bellefonte, units 3 and 4, attachment 02.04.03-8d: dam ... · flood-routing calculations for the...

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

ASSOCIATED ATTACHMENTS/ENCLOSURES:

Attachment 02.04.03-8D: Dam Rating Curve, Boone

(70 Pages including Cover Sheet)

NPG CALCULATION COVERSHEET!,CCRIS UPDATEPage 1

REV 0 EDMS/RIMS NO. EDMS TYPE: EDMS ACCESSION NO (N/A for REV. 0)L58 090128 004. Calculations 58 0 ,91.2 3 0 0o16

(nuclear)-

Caic Title: Dam Rating Curve, Boone

CALC ID TYPE ORG PLANT 3RANCH NUMBER CUR REV 'RNEWREV REVISIONAPPLICABILITY

CURRENT CN NUC GEN' CEB CDQ000020080003 0 Entire calceSelected~pages [3

NEW CN NUC,

UAI SCIA E DG O No CCRIS ChangesFSIACTION NEW. 0( yQ DELETs) [A !SSUPTION AND/O RIMNPDITIONS" (For calc revision, CCRIS

PRP RERVID O PREPARERNPHOE NO SPREPRINGE ORG (BRACH VRIFICPATI ONL MEO NE.EHDOFAAYI

C 0 R DUPLICATE [Ga0I (Verifier Appr2val SignaturesNot :1 been reviewed,and no•!:• L Required) , CCRIS changes ýrequired)

UNITS S STEDA UNIDSTN/A I NIA IN/A

DCNEDCN/A APPLICABLEýDESlGN DOCUMENT(S) CLASSIFICATION*See Below NIA E,QUL SAFETY RELATED?. LINVERIFIED SPECIAL REQUIREMENTS DESIGN OUTPUT SAR/T$ and/or ISFSl

REAE? (if yes, QR.= yes) ASSUMPT"IONý AND/OR LIMITING :CONDITIONS? ATTACHMENT? SAR/CoC AFFECTEDYes 0 No 0 Yes-Z No[ 0 1yes:• ,No 0 Yes [I No011 Yes -0 No01 YesF~l .NolK

PREPARIER ID PREPARER PHONE NO PREPARING'ORG (BRANCH) VERIFICATION METHOD. NEW METHOD OF ANALYSISC J Grace: 205;298,6074 I CEB, Design.Reaview 0] Yes [] No

PREPAFr''G)TR DATE " CH'ECK ER.SIGtA'UIMR DT

DATEE• ,E "APR rA SI A DATE

STATEMENT OF PROBLEM/ABSTRACT

Headwater rating curves for 20 dams:are required as InputstoTVA'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 determines the headwater rating curvefor,Boone 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.

*EDCN 22404A (SQN), EDCN 54018A (WBN),,EDCN Later'(BFN)

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

0 LOAD INTO EDMS AND DESTROY'0 LOAD INTO EDMS AND RETURN CALCULATION'LTO CALCULAT1ONLIBRARY. ADDRESS: LP4D-C-0 LOAD INTO EDMS AND RETURN ,CALCULATION TO:

TVA 40532 (10-2008] Page l o172 NEDP-2-1 [10;20-2008]

NPG CALCULAI1ON COVERSHMEET/CCRIS UPDATEPage 1 a

REV 0 EOMS1RIMS NO. EOnS TYPe: EIMS ACCESSION NO MWIA r RFV. 01090128 004 Calculations NIA

L08(nuclear)Cao Title, Dom Rating Curve, Boone

QAL PLAN Miaha .j~I~ NUMBER CU NEV U REVISOAPPLICABILITY

CURRENT 8olento Is . [

NEw CN NUC GEN CEB CDQ000020080003 N/A 0No CCRIS Changes Li

ACTION NEW 3 DELETE 03 SUPERSEDE Ql CO•JB UPDATE ONLY 0 (For cato revision, CCRISREVISION (I RENAME [I OUPLICAY' E3 (Verifier ApPro(va S1analufes Not been ievfewod and no

I I Required) CORIS changeas rqufrad)UNITSTEM UMLNIA N/A NIADoNwe W.N/A APP LIC ABSL R E• l• " O b I• "[ )" L • iI Ar

N/A N/A EfihET Q RLA UNVERIFIED SPECIAL 'RE ES6GN OUTPUT 8AR/TS and/oriSFSI

b~inD (Ifyos, AA yes)M_1rPX_.f,1 0OYn ? Y yor'Y No Yesa .Noo Yes F, No VYR • ~ ~ ~ ~ ~ ~ ~ ~~~o El~e NO•,5]Q~ =y.) ],,! RLITHCNDITo' a ATTACH6m Nr' V._5•CoCAFO

PREPARER ID PREPARER PHONE NO pREPARING ORG MIRANGH) VERIFIOATION METHOD NKUVWMETHODrOF,, mLySISJvpeyton 865-032-$2 80. G EB IDesign Review [3 Yes 0 No

PREPARER SI TURE DATE CHECKER SIGNATURE DATEJ.V. Peyton, 01/07/09 ~ eG.ASohoh 6-Il-7C. TV , Sadler ______ IPO I Vt _____AT _

$_RFI~ IGNATIJRE 0 ~ ~ A OVAL SIGNAYURE DATE!i"4F'W~r'F '9'~ W# 0__'s-_Ok

9TATEMENT OF pROBLEWIAOSTReCT "' "

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 determines the headwater rating curve forBoone Dam.

This calculation contains electronic attachments and must be stored In SDMS as an Adobe .Pdf file to maintain the abilityto retrieve the electronic attachments.

MICROFICHVIEFIaHE Yea O FI'CHE. RNUMBER SLOAD INTO B0OM AND DESTROiYLOAD INTO EDMS AND RETURN CALCULATION TO CALCULATION LIBRARY. ADDRESS; LP4D-CLOAD INTO EM.S AND RETURN CALOULATION TO.

'I VA 4LtW,2 110.20]081 NHU.P-2-1 t t0-20-M.&Ig

NPG CALCULATION COVERSHEET/CCRIS UPDATEPage 2

CALC ID I TYPE I ORG I PLANT I BRANCH I NUMBER I REV I

CN NUC GENJ CEB I CDQ000020080003 1

ALTERNATE CALCULATION IDENTIFICATION

BLDG ROOM ELEV COORD/AZIM FIRM Print Report Yes ElBWSC

CATEGORIES N/A

KEY NOUNS (A-add, D-delete)

ACTION KEY NOUN A/D KEY NOUN

CROSS-REFERENCES (A-add, C-change, D-delete)

ACTION XREF XREF XREF XREF XREF XREF(A/C/D) CODE TYPE PLANT BRANCH NUMBER REV

A P EN WBN CEB 54018

A P EN SQN CEB 22404

A S CN GEN CEB CDQ000020080053

D S CN GEN CEB CDQ000020080054

4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

4 I. 4 4 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:

PREPARER SIGNATURE DATE CHECKER SIGNATURE DATE

PREPARER PHONE NO. EDMS ACCESSION NO.

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

Paqe 3

NPG CALCULATION RECORD OF REVISION

CALCULATION IDENTIFIER CDQ000020080003

Title Dam Rating Curve, Boone

Revision DESCRIPTION OF REVISIONNo.

0 Initial issue Total pages: 48Attachment 1: 1 pageAttachment 2: 9 pages

1

The revision added Reference 2.25, Page 8, and removes Unverified Assumptions from Section 3.2,Page 9.

This calculation was also 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 JPRis now in place for all personnel engaged in verification tasks. Checking includes onlychanges made in this revision as the checking of the calculation was not impacted by PER203951. The verification is inclusive of work completed prior to this revision.

• PER 203872- replace NEDP-2 forms on Pages 1 through 6 (excluding Page Ia) with theforms from the NEDP-2 Revision in effect at the time of calculation's issuance.

* Removed UVA 3.2.1. Replaced with:o Assumption 3.1.3 on based on Reference 2.25 and,o Assumption 3.1.5 on based on Appendix A.

* Removed UVA 3.2.2 - Replaced Assumption 3.1.4 on Page 9 with Technical Justification-

Significant changes in Revision 1 are noted with a right margin revision bar. Administrative changesand typos are excluded.

Pages deleted: 0Pages revised: 1, 2, 3, 4, 8 and 9New pages added: la (Rev 1 NEDP 2-1), 5.1Total pages for Revision 1: 53Attachment 1: 1 pageAttachment 2: 9 pagesAppendix A: 3 pages

(NEDP 2-4), Al, A2, A3

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

Page L

NPG CALCULATION TABLE OF CONTENTS

Calculation Identifier: CDQ000020080003 I Revision: 1

TABLE OF CONTENTS

SECTION TITLE PAGECoversheet 1Rev 0 Coversheet laCCRIS Update Sheet 2Revision Log 3Table of Contents 4Calculation Verification Form 5.1Computer Input File Storage Information Sheet 6

1.0 Purpose 72.0 References 83.0 Assumptions & Methodology 9

3.1 Assumptions 93.2 Unverified Assumptions 93.3 Methodology - Discharge Equations 103.4 Methodology - Spillway Discharge Calculations 113.5 Methodology - Discharge Coefficients 11

4.0 Design Input 124.1 Acceleration of Gravity 124.2 Spillway Crest Parameter 124.3 Spillway Gate Parameters 124.4 Spillway Gate Overflow 124.5 Powerhouse Overflow 124.6 Spillway Piers Overflow 134.7 Nonoverflow Dam - Part Block 5 and Blocks 6, 7, 16 & 17 (B = 12') 134.8 Nonoverflow Dam - Part Block 5 (B = 12') 134.9 Nonoverflow Dam - Blocks 3, 4 and Part Block 5 (B = 12') 134.10 Nonoverflow Dam - Block 18 (B = Varies) 134.11 Tailwater Rating Curve 13

5.0 Special Requirements/Limiting Conditions 146.0 Calculations 15

6.1 Overflow Parameters 166.2 Overflow Parameter for Tainter Spillway Gate 276.3 Spillway Free Discharge and Orifice Discharge Coefficients 296.4 Discharge Equation for Sloping Top of Dam 306.5 Turbine Discharge 316.6 Tailwater Rating Curve 326.7 Tailwater Submergence Effect on Discharge 33

7.0 Results/Conclusions 34

Appendix Hydrostatic Loads on the Spillway Tainter Gates 3 pagesA

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

NPG CALCULATION TABLE OF CONTENTS (CONTINUED)

Calculation Identifier: CDQ000020080003 1 Revision: 1 1

TABLE OF CONTENTS(Continued)

SECTION TITLE PAGE

Attachments1234567891011121314151617181920

Boone Tailwater Rating CurveBoone Dam Spillway and Sluice Discharge TablesExcel file: BooneTWRatingCurve.xls (Electronic attachment)Excel file: Boone Dam Rating Curve.xls (Electronic attachment)TVA Boone Project drawing 10N200 R8 (Electronic attachment)TVA Boone Project drawing 1 0W201 R8 (Electronic attachment)TVA Boone Project drawing 10W203 R8 (Electronic attachment)TVA Boone Project drawing 10N204 R4 (Electronic attachment)TVA Boone Project drawing 2 1N207 R2 (Electronic attachment)TVA Boone Project drawing 21 E210 R I (Electronic attachment)TVA Boone Project drawing 22E210 R3 (Electronic attachment)TVA Boone Project drawing 46N401 R2 (Electronic attachment)TVA Boone Project drawing 46N407 R3 (Electronic attachment)TVA Boone Project drawing 47K901-1 RO (Electronic attachment)TVA Boone Project drawing 47K901-2 RO (Electronic attachment)TVA Boone Project drawing 47K901-3 RO (Electronic attachment)TVA Boone Project drawing 54W200 R3 (Electronic attachment)TVA Boone Project drawing 54N201 RI (Electronic attachment)TVA Boone Project drawing 54N202 RI (Electronic attachment)TVA Boone Project drawing 5 1N204 R4 (Electronic attachment)

1 Page9 Pages

N/AN/A

1 Page1 Page1 Page1 Page1 Page1 Page1 PageI Page1 Page1 Page1 Page1 Page1 Page1 Page1 Page1 Page

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

1

NPG CALCULATION VERIFICATION FORM

Calculation Identifier CDQ000020080003 Revision 1

Method of verification used:

1. Design Review

2. Alternate Calculation Verifi Date zooq

3. Qualification TestComments:

This calculation entitled, "Initial Dam Rating Curve, Boone," was verified by independent design review.The process involved a critical review of the calculation to ensure that it is correct and complete, usesappropriate methodologies, and achieves its intended purpose. The inputs were reviewed and determinedto be appropriate inputs for this calculation. The results of the calculation were reviewed and were foundto be reasonable and consistent with the inputs provided. Backup files and documents were consulted asnecessary to verify data and analysis details found in the calculation.

Detailed comments and editorial suggestions for the changes made in this revision were transmitted to theauthor and reviewer by email along with a marked up copy of the calculation.

The methodology used to justify the operability of the gates is based solely on the conclusions of the"Wafts Bar Dam - Flood and Earthquake Analysis on Radial Spillway Gates." Appendix A uses the sameassumptions, methodology, and approach developed in the Wafts Bar radial gate analysis to determinethe forces on the radial gates in a closed position with the forces on the gates in the maximum openposition. This appendix does not assert that a structural analysis has been performed beyond that foundin the Wafts Bar radial gate calculation.

(Note: The design verification of this calculation revision is for the total calculation, not just the changesmade in the revision. This complete re-verificationis performed to disposition PER 203951 as describedin the Calculation Revision Log on Page 3).

TVA 40533 [10-2008] Page I of I NTEDP-2-4 [10-20-20081

NPG COMPUTER INPUT FILESTORAGE INFORMATION SHEET

Document CDQ000020080003 Rev. 0 Plant: GEN

Subject:Dam Rating Curve, Boone

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

There are no electronic inputs or output files associated with this calculation.

[ Input files for this calculation have been stored electronically and sufficient identifying information is providedbelow 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 3: Excel file: "BooneTWRatingCurve.xls"

Attachment 4: Excel file: "Boone Dam Rating Curve.xls"

Attachment 5: TVA Boone Project drawing 10N200 R8

Attachment 6: TVA Boone Project drawing 10W201 R8




Attachment 10: TVA Boone Project drawing 21E210 RIAttachment 11: TVA Boone Project drawing 22E210 R3



Attachment 14: TVA Boone Project drawing 47K901-1 RO






Attachment 20: TVA Boone Project drawing 5 1N204 R4

FD Microfiche/eFiche

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

TVACalculation No. CDQ000020080003 Rev: 0 Plant: GEN Page: 7

Subject: Dam Rating Curve, Boone Prepared G.A. Schohl

Checked J.B. Mauter

1.0 Purpose

Headwater rating curves for twenty dams located on the Tennessee River and its tributaries above theexisting Bellefonte Nuclear facility are required as inputs to TVA's SOCH and TRBROUTE modelswhich perform flood-routing calculations. The headwater rating curves for each dam provide total damdischarge as a function of headwater elevation. This calculation determines the headwater rating curvefor Boone Dam.

TVA developed methods of analysis, procedures, and computer programs for determining design basisflood levels for nuclear plant sites in the 1970's. Determination of maximum flood levels includedconsideration of the most severe flood conditions that may be reasonably predicted to occur at a site as aresult of both severe hydrometerological conditions and seismic activity. This process was followed tomeet Nuclear Regulatory Guide 1.59. At that time, there were no computer programs available thatwould 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 process provided a basis for currently licensed plants (Sequoyah Nuclear Plant, Watts Bar NuclearPlant, and Browns Ferry Nuclear Plant). The Bellefonte Nuclear Plant (BLN) Units 1 & 2 Final SafetyAnalysis Report (FSAR) was also based on this process.

BLN Unit 3 & 4 Combined Operating License Application (COLA) was submitted using data andanalysis that was determined for the original BLN FSAR (Unit 1 and Unit 2) and was documented in a1998 reassessment. In 1998, the analysis process and documentation was brought under the nuclearquality assurance process for the first time. A quality assurance audit conducted by NRC staff in early2007 raised several questions related to past work regarding design basis flood level determinations. Thiscalculation supports a portion of the effort to improve the design basis documentation.

Preparation of all calculations supporting nuclear development and licensing are subject to TVA NPGStandard Department Procedure NEDP-2. This standard dictates the process in which calculations areprepared, checked, verified, stored and cross referenced in a goal to provide the highest quality nucleardesign input and output possible.

Drawings 10N200 and 10W201 (References 2.1 and 2.2) provide plan and elevation views of BooneDam. For headwaters in the normal operating range, discharge is passed through the sluice, turbines orthe spillway. The spillway consists of five spillway bays, each with a radial (tainter) gate to controldischarge. If, as during a probable maximum flood (PMF) event, headwater rises above the normaloperating range, discharge may pass also over the dam nonoverflow section, the tops of the open spillwaygates and the tops of the spillway piers.


Subject: Dam Rating Curve, Boone Prepared CJGChecked ACM

2.0 References

2.1 TVA Boone Project drawing 10N200 R8, "General Plan, Elevation & Sections."2.2 TVA Boone Project drawing 10W201 R8, "General Plan, Elevation & Sections."2.3 TVA Boone Project drawing 54W200 R3, "Radial Gates Arrangement."2.4 TVA Boone Project drawing 54N201 Rl, "Radial Gates Structural Details - Sheet 1."2.5 TVA Boone Project drawing 54N202 RI, "Radial Gates Structural Details - Sheet 2."2.6 "Boone Dam Spillway and Sluice Discharge Tables," River Operations, Tennessee Valley Authority,

March 2004, TVA EDMS accession no. L58081211803.2.7 "Hydraulic Design Criteria," USACE (U. S. Army Engineer Waterways Experiment Station),

Eighteenth issue, Vicksburg, MS, 1988.2.8 Handbook of Hydraulics, E. F. Brater and H. W. King, Sixth Ed., McGraw Hill, 1976.2.9 "Hydraulic Design Criteria," USACE (U. S. Army Engineer Waterways Experiment Station),

Eighteenth issue, Hydraulic Design Chart 711 (HDC 711).2.10 "Boone Project Hydraulic Model Studies," TVA Division of Water Control Planning, Hydraulic

Data Branch, Technical Monograph No. 74, 1954, TVA Research Library call no. 999.6278 T2985b.2.11 "Rating Curves for Flow over Drum Gates," Joseph N. Bradley, Paper No. 2677, Transactions of the

American Society of Civil Engineers, vol. 119, pp. 403-433, 1954.2.12 Open Channel Flow, Sec. 2.7, F. M. Henderson,Macmillan, New York, 1966.2.13 Bellefonte Nuclear Plant FSAR, Units 1 and 2, Section 2.4.3.3, page 2.4-16.2.14 TVA Boone Project drawing 10W203 R8, "Principal Features of Design - Sheet 1."2.15 TVA BooneProject drawing 10N204 R4, "Principal Features of Design - Sheet 2."2.16 TVA Boone Project drawing 21N207 R2, "Concrete Blocks 17 & 18 Outline."2.17 TVA Boone Project drawing 21E210.Rl, "Concrete Raising Top of Dam- Blocks 1 Thru 5, Outline

and Reinforcement."2.18 TVA Boone Project drawing 22E210 R3, "Raising Top of Dam Plan, Sections & Details And Misc

Cone Details."2.19 TVA Boone Project drawing 46N401 R2, "Powerhouse, Architectural Elevations."2.20 TVA Boone Project drawing 46N407 R3, "Powerhouse, Architectural Lobby EL 1302 & Stair 14

Plan & Elevations."2.21 TVA Boone Project drawing 47K901-1 RO, "Powerhouse Unit 1, Operating Characteristics of 26400

KW Generating Unit."2.22 TVA Boone Project drawing 47K901-2 RO, "Powerhouse Unit 2, Operating Characteristics of 25000

KW Generating Unit."2.23 TVA Boone Project drawing 47K901-3 RO, "Powerhouse Unit 3, Operating Characteristics of 25000

KW Generating Unit."2.24 TVA calculation NUCGENCEBCDQ00002000800 10, "Dam Rating Curve, Fort Patrick Henry."2.25 TVA 2009: "Basis for Dam Spillway Gate/Outlet Open Configuration for Flood Analyses", May 291

2009 (EDMS No. L58 090529 800) I

TVA ®Calculation No. CDQ000020080003 Rev: 1 Plant: GEN Page: 9

Subject: Dam Rating Curve, Boone Prepared CJGChecked ACM

3.0 Assumptions & Methodolo2y

The headwater rating curve developed in this calculation will be used in simulations of probable maximum floodevents. Consequently, the rating curve has been calculated above the normal headwater operating range of thedam.

3.1 Assumptions

3.1.1 Assumption: There is no discharge from the sluice.Technical Justification: TVA standard operation policy requires that the spillway gates at Boone Dam beoperated as specified in the Boone Dam Spillway and Sluice Discharge Tables (Attachment 2). Pages 1 and32 of the instructions include the following statement, "The sluice and spillway must not be operated at thesame time." Therefore there is no discharge from the sluice included for the rating curve. As indicated bythe sluice discharge table, even with the sluice gate at the maximum opening, the difference in totaldischarge would be relatively small.

3.1.2 Assumption: The tailwater rating curve provided as Attachment 1 reasonably predicts the tailwaterelevation for the range of discharge required for the headwater rating curve.Technical Justification: The tailwater rating curve was generated by the TVA Flood Risk section. Thistailwater rating curve is used by TVA during actual flood events as input for river management decisionsand is the best available source of tailwater elevation data. The tailwater elevation for the maximumdischarge determined in this calculation (312,690 cfs) is El 1318. This elevation is significantly lower thanthe elevation of the spillway crest and the other locations of discharge over the dam. The tailwaterelevation could be considerably higher and still not affect discharge. (See Sections 6.6 and 6.7, pages 32and 33.)

3.1.3 Assumption: All spillway gates will be set to the maximum openings specified in the spillway dischargetables.Technical Justification: See "Basis for Dam Spillway Gate/Outlet Open Configuration for FloodAnalyses" (Reference 2.25) for technical justification.

3.1.4 Assumption: The maximum headwater elevation considered in the dam rating curve is 1408.5 feet, thetop of the east embankment.Technical Justification: The maximum headwater considered for the dam rating curve is based on veryconservative estimations of the maximum PMF elevation at the dam. Previous simulations haveindicated that the dam is not overtopped during a PMF event. A headwater elevation of 1408.5 is areasonable upper limit for this dam rating curve. If the SOCH/TRBROUTE analysis identifies PMFelevations higher than 1408.5 feet, this issue will be identified by the analyst and a revision of this,calculation will be required.

3.1.5 Assumption: All spillway gates will remain operable in the closed position and in the maximum openedposition as specified in the spillway discharge tables.Technical Justification: The radial gates will remain operable in the maximum opened position based onthe findings of the "Watts Bar Dam - Flood and Earthquake Analysis on Radial Spillway Gates"(Reference Al). Appendix A uses the same assumptions, methodology, and approach as the Watts Barradial gate analysis to compare forces on the gates in a closed position with forces on the gates in themaximum open position to provide technical justification for the gates to remain operable in the maximumopen position during a PMF.

3.2 Unverified Assumptions

None.

TVA Rev: 0 Plant: GEN Page: 10Calculation No. CDQ000020080003 Rev: 0


Checked J.B. Mauter

3.3 Methodology -- Discharge Equations

Discharges past the dam are computed as either "free" discharge or "orifice" discharge. Free dischargerefers to free surface overflow and is computed using a weir-type equation as follows (Reference 2.7provides weir flow equations for overflow discharges):

Qr =CfLHc 1.

in which Qf = free discharge (cfs), Cf = free discharge coefficient (ft°5/sec -- may vary with HW), L =

length of overflowing section (ft), Hc = head on crest (ft) = HW - Z,, HW = headwater elevation (ft), andZc = top, or crest, elevation of overflowing section (ft). This equation need not be modified to account fortailwater submergence because the tailwater does not rise high enough to affect the free dischargescomputed for this headwater rating curve. See Section 6.7.

Flow over the nonoverflow section, the tops of the open spillway gates, and the tops of the spillway piersis treated as free discharge. Flow over the spillway crest is treated as free discharge for headwaterelevations below H, = HLmin, the head at which the overflowing nappe first touches the bottoms of theopen gates (Ref. 2.24, Attachment A5). HLmin varies with gate opening, V, defined as the vertical distancebetween the spillway crest and the bottom of the gate.

For headwater elevations above Hc = HLmin flow through the spillway gates is treated as orifice discharge.Orifice discharge refers to flow passing through a contracted opening and is computed using an orifice-type equation as follows (Reference 2.7, Hydraulic Design Chart 311-1):

Qg = CgGnLV2gHý -Hmp)

in which Qg = orifice discharge (cfs), Cg = orifice discharge coefficient (dimensionless -- varies with gateopening and He), G, = effective gate opening = minimum distance between the' gate lip and the crest (ft),g = acceleration of gravity, and Hmp = vertical distance between the mid-point of G, and the crest. Thisequation is modified, if required, to account for tailwater submergence as follows:

Qgs = SgQg

in which Qgs = "corrected" orifice discharge (cfs) and Sg = tailwater submergence factor (dimensionless --

varies with d/H, and gate opening, G,).

The Boone spillway is identical to the Fort Patrick Henry spillway so that the spillway free discharge andspillway orifice discharge coefficients are the same for both dams. See Section 6.3.



Checked J.B. Mauter

3.4 Methodology -- Spillway Discharge Calculations

The discharge coefficient, Cf, for free discharge over a spillway crest varies with head, H, (References 2.7and 2.8 both provide this kind of data). For the Boone spillway crest, the relationships HLmin(V) andCf(HC)are available from Fort Patrick Henry model test data (Ref. 2.24, Appendix A). The relationshipbetween orifice discharge coefficient, Cg, and head, H,, for each gate opening, V, is also available fromthe model test data. The crest length, L, and crest elevation, Z•, are shown on TVA drawings (e.g.,References 2.1 and 2.2). The parameters Gn and Hmp are determined from geometry (Ref. 2.24, AppendixA).

The physical model used to measure spillway discharge included several bays and the piers betweenthem. Consequently, pier contraction effects are implicitly included in the discharge coefficients derivedfrom the model test data.

Under the assumption that all spillway gates are fully open, the two end bays (first and last) are the onlyspillway bays subject to end contraction effects. These effects, which may reduce discharge throughthese two bays by a few percent, are neglected in this calculation. Neglecting this minor effect hasnegligible impact on the dam rating curve.

3.5 Methodology -- Discharge Coefficients

Values of the discharge coefficient, Cf, for flows over the nonoverflow section, the tops of the openspillway gates, and the tops of the spillway piers, are estimated using Hydraulic Design Chart 711(Reference 2.9 and page 26). Length, L, and crest elevation, Z,, in each case are determined from TVAdrawings (relevant drawings are defined as references).

The upper plot of HDC 711 (Reference 2.9) shows that Cf is about 2.65 for very broad crests (HI/B < 0.4where H, - Hc and B = streamwise length of the crest) and gradually increases to 3.1, the maximum valuefor a "broad-crested" weir, as HI/B increases to about 1.2. As HI/B increases above 1.2, Cf continues toincrease as the weir transitions from broad-crested to sharp-crested at about H1 /B = 2.0. Since theestimation of discharge over the top of various sections of a dam is an approximation, small variations inCf with Hc and the effects of end contractions are neglected. A single representative value for Cf withinthe range of its variation is used for all headwater elevations included in the rating. Neglecting minorvariations in Cf values and end contractions has negligible impact on the dam rating curve.

TVA

Calculation No. CDQ000020080003 Rev: 0 Plant: GEN Page: 12

Subject: Dam Rating Curve, Boone Prepared J.V. Peyton

Checked J.B. Mauter

4.0 Design Input

Sec Input Parameter Source Symbol Value4.1 Acceleration of gravity

Common knowledge g 32.2 ft/sec

4.2 Spillway crest parameters4.2.1 Crest length TVA Boone Project dwg 10W201 R8, L 175 feet

Downstream Elevation, 5 bays @ 35'4.2.2 Crest elevation TVA Boone Project dwg 10N200 R8, Z1 i350.0 feet

Spillway Section4.2.3 Free discharge coefficient TVA calculation Cf(HC) Equation A3

NUCGENCEBCDQ0000200080010,Appendix A Section A.6 and Attachment A10

4.3 Spillway gate parameters4.3.1 Vertical opening TVA calculation V 31.0 feet

NUCGENCEBCDQ0000200080010,Appendix A

4.3.2 Effective gate opening TVA calculation G, 31.54 feetNUCGENCEBCDQ0000200080010,Appendix A, page A5

4.3.3 Mid-point elevation of TVA calculation Hmp 15.375 feetopening relative to crest NUCGENCEBCDQ00002000800 10,

Appendix A, page A54.3.4 Headwater elevation at TVA calculation HLmin + Zc 1387.49 feet

which nappe touches gates NUCGENCEBCDQ0000200080010,HLmin estimated in Appendix A andAttachment A9. Boone elevation is 122' higherthan Fort Patrick Henry.

4.3.5 Orifice discharge coefficient TVA calculation CQ(HJ) InterpolateNUCGENCEBCDQ0000200080010, betweenExtrapolated curve given in Attachment A 12 points inand Table A2, and discussed in Appendix A Table A2

4.4 Spillway gate overflow4.4.1 Overflow discharge coeff. Section 6.2 C. 3.24.4.2 Overflow elevation TVA calculation Zo 1399 feet

NUCGENCEBCDQ0000200080010,Computed in Appendix A, page A4 for FortPatrick Henry. Boone elevation is 122' higherthan Fort Patrick Henry.

4.4.3 Overflow length Same as spillway crest, drawing 10N200 Lo 175 feet

4.5 Powerhouse overflow4.5.1 Discharge coefficient Section 6.1 Cf 2.674.5.2 Overflow elevation TVA drawing 10W201, D-D Z' 1392 feet4.5.3 Overflow length TVA drawing 10W201, Plan L 174 feet


Subject: Dam Rating Curve, Boone Prepared J.V. PeytonChecked J.B. Mauter

4.0 Design Input (Continued)

Sec Input Parameter Source Symbol Value

4.6 Spillway piers overflow4.6.1 Discharge coefficient Section 6.1 Cf 2.704.6.2 Overflow elevation TVA drawing 10W201, E-E Zc 1394.42 feet4.6.3 Overflow length TVA drawing 10W203, Plan L 39.0 feet

4.7 Nonoverflow Dam - Part Block 5 and Blocks 6, 7, 16 & 17 (B=12')4.7.1 Discharge coefficient Section 6.1 Cf 2.914.7.2 Overflow elevation TVA drawing 10W201, B-B Zc 1392.0 feet4.7.3 Overflow length Section 6.1 L 152.5 feet

4.8 Nonoverflow Dam - Part Block 5 (B=12')4.8.1 Discharge coefficient Section 6.1 Cf 2.914.8.2 Overflow elevation TVA drawing 21E210 Z_ 1392.38 feet4.8.3 Overflow length Section 6.1 L 9.96 feet

4.9 Nonoverflow Dam - Blocks 3, 4 and Part Block 5 (B=12')4.9.1 Discharge coefficient Section 6.1 Cf 2.66 or 2.814.9.2 Overflow elevation TVA drawing 21E210 Z' Varies

1392.38 to1400.64

4.9.3 Overflow length Section 6.1 L 93.9 feet

4.10 Nonoverflow Dam -Block 18 (B=Varies)4.10.1 Discharge coefficient Section 6.1 Cf 2.664.10.2 Overflow elevation TVA drawing 21N207 Z_ _ 1392.0 feet4.10.3 Overflow length Section 6.1 L 43.82 feet

4.11 Tailwater Rating CurveTW vs. total discharge, Q Section 6.6, Q = 312,910 cfs TW(Q) 1318 feet

___ I _________ I _______________ I. ___ I ____

+ 4. 4.

4. + 4. 4

4. + 4. 4

4. + 4. 4

4. + 4. 4

4. + 4. 4

+ + 4. 4.

TVACalculation No. CDQ000020080003

Subject: Dam Rating Curve, Boone

Rev: 0 1Plant: GEN Page: 14

Prepared J.V. Peyton

Checked J.B. Mauter

5.0 Special Requirements/Limiting Conditions

N/A



Rev: 0 Plant: GENI


Checked J.B. Mauter

SPage: 15

6.0 Calculations

The calculations included in this section are overflow parameters, overflow parameter for the tainterspillway gates, spillway free and orifice discharge coefficients, turbine discharge, tailwater rating curveand tailwater submergence effect on discharge.

TVA 489H (EN DES-2-78)

SUBJECT 2w

TENNESSEE VALLEY AUTHORI TY SHEEr /b

PROJECT I 1

CD 9OeQ,2a90 00?

OF

COMPUTED BY j/VP1e,/ 5/v

6,1/ 6ve.4/oto

DATE //-/If 08~ CHECKED BYf/8 ,i DATE

t -

wi/;1J1/1 '6/1V01 Ze•9

glck/l 3 everflhw et) 1-3,92 0' S3.02/91orkc- /6 A /7 /21 03.• 42.",wee rhae- /ocI-s 8,,99 lo / A' /IRZo 17'32

,Alo /< '. iF/o, 6.• ,o•. ./ /2:' _______ _____,

)

C~(A v3)

2.91

2..92.6/

,or

/94+5 ~ ~ 45 /2'

,/-oo. b4¢

23*9~

6'S3?94, 42

7e;'W /I. oy7'ý I/z i =(AW f /0 127 0o) ( 7 2f-0 F5, )

e'fý7 'e,.d/A .o, = 'A32' -~ -zOb (7

ce4~~ ?C 6-o,2'1+ /0wL'/3'2(5/)

1ewy% 97' 0J/ 0ok 6,7, 0-F fA/1'Ck 6-0 £7 /929ZO,+ 5 '('c ',, '( ck) /0 '

2:

t-e"4s lecredcW/cL a 0Ve Ar. -/e/e,1

A 4B9 (EN DES-I 1-7G)

hAnA f9,47V'h, CURMC - -fo^C

SHEET /7 OF

F) ,.l)• ý "- ?b4At44 Ppojatg

COMPUTED ______ DATE /0 /,r;/ý/ e

CN~rF I cKI 84" rAT-~fefO (CZ____ _______ ______

Ib• rJA. tf 2,4-

_ ,1 o C.2 I ri, .- ,-J.,- ' .4-o_10 )

( -At v? o.CF '7 *,•k ,rrO ___

, __ _ _ £ • ' ,/ T 8__*F I*9 f ~~

, ~~~, r •-- r•- b •c -3¶ • (Scc.......

*q of.E~ I5~. ' i

IT , -o t R

r r

I. I5'r, A 's". 14 N,-€"

STA 6?,o 5T-A 34 z1

.~ 1 \ P Iwef-; J C1 LIP c6 .% E: its

iCALZ I= - N,

_________ ___ _ _ FAST- -Tio' (.ft? e__ io T~ _ _ _ _ _ _ i~':~

ýkU PP-0=LC I Lclowt-,Je-t LiIks7X6A wi 13,1 -*L-:qr,4

Afrr~~~ N~4LJi/s /r e~ ~__

_____ i I ____ _____ _____ _____ ________

__________________ - _____________ ______________ _____________ - - h - b - - - . h - I I

A 489 (EN DES-I1-76)

LbAK4 /7)t eo)evdE - cori5

SHEET O8 o_

f1i1:0, 00Om ,ml"o •"scýpkjc -- &,4v I gffw e;,A-TZ-' cArAIIA14,57

COMPUTED,. DATE Lo°,,. .205

CNECKED (,1314 DATE

-q~i It_ q itL zzT _

__ _ __"_ _ I__~ z '"~_ _ _

1-,53o. D i A- . -___,~o __,_ :A J!* - hi!' 24 )I

--- 3 'r s_- 3

_ A 6 iC MQ2 ' .

a-- - mu - - -

A 489 (EN DES-I 1-76)

-DA-,K{4 RAtr2A16, Cukei - ?soo',j6

SHEET /__or

'eb, savo Z2?000 oAvoJE -WEST AlfOAIOVI6jEFL~tvwlt AjeA .tAd

COMPUTED er-S DATE t /a.

C.? f na-

. . .... ......... ,d. _ tI ~ ~ ~ qFf -'i~I.EF f •___- IEaU '.'L)T

!14 --

D.. ...- I *Ie

_________ oCY

A' 7 TV

-- '~ V~fp--S' ___ ....._

1-

444f.00

- ILI ' i

- , I4 & 'A

_ --- ---- - _.._ _

IA-A

_Or

A 489 (EN DES-1 1-76)

PAbn4 k A 7-/"t4Ad~ OA

SHEET 2 or_

eDQ &owe sekol .040-1

COMPUTED C'r- DATE /.2 - '

CHECKED d.8A DATEAJeA74~,4} /~~,,iev4v~(G~d4ded)

r i!______ -W~ - A -t -r-- kl-A j e ul+oJs

I~ i wb vot e 2Av )~a =AL su (asFr

DF RZ C cyE M~ RLAPJ f#P ArEt 0714;0; AU.

MgLCmk: I~ W r 17*i . I 1 I Zt. 64. (wsy d3~9 re ___

- F~Alb OF iL VIE b*~ ic ___1 __70__ )'?P1

____4 AfMi ILL. 1:6 ___ __ __

4f"F VIC _ Lowa

___ij _ _ _o;,~i r ___-v ___' ___b ___ee7ý or- ___bA 14 ___i

_ _E _ I _____ -b

OF AAb CFr-ýo- jh~btI' A

_________ + I I- 1- t 1 1-

- hm mum i i - ~ -

A 489 (EN DES-11-76) SHEET_ ? OF_________

i3 00 ,3r- U3 E R- FLO to PA " 6---e ~S eCba~ evatoppbw000-

k COMPUTE CF DATE .o/.I/aO,&

CHc)BE116.t MDPAOf7 AIý)-•- _ ,__ ........ ~ - -_ _____

CEK ,IS' IO DA-

OF -v,--S- u

___+" _"__ ____ L' i'/i ///, I-1 !/(o,< _

____ ____ ____ ____ ____ ________ l5 rToiJ b b *^ 4 ý

.,-i-;C 64 -tA. Jo V ,,-® - . .,"S y 4 v I-

/ W• Cc .... r. e__ I__ oA4

eO.A) f_ TA 6' V,47,t 'cec OA S I-A *ewvete 06' SLnec ____

___ _ __ C e;L dIATmmlA CHAP tIC 1~? ~7. ,i A. A .7)6) '2, A Z

-r -aewec- u-4- T7,2.0 (i'err 8-B/ l-e- /V oLJp.O/ e

II /. . -. d, I i~51~1 I: 4~'7

I .1I Le .4 7

_ _ _t_

$Lo 7 - ./ ?o I

______51- *+I;-~ ~ I

L'+ "+ -"-- --• . ." . ._ _- I_-

......__ _ *- wi)C$ Ji- p 5t i ___- ___

___________________ - _____________ _____________ - - - - h - I - . i m ~ rn-km

A 489 (EN DES-1-76)

bT-zu A, k

SET22 of

41AJ6,lt tPRVE- korAJ9C

Ectc- ti4ro- rlhw PAiE~eij.4cAS_COMPUTED et DATE, I

CbHECKrn C)b'AI flAY(ii ove4,,q,9,,l ý69,wf,ýIadwe)

,- " _

FASYr AID A] I Ovr.t-Lo wL itLo e Ik5 AAIk I' ý6eT/io @. -. 13

_ '- _ _l _ _ _ _ _ _ ,_ _

0 PC-

___ O £64.7 OF B/iC/__ I_.___

___cc-- ____ qkot>R ps~ ___ VI R ~ AJ IC6,-6e7e

- bri 0 ___ L A5o S~e rinv y _____ )3L- C Ta;,T o 0 ýJ I 'SrV v 131y)i __77

'(1 "~t I3?2. 6 ~A......(L* <>, CW' c-- .i

+1

Alv6l fAt bA--A o- tp

- ~ N ,ibP-A i ____ $ ~ ,Lc6. ew x~___ _ _r _ _

3q ' 3,,T q ,

-- -O F a.-oPC S A-Pr: L. SCeLe O AAJr 136__ _____tjwTc _____et-A- ~l 0 4 I

Z ~ ,I' -1• ' -3g•-T [ = , ....

~45T AlG ] ~ ~ ON Le A k 5------

tSW,~ A.-Vof

4-7

- _________ _________ - - - - J ~i - b - - - i -~ - h - -

A 489 (EN OES-11-76)

01-- Jid rLOW PA•A$£TE*A

SHEET 23 or _________

61-s 000 o ro.@@ .o

COMPUTED &5-ATD 1o/.,70t'1

CHECKED 41BO O DATE6.1 Oer-Yro• /,.-a,./.ýEl i 'I

Ci. ~, Ale Al

-_ii- I

1- -

______ 4- 4------I +-4 4 I- + 4 4

1 ~1 1 1 1

if_ _ - K~~~1 - ______ ______ ______

-4 4 4 -4-- 4- +

, , r A lU // In jo )i r e

____ 146 ~EV~i IOI~ 4C~'c*137,; -m~ IL Le9 4jrI !ýC ~ I _

I_ _ IAJ -t. 6.45iJ4 -L -VA t- -/ A V h jA4VA4 V41 .0 oF e 0 _1 u ,_'A ,4

___b ¾4-fA sogrJAc )eIAcoc E4JJT I 14.L*F t 0.

, ..CASC A icA r _ _ - ,--.

/ I '-12 0 •8:1! _/_/ "_-__ _.._, ___,!___.

lei-Am _ ____ ____ (1 4A! V!1 6 0 / OA.

__ ____ ____ / +rc • -,--< • = • _. o__-

L -( d ltjf• g f') -P 'c o l , "•• A V6I S, 'e ,' +,i ':

is ~ fL I;ý - ti.R6 ý10-(q

- - _______ - ~m h - ~ - i - i - ~ k - ~

A 489 (EN DES-] 1-7G)

tA sw kkrAT 6, fAvR I/ - XooAICJ

SHEET Id or

7300oc - WFCR t.D- ,~:T*~ CgOTEoDe Pe e Loooe

COMPUTED OAT• _____

( P~ AIAA4 ~ d'~t f6§J 1S~,,,Pd9)

1-114P -" 1 11 C - -D

Jl- Wei ýL2.! bAA~~.. Si'# U Si MO 04o ___A)

Ar.,jr AfA#sr1.frv gbti 0 rg ____ n o__ '3_ ?__.'

FcL At-euL-,rioa ____ ;/jLs A/vhs ur L ~ ~ E _ __ _ _ _ _ _ ___

____ /1/// /,.- °,, . 2,, _ _ I'/f//i//1'. qo ' __

Fz_ /2's 7s

N W

~YI7. $71

"----._ b.

__E_

0.f• 1 -4'

__ I •.______ P f#• __-.___ t f

-1 (SAAJ =-C IP.! /"!

0t . .• L•"' •'•/ . "_• •,.&? /,

-- - ________________ _______ - - - h in.h~ ~

A 489 (EN DES-11-76)

-DAM VIA-Ti,.J6 el)A')tý ^1 ~AC

SHEET 25 O

C b67cN 0000OO 3~?0&oJC- W~ r~10 ?A~~S /~kt4MA~L~

COMPUTED e"-5 DATE tle, L e..... R/)i ..

,/, f- tr... ,d)

Lu L. S-er BS.oCe' 1- c V!,

-- 4C

13 .'- 1.0-1.-) C - _ •. - 11o Z.

/3o 4. 4 St. O__ , -sP / P/e..

_______ - _______ - _______ - - - i - i - I - ~ ml ~ - i -

t'Ai'k,. ewTrpj,ý, eat-ve-J - Oio oooo c2b aQ• 000o .2002; 00o

~, I ~ Wo~v &~k5z6c4w~)

~~p6~~(/S -4gw / ~~ je.......... ......... _7V.i - r ~ t . . ..... . ... .....

"rVA 489H (EN DES-2-78) TENNESSEE VALLEY AUTHORITY SHEET 21 OF'

SUBJECT D9' PROJECT 49oo4eC

COMPUTD BYGD Q a60,oo2Qo~~o2COPTDBjV' A ? DATE -CHECKED BY rDATE

'71/A c4s-,/ AIr cOEN C&CD 0000200e,901,

*TvA4 Boarc/jecf A.,,wkt2OAr~4J~/

1-&

6)°° r•"JV'/,' °fi -•- 26 9oo, ~ i'•,i'. 0, ire

Ofi41 • /o; - =3e i60

-i•-,! A O°•4

{_/ Ca=.Co 5 .2

A*~~-I i/Ay 2'r9C0 / ooa0

- ~, 2 6Mc.~' 90A /?~/~?/*~4' ,~ A9f~A ~/7i//U/~V 4!7~ /~v/iii~e~J

2,8 2.9 3.0 341 3.2 3.3 3.4 .= .~ o.- Olgfeltoarge CoelllCient.CFýCt. 0,-GnCRA, C~URYMS r Tiom 'n De mrr~a~ro

4.0

111r -- 0. 2(o

6S " Gqk !,



Checked i.B. Mauter

6.3 Spillway Free Discharge and Orifice Discharge Coefficients

Reference: TVA calculation NUCGENCEBCDQ000020080010, Appendix A.

The spillways for Boone Dam and Fort Patrick Henry Dam are identical. Each project has 5 spillwaysand 5 spillway gates with the same dimensions. The shape of the spillway crests is identical. Thereforethe spillway free discharge and orifice discharge coefficients are the same for both projects. The FortPatrick Henry model testing was done later than the Boone model testing, 1960 compared to 1954. Forthese reasons the free discharge and orifice discharge coefficients for Fort Patrick Henry Project are usedfor the Boone Project.

Since the spillway free discharge and orifice discharge coefficients are the same for Boone and FortPatrick Henry, the spillway discharges ( Qf and Qg ) for the 2 projects are the same for the same height ofheadwater above the crest, Hc.

The following table summaries the data for the spillways:

Item Boone Project Fort Patrick Henry ProjectNo. of gates 5 5Width of each spillway 35' 35'Gate radius (outside skin plate) 36' 36'Width of piers between gates 6.5' 6.5'Crest elevation 1350.0 1228.0Elevation top of piers 1394.42 1272.42Elevation of trunnion center 1363.0 1241.0Elevation top of closed gate 1385.0 1263.0Coordinates of crest profile y = x'-8/34.378 y = x'-8 /34.378

x = 0 to x = 5.333Coordinates of crest profile y = 0.592 + (x-5.333)/5 y = 0.592 + (x-5.333)/5

x = 5.333 to x = 58.533 + (x-5.333)/133 + (x-5.333)/133Spillway drawing reference 10W201, Downstream Elev 10W201,Downstream ElevSpillway gate reference 54W200 & 54N201 54N200 & 54N201Crest reference 51N204 5 1N202

The free discharge coefficients are given by the following equation:

Cf = 2.8 + 0.08548H, - 0.003963H 2 + 1.039x10-4H,3 - 9.875x10-7Hc4

The orifice discharge coefficients are given by the following equations:

Cg = 0.764 - ((Hc - 37.49)/(42 - 37.49)) x (0.764 - 0.720) for 37.49 5 H -< 42

Cg = 0.720 - ((H, - 42)/(48 - 42)) x (0.720 - 0.712)

Cg = 0.712 + ((Hc - 48)/(58 - 48)) x (0.720 - 0.712)

for 42 - H -- 48

for 48:- H, -<58

Cg = 0.720 for Hc > 58

TVA 489H (EN DES-2-78) TENNESSEE VALLEY AUTHORITY SHEET '30 OF

SUBJECT D42"19 b 2 GuV/ 8cob'e

O=ED•C o • :ocgoo•09 oo3CHECKED BY D ýR L DATE

COMPUTED BY J\/ Pg -i DATE 12 ,oIS.70

(o2.4- Dj5 0hc~C317L, i~'d'tA-5'iq /,

'~~/ocks~~ f,4A ~'7 7

4/-.i: TVA So4ofeoF6A , 2,,2/o RI

7,-,ee A cp•, cv. -,p ,A:.• -o,/ ,,/ , ,.

fOo$•, of t4•/cks

l//" ft 3c13,M, 09. 2b'

1,7ý ;b-:! AW -- /4o0. &Sc42= Z C7

2- =2

=~~c =3 2(,6J

X4 4YKeedy aý /), ~7 Yr ~or' We .oi /95V A9

1g9, , t g92

//JW/ 7 /o00. 6

S=C4 // /,5

CF::z 5 2.= //-- Y••o W -96,4ve 14$a. a",Fboie /8*. %%

1-491 P , 2

= - /A

TVACalculation No. CDQ000020080003 *Rev: 0 Plant: GEN Page: 31


Checked J.B. Mauter

6.5 Turbine Discharge

The turbine generators are assumed to operate until the tailwater reaches Elevation 1302, the elevation of.the doorways to the powerhouse. References 2.21, 2.22 and 2.23 provide the turbine discharge based onthe gross head for the dam. The gross head is the difference between the headwater elevation and thetailwater elevation. The following table summaries the iterative steps to determine the turbine discharge fora range of headwater values.

Estimated Estimated TurbineSpillway Turbine Total TW Gross Discharge Total

HW Discharge Discharge Discharge Head For 87' Dischargecfs cfs cfs Gross Head cfs

1360 18553 12000 30553 1275 85 12600 311531370 56311 12000 68311 1283 87 12600 689111380 109361 12000 121361 1293 87 12600 1219611390 162546 12000 174546 1302 88 12600 175146

The iteration to determine the turbine discharge is as follows:

1. The spillway discharge for the headwater elevations 1360, 1370, 1380 and 1390 are taken fromTable 7.1, page 35.

2. The tailwater elevations for headwater elevations 1360, 1370, 1380 and 1390 are determined fromthe tailwater rating curve for the Estimated Total Discharge (page 32).

3. The gross head (HW-TW) for the headwater elevations 1360, 1370, 1380 and 1390 are calculated. Agross head of 87' is used to estimate the turbine discharge for all elevations.

4. The turbine discharge for 87' gross head is taken from drawings 47K901-1 RO, 47K901-2 RO and47K901-3 R0, references 2.21, 2.22 and 2.23. The turbine discharge listed in the table is the totaldischarge for all 3 turbines.

5. Finally, the total discharge is the sum of the spillway discharge and the turbine discharge for 87'gross head.

The gross head of 87'for all headwater elevations and the rounding of the turbine discharge doesn'tsignificantly affect the result since the turbine discharge is a small percentage of the total dischargeexpected.

TVAICalculation No. CDQ000020080003 IRev: 0 I Plant: GEN IPage 32

Subject: Dam Rating Curve, Boone Prepared: J.V. PeytoniChecked: J.B. Mauter

6.6 Tallwater Rating Curve

The data plotted below is from the graph "Boone Tailwater Rating," Attachment 1, for Fort Patrick Henry HW EL 1270.Elevation 1270 is the top of the nonoverfiow portion of Fort Patrick Dam.. The headwater at Fort Patrick for theBellefonte PMF is not expected to exceed Elevation 1270 so that the curve below is conservative for determining thesubmergence effect on discharge. The EXCEL best fit second order polynomial equation is extrapolated to themaxmium expected discharge from Boone Dam.

Boone BooneDischarge TW Elev

cfs ft

Extrapolated ValuesDischarge TW

cfs ft

110002000050000100000150000250000

127012721280128912981312

3055368311121361174546312910

12751283129313021318

Figure 6.1Boone Tailwater Rating Curve

Fort Patrick Henry HW at El 1270

TW = -2.671489E-10Q 2 + 2.443198E-04Q + 1.267539E+031330

1320

1310

.0• 1300

w1290

1280 _

1270

1260 _

10000 60000 110000 160000 210000 260000 310000

Discharge, cfs

Att 3-BooneTWRatincCurve.xls



Checked J.B. Mauter

6.7 Tailwater Submergence Effect on Discharge

The effect of the tailwater submergence on the discharge is evaluated using Figure 6.1, "Boone TailwaterRating Curve, Fort Patrick Henry Headwater at El 1270," page 32. The maximum Boone headwaterelevation considered in this calculation is El 1408.5. The discharge calculated for headwater El 1408.5is 312,690 cfs, Table 7.1 and Figure 7.1.

From Figure 6.1, the tailwater elevation for the maximum discharge (312,690 cfs) is El 1318.El 1318 is determined using the fit equation, TW = -2.671489E-10Q 2 + 0.0002443198Q + 1267.539,where Q, the discharge, is 312,690 cfs.

Elevation 1318 is considerably lower than the elevation of the top of the nonoverflow sections of thedam (El 1392 minimum), the elevation of the tops of the spillway piers (El 1394.42), the elevation of thetop of the spillway gates when fully open (El 1399), the elevation of the top of the dam at thepowerhouse (El 1392) and the spillway crest (El 1350). Therefore free discharge and orifice dischargeare not affected by the tailwater at El 1318.



Checked J.B. Mauter

7.0 Results/Conclusions

The headwater rating results are.tabulated as total discharge in cubic feet per second (cfs) vs. headwaterelevation in feet in Table 7.1. The headwater rating curve is plotted in Figure 7.1

TVACalculation No. CDQ000020080003 IRev: 0 I Plant: GEN IPage 35Subject: Dam Rating Curve, Boone lPrePared: J.V. Peyton

JChecked: J.B. Mauter

Table 7.1

Dam Rating Curve

For 0 < Hc < 37.49: Cf = 2.8+0.08548Hc-0.003963Hc2+0.0001039Hc

3-0.0000009857Hc

4

For 38 5 Hc 558.5: For Cg see Section 6.3 of this calculation.

g = 32.2 ft/s2 Spillway ParametersL = 175 feet

Zý = 1350 feetGn = 31.540 feet

Hmp = 15.375 feet

Total DischargeQIncluding Without

Turbine Turbine Spillway

HW Discharge Discharge feet cfs

feet 1000 cfs 1000 cfs Hc Cf I C9 Qf I Q,

1350135213541356135813601362136413661368137013721374137613781380138213841386

1387.49138813891390139113921393139413951396139713981399140014011402140314041405140614071408

1408.5

12.6014.0616.9220.8125.5931.1537.4444.3851.9660.1468.9178.2988.2798.87

110.10121.96134.45147.53161.16171.62172.52173.91175.15163.63164.56168.35172.99178.23184.05190.36197.10204.79213.45223.15233.49244.42255.87267.80280.20293.02306.26312.91

0.001.464.328.2112.9918.5524.8431.7839.3647.5456.3165.6975.6786.2797.50

109.36121.85134.93148.56159.02159.92161.31162.55163.63164.56168.35172.99178.23184.05190.36197.10204.79213.45223.15233.49244.42255.87267.80280.20293.02306.26312.91

0 2.800 02 2.956 14634 3.085 43196 3.191 82088 3.279 12986

10 3.353 1855312 3.414 2483714 3.467 3178316 3.514 3935718 3.557 4753620 3.598 5631122 3.637 6568624 3.678 7566826 3.718 8626828 3.760 9749830 3.803 10936132 3.846 12184734 3.889 13493136 3.930 148560

37.49 3.959 15902238 0.759 15991639 0.749 16131240 0.740 16254641 0.730 16362642 0.720 16455843 0.719 16731044 0.717 16999545 0.716 17261846 0.715 17518047 0.713 17768548 0.712 18013549 0.713 18308050 0.714 18599151 0.714 18886952 0.715 19171653 0.716 19453354 0.717 19732255 0.718 20008356 0.718 20281857 0.719 20552758 0.720 208213

58.5 0.720 209430

Overtopping Flows, cfs TurbineSpillway Nonover Nonover Nonover Nonover Spillway DischargeGates P-house B=Varies B=12 B=12 B=12 Piers cfs

Cf= 2.66

Cf = 3.20 2.67 2.66 2.91 2.81 2.91 2.70

Z,= 1399 1392 1392 1392 Varies 1392.38 1394.42

L = 175.0 174.0 43.82 152.5 93.9 10.0 39.0

1260012600126001260012600126001260012600126001260012600126001260012600126001260012600126001260012600126001260012600

0 0 0465 117 444 3 141314 330 1255 36 602414 606 2306 119 1233717 932 3550 267 2005194 1303 4962 490 288

6828 1713 6522 801 3860 8604 2159 8219 1205 494

560 10512.2 2637 10041 1714 610

1584 12543.7 3147 11982 2510 7342910 14691.3 3686 14033 3394 8654480 16949.2 4252 16190 4363 10036261 19312.2 4845 18447 5409 11488230 21775.9 5463 20801 6527 1299

10371 24336.2 6106 23246 7714 .145712671 26989.7 6772 25781 8965 162015120 29733.1 7460 28402 10277 178916397 31137.7 7812 29743 10955. 1876

47209436713

10321388

1777219826463122

36244149

469852705563

Att 4-Boone Dam Rating Curvexs


Subject: Dam Rating Curve, Fort Patrick Henry Prepared J.V. Peyton

Checked J.B. Mauter

Figure 7.1Boone Rating Curve

Including Turbine Discharge

0

0

4)I-

1420

1410

1400

1390

1380

1370

1360

1350

1340

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0

Discharge - 1000 cfs

TVACalculation No. CDQ000020080003 Rev: 0 Plant: GEN Page: 36.1


Checked JB. Mauter

Figure 7.2Boone Rating Curve

Without Turbine Dischage

"I-

"1-

1420

1410

1400

1390

1380

1370

1360

1350

1340

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0

Discharge - 1000 cfs



Rev: 0 Plant: GEN Page: 37


Checked J.B. Mauter

Attachments

Attachment 1IBoone Tajiwater Rating

1340

1330

1320

Z 1310

0- 1300

' 1290

CU 1280

-0

-3,500

-7,500

-11,000

-20,000

-50,000

-100,000

150,000

-250,000

1300

1270

1260

1250

1220 1230 1240 1250 1260 1270 1280 1290

Fort Patrick Henry HW Elevations (feet)

Boone TW Stage.xlsSource: TVA River Operations

Flood Risk Section12/08/2008

Attachment 2-1. TENNESSEE VALLEY AUTHORITYRIVER SYSTEM OPERATIONS & ENVIRONMENT

RIVER OPERATIONS

Page 39Calculation No. CDQ00002008003

BOONE DAM

SPILLWAY AND SLUICEDISCHARGE TABLES

MARCH 2004

Attachment 2-2Page 40

CONTENTS Calculation No. CDQ00002008003

PART 1. SPILLWAY DISCHARGE TABLES PageInstructions for Use of Tables ........................................................................................................................................................................... ILocation of Spillway Gates ............................................................................................................................................................................... 4Spillway Gate Arrangement Tables ...................................................................................................................................................... ........... 5Spillway Discharge Tables ............................... ; .......................................................................................................................................... 6-30Headwater Range

13 5 7 - 13 5 9 ............................................................................................................................................................................................... 613 5 9 - 13 6 1 ............................................................................................................................................................................................... 713 6 1 - 13 6 3 ............................................................................................................................................................................................... 813 6 3 - 13 6 5 ............................................................................................................................................................................................... 913 6 5 - 13 6 7 ................................................................................................................................................................. : ... *- - ***- **- ........ 1013 6 7 - 13 6 9 ............................................................................................................................................................................................. I I13 6 9 - 13 7 1 ............................................................................................................................................................................................. 121371 - 1373 ........................................................................................................................................ :*'-'---*- ... "**** '-- .... ******,**-- 1313 7 3 - 13 7 5 ............................................................................................................................................................................................. 1413 7 5 - 13 7 7 ............................................................................................................................................................................................. 1613 7 7 - 13 7 9 ............................................................................................................................................................................................. 1 813 7 9 - 13 8 1 ............................................................................................................................................................................................. 2 013 8 1 - 13 8 3 ............................................................................................................................................................................................. 2 213 8 3 - 13 8 5 ............................................................................................................................................................................................. 2 413 8 5 - 13 8 7 ........................................................................... ... 2 613 8 7 - 13 8 9 .............................................................................................................................................................................................. 2 813 8 9 - 13 9 0 ............................................................................................................................................................................................. 3 0

PART 2. SLUICE DISCHARGE TABLESInstructions for Use of Tables ...................................................................................................................... ..................Sluice Discharge Tables ............................................................................. I ............ I ................................................................................... 33-38Headwater Range

13 2 5 - 134 5 ....................................................... .......... .......... I ........ 3 313 4 5 - 13 6 5 .............................................................................................................................................................................................. 3 513 6 5 - 13 8 5 .............................................................................................................................................................................................. 3 7


Calculation No. CDQ00002008003

PART 1

SPILLWAY DISCHARGE TABLES

MARCH 2004

Attachment 2-4


INSTRUCTIONS FOR USE OF TABLES

The sluice should be used to pass all flows up to its maximum capacity. The sluice and spillway must not beoperated at the same time. When the required spill discharge exceeds the sluice capacity, the sluice must beshut down and the required discharge passed over the spillway.

1. Tables Update

These tables supersede the tables datedOctober 1957. The tables were revisedto increase the maximum headwater elevation covered in the tables from1386 feet to 1390 feet. The computer code SPILLQ generated the tabulateddischarges.

The accuracy of these tables depends on properly set zero indicator positionsfor each of the spillway gates. The tabulated discharges are based on knowngate openings for each indicator position. The known gate openings and,therefore, the tabulated discharges are accurate only when the zero indicatorsettings are properly set.

The indicators should read zero when the gates are closed with the slackremoved from the cables. The zero indicator settings should be verifiedwhenever the gates are inspected.

2. Purpose of Tables

These tables provide a means for setting required spillway discharges and fordetermining the discharge when a specific arrangement of gates is in use. Thetabulated discharges are based on test results from scale models.

The specific gate arrangements in the tables were determined by consideringerosion data obtained from spillway model studies together with incrementaldischarge values required for satisfactory spillway operation.

3. Range of Tables

The tables cover a discharge range from approximately 4,000 cubic feet persecond to 164,300 cubic feet per second. Headwater elevations range from1357 feet to 1390 feet. Smaller discharges and smaller headwater elevationsare not included because the performance of the spillway apron isunsatisfactory at small spillway discharges. Consequently, the spillway mustnot be used for headwater elevations below 1357 feet. ,

As noted above, the spillway and sluice must not be used at the same time.Therefore, the sluice should be used to pass all flows up to its maximumcapaci , which is 3,330 cubic feet per second at headwater elevation 1357 feetand 3,830 cubic feet per second at headwater elevation 1385 feet (top elevationof closed spillway gates). When the required discharge to be passed exceedsthe sluice capacity or the headwater elevation exceeds 1385 feet, the sluicemust be shut down and the required discharge passed over the spillway.

4. Arrangement of Tables

The discharge tables show spillway discharges in cubic feet per second.Headwater elevations for each 0. 1 foot of headwater elevation are shown at thetop of each column. The headwater range is shown at the bottom of each page.

The discharge is tabulated under the headwater elevations for. specificarrangements of gate openings, which are indicated-by number in the left andright columns of each page. The numbered arrangements are defined in thetable of Spillway Gate Arrangements on page 5. Reference to this table and tothe drawing showing the location of the gates on page 4 will determine the gateopening to which each gate is to be set for any particular discharge given in thetables.

The tables have been arranged for the spillway to pass approximately 2,000cubic feet per second per gate during the initial opening of the five spillwaygates, which is required to obtain satisfactory operation of the spillway apron.For all headwater elevations, gates 5 and 4 are always opened first to give adischarge of approximately 4,000 cubic feet per second. Because the requiredopenings for gates 5 and 4 to pass 4,000 cubic feet per second vary withheadwater elevation, six sets of four gate arrangements each are provided sothat proper spillway apron operation will occur at all headwater elevations. Fordischarges between approximately 4,000 and 10,000 cubic feet per second, it isnecessary to change the gate openings whenever the headwater elevation risesabove or falls below elevation 1359.2 feet, 1361.0 feet, 1363.5 feet,067.5 feet, or 1374.5 feet.

Attachment 2-5

5. Discharge Intervals

The tables have been prepared so that the incremental discharge between thetabulated values for consecutive gate arrangements is generally less than 5percent of the tabulated discharge. The incremental discharge betweentabulated values of consecutive headwater elevations is generally less thanI percent. The 5 percent increment is exceeded during the initial opening ofthe five spillway gates, where a discharge of approximately 2,000 cubic feetper second per gate is required to give satisfactory operation of the spillwayapron. Except during the initial opening of the five spillway gates, it is possibleto set any required discharge within 2-1/2 percent and to know the actualdischarge for any given set of conditions within I percent. These tolerancesare considered to be acceptable and therefore it will not be necessaa tointeipolate between values given in these tables.

When the exact headwater elevation does not appear in the tables, the dischargefor the headwater elevation closest to it is used. For example, the column.headed 1362.2 is used for actual headwater elevations between 1362.15 feetand 1362.24 feet inclusive. When the actual headwater elevation is exactlyhalfway between tabular values, the larger value is used.

6. Gate Opening Sequence

The spillway gates are to be opened in the sequential order of gates 5, 4, 3, 2,and 1, and closed in the reverse order. The two spillway gate arrangementtables on page 5 have been prepared for using the prescribed order of openingand closing the gates.

When the spillway gates are changed from one gate arrangement to anotherwithin Table 1, or between Table I and Table 2, the gate changes should bemade by going directly from one gate arrangement to the other, operating thegates in the prescribed opening or closing sequence stated above.

When the spillway gates are being changed from one gate arrangement toanother within Table 2, each consecutive intermediate gate arrangement shouldbe set. This automatically gives the correct gate opening or closing sequence.

7. Rate of Opening Sequence

A 5-minute interval should be allowed between each gate arrangement changeduring opening of the spillway gates. This limitation allows time for thetailwater elevation to stabilize and thus eliminates the possibility of producing


excessive erosion in the riverbed below the spillway because of insufficienttailwater depth. During the initial opening of gates 5 and 4, this restrictiondoes not apply. Gate 4 must be opened immediately after gate 5 is brought toits initial position.

The 5-minute interval between gate changes applies only to opening gates.,Gates may be closed as quickly as desired.

8. Raising and Lowering Gates

The operating mechanism for raising and lowering the spillway gates is locatedon the deck of the dam. The gates are raised individually by operating anelectrical switch attached to the operating mechanism. As the gate is raised orlowered, the gate opening is indicated on a dial that is visible from the controlswitch. The gates may be stopped at any opening, but only the openings shownin the spillway gate arrangement table on page 5 may be used. Care should betaken to set each required position accurately.

9. Special Instruction - Preventing F low Over Top of Spillway GatesWhen Headwater Elevation is Above 1385 feet

If the headwater elevation exceeds 1385 feet (actually, 1384.8 feet to provide a0.2-foot margin of safety) the spillway gates must be set to one of the gatearrangements listed in the tables to prevent flow over the tops of the gates. Theminimum gate openings are those corresponding to the lowest numbered gatearrangement for which a discharge value is provided in the tables.

10. Use of Tables

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

Example 1: -- What gate arrangement is necessary to pass a discharge of 1,800cubic feet per second with the headwater at elevation 1367.43 feet? Becausethe required discharge is within the capacity of the sluice, the sluice must beused instead of the spillwa . See Part 2.

Example 2 - Suppose the headwater elevation remains at elevation1367.43 feet, but the required spill discharge is increased to 4,000 cubic feetper second. Reference. to Part, 2 (page 38, headwater column 1367, 10-foot

Attachment 2-6

opening) shows that the sluice capacity has been exceeded. The sluice shouldtherefore be shut down and the required discharge passed over the spillway.The first step is to find the table in which the headwater elevation appears.Referring to the contents page, we find that headwater elevations between1367 feet and 1369 feet are found on page 11. The headwater elevation closestto 1367.43 feet is 1367.4 feet. In the column headed 1367.4 the dischargenearest to the required 4,000 cubic feet per second is 4,300 cubic feet persecond located at the top of the page. By tracing the horizontal line in which4,300 cubic feet per second appears, to either side of the page, we find that gatearrangement 9 is the one for producing the discharge closest to 4,000 cubic feetper second at headwater elevation 1367.43 feet. Referring to page 5 it is foundthat gates 4 and 5 both should be opened to gate opening indicator reading 2.5.Because the gates are opened in the order 5, 4, 3, 2, and 1, gate 5 should firstbe opened to indicator reading 2.5 and then iminediatel gate 4 should beopened to indicator reading 2.5. This initial opening of gates 5 and 4 is theonly circumstance in which one gate is operated immediately after anotherwithout a 5-minute delay.

Exq.mple 3 - It may now be necessary to increase the discharge to 10,000 cubicfeet per second with the headwater elevation remaining at 1367.43 feet. In thecolumn headed 1367.4 on page 11, the discharge nearest to 10,000 cubic feetper second is 10,740 cubic feet per second for gate arrangement 12. Referringto page 5 it is found that gate arrangement 12 specifies that all five gates shouldbe opened to indicator reading 2.5. Because gate arrangement 9, the currentarrangement, and gate arrangement 12, the required arrangement, are bothwithin gate arrangement Table 1, we may go directly from the one gatearrangement to the other following the prescribed order of opening the gatesand using the prescribed 5-minute interval between gate changes. With gates 4and 5 already open to indicator reading 2.5, the remaining gates should beopened as follows: gates 3, 2, and 1, in that order, from closed to indicatorreading 2.5 with 5 minutes elapsing between each gate change.

Example 4 - With gate arrangement 12 set the headwater elevation may risefrom 1367.43 feet to 1367.60 feet. In the column headed 1367.6 on page I Ithere is no value of discharge for gate arrangement 12. This constitutes one ofthe five breaks in the spillway discharge tables where the gates must be shiftedfrom one basic type of gate arrangement to another to obtain, or maintain, thedesired discharge. In the column headed 1367.6 on page I I the dischargeclosest to 10,000 cubic feet per second is 10, 160 cubic feet per second for gatearrangement 32. Because, as shown on page 5, gate arrangement 12 is inTable I and gate arrangement 32 is in Table 2, we may go directly from the onegate arrangement to the other following the prescribed order of opening or


closing the gates. Page 5 shows that gates I and 2 should be closed fromindicator reading 2.5 to indicator reading 2. Because the 5-minute intervalbetween gate changes applies only to opening gates, gates I and 2 may beclosed as quickly as desired. In accordance with the prescribed closingsequence the gates should be closed in the order I and 2.

Example 5 -- It may now be necessary to increase the discharge from 10,000cubic feet per second to 11,000 cubic feet per second with the headwaterelevation remaining at 1367.60 feet. In the column headed 1367.6 on page 11,the discharge nearest to 11,000 cubic feet per second is It, 120 cubic feet persecond-for gate arrangement 35. Referring to page 5 it is found that gatearrangement 32, the current arrangement, and gate arrangement 35, therequired arrangement, are both within gate arrangement Table 2. According tothe instructions, each consecutive gate arrangement step should be set whenchanging from one gate arrangement to another within Table 2. To changefrom gate arrangement 32 to gate arrangement 35, arrangements 33, 34, and 35,in that order, should be set. This automatically gives the correct gate openingprocedure. The gates would be opened as follows: gate 2 from indicator 2 toindicator 2.5; five minutes later, gate I from indicator 2 to indicator 2.5; andfive minutes later, gate 5 from indicator 2.5 to indicator 3.

Example 6 -- Suppose the operating records show that the headwater is atelevation 1371.15 feet and gate arrangement 58 is in use. The headwater isfound on page 13, which is marked "Headwater 1371 to 1373." The elevationgiven is exactly halfway between elevation 1371.1 feet and 1371.2 feet. Thelarger value, 1371.2 feet, should be used. In the column headed 1371.2opposite gate arrangement 58, the discharge is found to be 25,110 cubic feetper second.



BOONE DAM

LOCATION OF SPILLWAY GATES AND SLUICE GATE

SPILLWAY GATE NUMBERS

1 2 4POWERHOUSE9~F Fl U --EL 1393

EL 1385

CREST EL 1350

DD IIIIILIwwwwwwO SLUICE

DOWNSTREAM ELEVATION


Calculation No. CDQ00002008003BOONE DAM

SPILLWAY GATE ARRANGEMENTS

TABLE I

Arrange- Gate Numberment

Number 1 2 3 4 5

1 - - - 1.5 1.52 - 1.5 1.5 1.53 1.5 1.5 1.5 1.54 1.5 1.5 1.5 1.5 1.5

5 - 2 26 2 2 27 2 2 2 28 2 2 2 2 2

9 - - - 2.5 2.510 - 2.5 2.5 2.511 2.5 2.5 2.5 2.512 2.5 2.5 2.5 2.5 2.5

13 3 .314 3 3 315 - 3 3 3 316 3 3 3 3 3

17 - - - 3.5 3.518 - 3.5 3.5 3.519 3 3.5 3.5 3.5 3.520 3.5 3.5 3.5 3.5 3.5

21 - - - 4 422 - 4 4 423 4 4 4 424 4 4 4 4 4

TABLE 2

Gate Number Gate NumberArrange-

ment

Number

Arrange-ment

Number1 2 3 4 5 2 13 4 15

1.51.51.51.52

2222

2.5

2.52.52.52.53

3333

3.5

3.53.53.53.54

44

.445

5555

6.5

1.51.51.522

222

2.52.5

2.52.52.533

333

3.53.5

3.53.53.544

44455

555

6.56.5

1.51.5222

22

2.52.52.5

2.52.5

333

33

3.53.53.5

3.53.5444

4-4

555

55

6.56.56.5

1.522

.22

22.52.52.52.5

2.53333

33.53.53.53.5

3.54444

45555

56.56.56.56.5

22222

2.52.52.52.52.5

33333

3.53.53.53.53.5

44444

555.

55

6.56.56.56.56.5

6.56.56.56.58

888810

1010101013

1313131317

1717171721

2121212125

2525252531

6.56.56.588

8881010

1010101313

1313131717

1717172121

2121212525

2525253131

6.56.5888

88101010

1010131313

1313171717

1717212121

2121252525

2525313131

6.58888

810101010

1013131313

1317171717

1721212121

2125252525

2531313131

88888

1010101010

1313131313

1717171717

2121212121

2525252525

3131313131

GATE OPENINGS

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



INSTRUCTIONS FOR USE OF TABLES

The sluice should be used to pass all flows up to its maximum capacity. The sluice and spillway must notbe operated at the same time. When the required spill discharge exceeds the sluice capacity, the sluicemust be shut down and the required discharge passed over the spillway.

1. Tables Update

These tables supersede the tables dated.February 1953 in the October 1957issue of the Sluice and Spillway Discharge Tables. The tables were revisedto reflect the discharge values obtained from SPILLQ, which is a computercode used in TVA software for monitoring spill discharges and determininggate arrangements.

2. Purpose of Tables

These tables provide a means of setting up or determining the dischargethrough the sluice in Boone Dam. They give the discharge in cubic feet persecond when the headwater elevation and sluice gate opening are known.The discharges are based on discharge measurements taken at the bridgedownstream from the dam, and on pressure measurements taken from theupstream sluice gate bypass line for each, one-half foot of gate opening.

3. Rangebf Tables

The tables cover a discharge range from 0 to 3,830 cubic feet per second.Headwater elevations range from 1325 feet to 1385 feet. Sluice gateopenings range from 0.2 feet to the maximum opening of 10 feet.

4. Arrangement of Tables,

The sluice discharge tables show discharges in cubic feet per second foreach foot of headwater, elevation. The headwater range is shown at the

bottom of each page. Gate opening positions ranging from 0.2 feet to 10feet in 0. 1 -foot increments are listed in the left and right columns.

Discharges are recorded to the nearest 5 cubic feet per second fordischarges less than 100 cubic feet per second and to the nearest 10 cubicfeet per second for discharges greater than 100 cubic feet per second.Because the accuracy of the field measurements does not warrant greaterrefinement, there should be no interpolation between values given in thesetables

5. Gate Opening Indicator

A pointer and scale attached to the gate lifting mechanism indicates the gateopening. The indicator must read zero when the gate is closed for thesetables to be accurate.

6. Use of Tables

Discharges should be takenfrom the tables for the tabulated values nearestto those observed. For example, if the headwater elevation is 1343.76 feetand the gate is open 8.4 feet, the discharge is found on page 34 in thecolumn headed 1344 opposite the gate opening of 8.4 feet, or 2720 cubicfeet per second.

When the actual headwater elevation is exactly halfway between tabularvalues, the larger value should be used in determining the discharge.


Subject: Dam Rating Curve, BooneAppendix A

Rev: I Plant: GEN Page: Al

Prepared CJGChecked ACM I

Appendix A: Hydrostatic Loads on the Spillway Tainter Gates

The hydrostatic loads on the spillway tainter gates for Boone Dam can be found in the following calculations.

Al References

Al. "Watts Bar Dam - Flood and Earthquake Analysis on Radial Spillway Gates, pages 76-100" Tennessee ValleyAuthority, HEPE3WBHSQN-WBNBLNBFN.

A2. Calculations

Reference B I evaluates the structural capacity of the radial spillway gates at Watts Bar Dam. This reference was usedas a basis for evaluating the margin between the forces on the closed gates (FRCIoSCd) when the headwater elevation is atthe top of the gate (1385 feet) and when the gates are completely open (FRopen) and the headwater elevation is at 1408.,feet at Boone Dam. The margin is defined as the ration of FR0 pen to FRcloswd. The calculation of these forces and theresults of this comparison are shown in Figure AI.

TVACalculation No. CDQ000020080003 Rev: 1 Plant: GEN Page: A2

Subject: Dam Rating Curve, Boone Prepared CJGAppendix A Checked ACM

Comparison of forces when gates are closed and HW is at 1385 feet (topof gate) vs. when gates are fully open and HW at an elevation of 1408.50

feet.

Attribute Symbol Valuetop elevtrun elevsill elevradiuslengthangle upangle lwrangle totarea of lower sliceproj areaDesgn LdHResult elvResult ang degResult ang radResult DsgnArea slice upperArea triangleproject vertvert weight water

Gates Closed

vert open fm calcmax hwIwr lip elevbot angletop elevproject area for h IdFlood LdHHeight over gateHeight ratio to origproject vertFlood LdV1Flood ILdV2Total Flood LdVReGasultant load'Gates Fully Open

ZoZtrZsillRL

.2

0

AslicelAProjectedFRxzi

Horiz'Aslice2Atrianglexl1FRy

FRclosed

calc App AcalcZ2o3ZoAProjectedFRx

x2

FRy

FRopen

13851363

1349.413635

37.6722.1859.85i

676.8811245.65

1383179.7311361.27:

2.750.05

1381587.84426.04~

313.457.50

114685.91

1387926.15

31.541408.501380.951

29.911399.001

S 631. 741730271o .01.

9.500

1.6631.05ý

644310.00 Ir

357525.121001835.12:

1239745.68,

Margin FRopq./FR. 10.d 0.89

Figure Al: Boone Spillway Gate Margin Evaluation


Subject: Dam Rating Curve, BooneAppendix A

Rev: 1 Plant: GEN Page: A3

Prepared CJGChecked ACM

C BARGEWAGGONER

SUMNER &B W S '_P- AN NO[:N , INC.

Project: I-1•- C( OYL ý-ULW-Description: I ~ w

Project No. Sheet No. - of

Designer: Date:

Checker: Date:

Figure A2: Diagram of Hydrostatic Forces

O IoZ31Z I o II /*~/~*/~**4 I/*~~~4

*/~I *~*{4~** I ? . , . . I . I oil J I I I.l.l.l. ..l..I.l...l.l .l . l. .l. .l.l.l I . . . . . . lllllllllllll .........................

5s34,.a.o/ 44474444544/3 65443454 iii ~4 s4aC45~44C~sK /4..

3-4 4- 4/4443' 443334/344/0/4//4/4- -

44'[i~ ~ .. TI K.., ~I I II 34-/4/CC44/.CC//C/3313/4,4/4644*

~4/M4344 j-~- /4a43.4./444/Sa44C .

/®' H-'<'I ~

0 0 . -

® - LI ®... ~ 3/~ .~~44/®

- K tt"A FLAN/

C/44, )

3 . KY .* z.* ®N ®z

i~ l • I • I I • • I I I1 " l I T T 4

B-

c-

D-

- F-

s343S44/r.34/4 1471 44~I a'. I 4±.A3-.4443.I 4/4-I 3441 -

a 4- ~ ,~s '5 4 K-.-' • 8: a•', •:3| (•A#O•'•/L IKS•'P.J

PLAN

/Oo-:O-

/-1*34/35//4543,rr.' CC//S/A's

c•

:33/. ~ ~ ~ ~ ~ ~ ~ ~ - ril43C 4C/OS~44 C4C /4 5/ //3.. .3/1/3343. it441

(D -5a/C./C CS /4544/

DIf

__________ I .

AMA///.34i4'j;3/'/13/.53

A-A

DfT LA

1 C44/6434/4t/

3/444.544/433.4- /444.433 - 37/44343C37 r4 ~ .45C.34-fl/t3/ I ....4-~

,1"1, o ........... . • II •,•#T\ - 3 '35~4.' 3 ~ ~ *~ I -i4

//-54C33s36-a1/41/J N-N 4J

- 46.35344a3/543543354/4455444354544633.5444.

I .3 3~~4/3 4-*//14/415445'344j44ssI43i I 4/334/C//CD 4/7/4/45/3 .~ 4.~X...

43 .~ i ~ yN A/I - 16-- • . • (I\\

o4-3344/K 7 PLAN

,t/C./4 3/4/34 4- 3/43164/31/5343 . 3

X- 1 47

XTM .... 444/is ~ 3// . .4/44434//.4-~r4/

TYP MNDRA.4L lAwETCor

'A'~

I..4 "C B 44464 BA LIST I.5-1/ 4 4 i7'i .... ,-;i<•,-:•,.•,,•, 7 7: : :-. , . •<•

NONOVERFLOW DAM

CONCRETERAISING TOP OF DAM-BL-I I 'THRU 5OUTLINE AND REINFORCEMENT

BOONE PROJECTTENNESSEE VALLEY AUTHORITY

2121

44-4

]? ? [ ! ! T ! ! ! ! ! ! [ ! ! •

-4-.. /4/.

4 41/14/44 I 3/hill 1.3 ''''A '''' I ''~''- A '' I I .1 / / 4 I I / / I I / / I I / / I / / I / I / / / I / I / I / / 3 I I I '~'I~I I I I I I I I I I I I I I I I. ~s~~L1~.-4454.a/

- . f --,,, 6±6 ±66,66606 •7 J '±-- I II

°K 3 ,, i .....

- ~ 6 A1

666.6±~DETAIL A

C±666 CARD DETAIL

0± - , -D

V-04666

DETAIL A

BENT 660BAR 6±LIST

66±6 6j* .66666±66=666±66 - -

ROW I6±66~

cm. ±± 5*5'*-66666.6 6~6= ±

6±66.6 6.6 j*666±

I'~6 .666

DETAIL G

PROFILE. DAM & ROADWAY

E-E

H-H.-A

J-J

L-Lt~

±6666±66±6-

z=_-ý1

RAISING TOP OF DAMPLAN, SECTIONS & DETAILSAND MISC CONC DETAILS

ABDOE PROXCT

TENNESSE VALLY A±6M6 W

I±61±±122E210 6±I

I .... I•-I ..... , -- I ... .......I I I 66 ±±6±6±666±66.6±.6±6±66 ±6.66±± ±6.-T6

/7

NORTH ELEVATION

EAST' ELEVATION

WES5T ELEVATION

(AT ECINA )

A0oOO.o~ tb.t, /Iojo~ horS, r.looolo~,etio0(

Oh~ONOO ,olOoot Oo~i~ t.IjooO,0,tWtfl, lIf to.

1004 E.t~o

,4*t~g C*h~fld

cG -e

4,z

C-C S I ' Wl a

,0 . _ $T• .~ f: il / ]:z•

SECTION A-A B-B

PLANS , SECT/ON STAIR /4 POWERHOUSE

ARCHITECTURALLOBBY ELI02.O .STAIR 14

PLAN&4 ELEVATIONS

II

IIBOONE

TENNESSEE

mFIR-

POWEMHOSE- UNIT I

OPERATING CHARACTERISTICSOF 26400 KW GENERATING UNIT

00

r~eCSSME ORUIY MUrOWITY

- ~- -- IOnZMI-IEI [S I AI I I A I I A I 7 I A I 9 I 10 I 11 I

-7 4 5-

AA

BB

SECTION B-B

C

D -LDETAI!L B1 EUEVATION O-D

D

E

F

'-aj0 (t&') o. To A. TAS-FRE

-6 .... ý ý i

-- ....... ----

hi Ii IA

III hiI hil C I

UPTRAM EEATION.

-f II iii K

22-Ac C IOCAFANA ASACARtETS

UPSTREAM ELEVATION

BILL OF MATRA

M M,' ln TO O RQ ARA

,o- W ..

LM-o

F

C

A-T 1

!&ýq 4; irk - 0" 0 v 1 w -G 1 ....

- T~I~I~IARI~HII=1I - r - I- I -I-I - I -I -I - I -- l'-I-.A (-.I'-r . . . . . . . XIT A IS N1•

SPILLWAY

RADIAL GATESARRANGEMENT

SECTION A-A5 GAMS _O•

DETAIL AH-- i- BOONE PROJECT

TENNESSEE VALLEY AUTHORITY

M~A~A0IIMIIRI0IAI54W200 AtA

I 2 I A I 4 I I 6 I 7 I AR I MAA.. . 3--C1I•I.A ARAAAA35 A. A.... PEA rorc"1~~~~~~~~~~V1 I -T RAARWAOSAmimEIL EAI IA.AM ~~~~~~Ai~AR ;EMT A AASC 1AAA A . = I. =-,

r .

1

VIEW H-H SECTION J-J

SECTION K-K, 5IMILAR TYPICAL

12

..."

---------1,SECTION A-A ~6 tI.0 ~~S t---:--'-i~ i IIr~ 0 IIA 2,'

I-1ILI

15'ý

M-M

-SIN

,opp

k

45101

-01

S~l.

J

AT FIELArlOT 01-e 1

A, 1120

104 014,0LI LitO S LOS60C-~Ik~(o

' " T-T W.o ,

.CI.II ItCU Uu- U

.SEC TIODNS C-C dD-D(,'54N202) . :

Bsd•O/l/ o 'i •ee #el n .oai (••g

7 DETAIL A

V-v

ra.1

SPILLWAY

- a I

DETAIL B DETAIL C

1OMPANION DW"$ 54-202

RADIAL GATES

STRUCTURAL DETAILS-SHEET I


ELEV L-L&vvwý - R-M. -1...... T" I Z'-

KNOXVILLE I wlI-6Ii ls, 1 o1 54N2OIRpl11011 I I I I I ,r'Ir'

-- L -

10 [ I® • Ir I1 I'

aooNvsi 0y4. 4444 C41' UaIC

n

5450 I 00,) (sO 024) (540002)

B~ 1 c--

BB,0r4,

ELEV Y- YOETAIL 0 :

Sock# P"or..f•@ of

L TI

A -19-1

1-1

Atcjsl~

IJ I kt

ii

t"'s A 84-

- 'I !1 I -I---e--- + -,--I----t l-,- -I!|F I/-it I I l I lI /q-P I

I -CL"-ja *-

5.j

,OErTA. ,

HALF SECTION EEBOTTOM FRAME

C-i

HALF SECTION F-FTOP FRA ME

T3*

-- - - -- - - -- - ---- ---- ---

--------------- ... ----- -------- --- ------- --. -

•-Fj~

• A

DO ! DD

*L2 7 •'.

A -1

:.z-Z

A A-AA

DETAIL J,Wk ~_01~o

Sc-t. J.tC4

OD TAlL E

cc- ccI0.. r-r

7

DfT-AlL H00450 6;'t-o,

RB-BR

LI ASSEMBLYCLEVI "

Z/FTING ASSEMBSLY

At Oa.t*4

HALF SECTION G-Gb.16 5,#.....

S4#204-1

DETAIL K

C.) Mte, T.0 c-1-10/5 C-S2-13400

-atm OMOX

A04 t

a . , . f-a - lh,,*O2ý 4 34/4

00-DO

P/NRADIAL GATES

STRUCTURAL DETAILS-SHEET 2


SPILLWAY II

II

[I

304k".t-nE opi S Ab,ýd

IU •T(V -- 13i/S 1. 1 41 54N2

I ---..•-.- ,-,-•

"- -.. . .. . .IQ) iw IQ9 10 F, I

Pc.. P .. . ....- .l n. .

A-7 --------s~4~I'/. " 5&P¢' -U

fl'Z S S. O,2 I! ii /,..-_._o__ _. _. _.

., S n

H SA ...,

• - •

A sAc.

A-c..MY, U-k.Cjf300&,U4e,,Z SIOS.PPo

7/U-*4OMd

3- Se S/PU-U U-U-SAC o.k.Op U-eU-

...- ,• oll - -/.,,, ,+

if-

lot,

G-G

- ,'z.o-;o' !. ii , "| * -- [;- -C' X c/-Cl• , . , .

I

4., . .U-S•

aee -0ecU *!'Uyn

KI +zlt-51

• ,• :'.•.E~m;So11.7

: /z~JAL'

..... . • li i1' , f ,...,r ,;i i,. ¸ .

e-'c cr '-ce

-F 71R

W.~~c'' I .I

flU-US.CC- . J I p'e~.91 -l ,-7-

fr-pU-. c~p.c*1~0~.T r' '250

'a.

UesAeoUAbfi7§IT~~Q7e0zse.4 ,&~,noeo SWLU#SVUSU+',U-U.I II

1..

D-O

20,-,J.

t Ao c . fd •y

K r,-e ~ * 5fA &AC

"° " kseekl4

I"-C

1•2r.o'e

L.-D• ,•77Qp+Ip At4

T

.C.r.r9

6 *.-.

.,DErAIL B .

SPILLWAY

CONCRETE.BLOCK 12

OUTLINEBOONE PROJECT


I d9: 0RCE -

I cecxcii±c 1,2-ia-siKNOXli-1- 2m-0

Kwy z 3 m,

..... ......

__TTUUCNUI I

EL /8.5SEENO/A 3/.0 Z4.' 24.0 8 .90'1/03420 8 0-SS'0kO/

DOWNSTREAM ELEVATION Fd NbAin /s lANE /p

l0//40,

SECTION-'NONOVERFLOW DAM

SCIN POWERHOUSE

SECT/ON" POWERHOUSE

-- 1 /en

Op.,'e,,,p 8/',

>ld/ e/SM hall3

SECTION-SP/LLWAY

ES~~~~~~~~~~~ /480m4)24• 4/ASA/ 7/00///.

SECTO /-ART /010 b/S/fEq 0 O /t//

S/Ale 40 o O o Fea t

Sd/e 45 / - 40 BA Feet

- .11 11 - __

1272

MAIN DAM WORKS

GENERAL PLAN

ELEVATION & SECTIONS


I , , • ,NOILE I//./-0TEsI c IEIAI /ON 2000/ 1 10/f I"-O 1. . . -.. . I . 4 N 200..

- . .. . . . . . . .. ..D- - , .

/i~ ~

-- 5 4

.NOMIAD _OO DAm Al -N.J 2=9 -OGMJA 5 0L2y. - ' ' .

A/ B

ICi BAY

C - ® ® e ®, ,I ©m•-4h@ @ ©

. . . .. . . . .. ..- . .i . .... . . . ._ {:::+_ _,::3•...... :L+: '-,' A.I • ' i

H

''4

© @4

~IA9MAI

Alt - - - -

J - - -7x- - ______

A-A

~5A~

C-I

PLAN

® ® @

al I III I llli' tNSA lI'DaAA05 r i~ lil 'AM+"+ S 'ii " P~l/ l J..H .tAAj 9

V+

DISCHARGE FROM SPILLWAY GATES & SLUICE

F-9 ® M 00

@4 © © 0 @4 @4 @4 @4 @4

---------- -

------------ ý-F

S.1 4

. . . . .- _ _ _

a a Ao'.... . .... ... I I IliI I[ll I I IJIITI -- 22> I I E

DOWNSTREAM ELEVATION

• F +- .+. 1 I -

S I ASI L

s 350010.-13

Al..A' 0A9AAAADDMO ,I -' At.'9 . ,+ll , - .. -+ 'Ia ,,

SECTION A-IA' "M AMA A<A

B-BC-C

D-D

E-E

SPILLWAY, PSWERHOUSE & NONOVERFLOW DAM

GENERAL PLAN, ELEVATION

& SECTIONS

O£MOLI 01I3tc1 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 1 10 I 11 I 12I--

A

B

C

00.D.

V.D.

SECTION A-A

D.~00

0 00.0010 000~0~o~O0M

D. 1 000.01010

C

0001010.10D. I

0 000 10 100 0 0.000 0ELEVATION OF SPILLWAY PIER

- DRA 0.000

1000000001l ~ . 0n001:T01,0.0

D

E E

F 0000.000 0.00100000000 10001 0001 F

SECTION C-CSECTION B-B D.C• LAIG]S-T-O• SECTION D-D

G

S.I.

•z• SLUICE SECTIONS

SZ.'SECTION E-EPLAN Z .C

A,,

NM IX= 10 = 0A ; 0 1 01

00-- i -!-i-I-I-I- " 000-

SPILLWAY & NONOSVERFLOW DAM

PRINCIPAL FEATURESOF DESIGN - SHEET 1

BOONE PROJECT


001010 •10-00.I0 c 1 1 0W203 o0

o A:

H

C-PANIOR DRAWING. 1-204

-I.rA 1-2.1 2 3 4 5 6 7 8 j- A"' =y-R-f-203 R71 'o -A.

YOZNOI I

I " -

NOTE ..3 . '.0 ...... S..O

ItJ / .0 O . I~ ® I, '

SECTIONA AmV:TO mHOG ALR

00P0.

10 00 0 7 o' ol v. I . ,"

sECTIONVAL ELEVATION THROUGH GALLERY

rT 0

. IOT. ... .... .. 0

:..-.....-. ..... .

Ii;:77,

G-000E 2

G

L

•ECTIONVK-K-•

L., L-1 L-P

SECTION.H-H

t•. . .

100

I ; -- . -

SECTION F-F

SE C TI7,O N G GTOO NOONI TIC4 OOS 70 S EC000N 0 0 00=

S•ECTIO, G-006S0/6ToP 00.M,0/00•0

, l, .n.. .0,00

SECTION M-A/ SA •TIOVN N- S•ECTIONAl -H S•ECTION P-P.

30.3 "00'00.000.000000 00000r000r00 c/00r00 00000000o 0

SECTION L-L

000/0000/000.6

SPILLWAY & NONOVERFLOWDAM

PRINCIPAL FEATURES

OF DESIGN-SHEET 2SECTION P-P.


oo0.- 1 -051 13 1 Ch 41 1I ON2O4oR7illz;ý -

0/'00¼00I0O'

00 00 000 -I''' I'~' I

r/•es e•J•Z• on

PLAN- BLOCK 18

no -. 0M/0-1\._ N

j.•,••o. K w -0

-iv.,r ol.

,2-0 3-0' oror A•BZ~' NCOO

2I-/ ~

C-C 04,000./00.~ on/oCttfr COCCRC/T 0/COO lone/COO SO. 0,0005.OloOoyo 0.0, /0)0 000/ CMI 000, too //I.t-OSOO no,.- aC-

Orte I/NO ta/Coo 0,/k4 .00 Co-nOoC *0 00 0/o~o a, SI//nvAl. /0/ not oO.ll 0. rodod Oto, j'N/ /1',,..

ON, thoC not ,oCtOfl ,oo 0.0001/k. o4.o ICPCO//AltOl.

REPER•E •t•:

-~C~'r."

SECT/ON A-A

RZ&ý

MM 00 lOs

bellefonte, units 3 and 4, attachment 02.04.03-8d: dam ... · flood-routing calculations for the...

Documents