIýMtgHS Lt 2 1 3 1I 1 I 6 I I a 1 9 I 10 1 11 I 12~1

A

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A

B

-1

C

ID

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PLAN F-F

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00 -1 F.0

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C

D

FF

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ELELVATON D-D-• -AIIN -O -0

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ELEVATION A-A & B-B

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ýF

P-P Q-0

SPOIL0AY

2 TON GANTRY CRANEARRANGEMENT & DETAILS

H - - " 1"- • I-- i - -N-N

CHATUGE HYDRO PLANTTENNISSEE VALLEY AUI0ORITY

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I I W .W n R3

1 2 3 4 6 7 T.S 00s000000100ý 0~O -Y000000

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0000 00000 0±00 0000000*00 (040000 02)

009M,• , 1 I LLI1 2 2 I I 4 I 5 I 6 1 7 I 8 I 9 I 10 1 11 I 12-I -

A

KEY PLAN

C

D

AL

A

B

D

C

E E

F F

I IC M -, ý '19G:.' I -- I - I - I - I - I - L - I - I ý- I -- h

:.,-: . . . . . . EX-T Ar S No f--POWERHOUSE

GENERAL ARRANGEMENT

PLANS & SECTIONS

H " I-" - • -'] " -" %CHATUJE PROJECT

TENNESSEE VALLEY AUIhORITY

m•+,• •+,_•_,,1:7 I c ] ,a.IWANN1 2. . ..... . . . . .. . .. . ..... MSEHES S -IA1 1C -5)I5' 4'1 1 2 1 3 I 4+ 1 5 1 6 / j U I ... ..... iSCeA~n HAS... . .. EAS .. I ... ..TELA,

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