ML042450061
| ML042450061 | |
| Person / Time | |
|---|---|
| Site: | Browns Ferry  |
| Issue date: | 03/04/2004 |
| From: | Dizon J Tennessee Valley Authority |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| -RFPFR, TVA-BFN-TS-405 CDN1-000-2004-0041 | |
| Download: ML042450061 (32) | |
Text
ENCLOSURE 2 TENNESSEE VALLEY AUTHORITY BROWNS FERRY NUCLEAR PLANT UNITS 1,2, AND 3 SEISMIC VERIFICATION OF CONDENSER AND ITS ANCHORAGE See Attached:
TVA calculation CDN1 -000-2004-0041, "Seismic Verification of Condenser and its Anchorage, MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1."
- Se,0s6 ~~I .. .....
TVAN CALCULATION COVERSHEET/CCRIS UPDATE Page I of 2 Page i REV 0 EDMSIRIMS NO. EDMS TYPE: EDMS ACCESSION NO (NWA for REV 0)
WA 8° 4 0 S 09 0 1 i Calculations (Nuclear) WA CalcTilfe: Seismic Verification of Condenser and Its Anchorage, MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 STATEMENT OF PROBLEMIABSTRACT This calculation provides a seismic analysis of BFN-1 condenser and its anchorage for the resolution of Outlier POS 15-1, as part of the BFN-1 MSIV seismic ruggedness program. The BFN-1 condenser design and anchorage configuration are shown to be similar to those at facilities in the seismic experience database that have experienced earthquakes In excess of EFN Design Basis Earthquake.
The as-installed anchorage was evaluated for the combined seismic and operational loads and found to be acceptable. No plant modification is required and Outlier POS 15-1 is resolved.
MICROFICHE/EFICHE Yes 0 No 1 FICHE NUMBER(S)
LU LOAD INTO EDMS AND DESTROY C LOAD INTO EDMS AND RETURN CALCULATION TO CALCULATION LIBRARY. ADDRESS: BFN Cabulaflon Library E LOAD INTO EDMS AND RETURN CALCULATION TO:
TVA 40532 [07-2001] Page I of 2 NEDP-2-1 [07-M92001]
TVAN CALCULATION COVERSHEET/CCRIS UPDATE Page 2 of 2 Page iA CALC ID I TYPE l ORG l PLANT B BRANCH N NUMBER REV NEW CN NUC BFN CEB CDN1 000 2004 0041 000 ALTERNATE CALCULATION IDENTIFICA6lON CLDO lR0M l EV l D/AZIM El FIM lPintRoonrt Yes 21 WNA 563 WA Bechtel CATEGORIES F06 KEY NOUNS (A-add, D-delete)
ACTIQN KEY NOUN Q KEY NOUN (A___
MSIV SEISMIC RUGGEDNESS CONDENSER
_ANCHORAGE I CROSS-REFERENCES (A-add, C-change, D-delete)
ACTION XREF XREF XREF XREF XREF XREF tC/D CODE TYPE BRANCH B NU3)REV P WP BFN CEB WDP-BFN1-CEB-MSIV-15 00 P DC BFN CEB BFN-50-C-7306 Rol P CN BFN CEB CDN0 001980038 d 001
_ CN BFN CEB CDNO0 198 039 k cii 005
_ P CN BFN CEB CDN102720021075 000 P CN BFN MEB MONO 002 930007 002 P CN BFN MEB MDQO 001 98O036 003 T_ 403=0-01 ae2o EP21[70.01 COCRI$ ONLY UPIDATES, Following are required only when making koyword/oross reforonce CCRIS updates and page I of form NEDP-2-1 Is not Inckzded:
PREPARER SIGNATURE DATE CHECKER SIGNATURE I DATE PREPARER PHONE NO. EDMS:ACCESSION NO. V78 04o03o09 a TVA 40632 107-2001] Page 2 of 2 NEDP-2-1 [07-09-2001]
TVAN CALCULATION RECORD OF REVISION Page 1 of I Page II TVAN CALCULATION RECORD OF REVISION CALCULATION IDENTIFIER CDN1 000 2004 0041 Title Seismic Verification of Condenser and its Anchorage, MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Revision DESCRIPTION OF REVISION No.
000 Original Issue This Revision 0, Inluding TVA calculation cover sheets and attachment, contains 31 pages total NEDP-2-2 112-04-2000]
TVA [12.2000]
40709 [12-2000]
TVA 40709 Page 1 Page ofd 1 1 of NEDP-2-2 112-04-2000]
VAN CALCULATION VERIFICATION FORM Page 1 of 1 Page Ili TVAN CALCULATION VERIFICATION FORM Calculation Identifier CDN1 000 2004 0041 Revision 000 Method of verification used:
- 1. Design Review I
- 2. Alternate Calculation 0 Verifier Date 2118104
- 3. Qualification Test S.4 Eder Comments:
This revision of the cactcation has been reviewed by the Design Review Methodology and has been determined to be technically adequate based on the design Input information contained herein using accepted handbook and/or computer applications, and sound engineering practices and techniques, supplemented by applicable Industry-standard guidelines.
NEDP-2-4 [07-09-2001]
Page 1 of 1 TVA 40533 TVA [07-2001]
40533 107-2001] Page 1 of NEDP-2-4 [07-09-001]
CALCULATION SHEET Document: CDN1 000 2004 0041 Rev. 000 Plant BFN Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.i. Eder Date: 2/1t304 Seismic Verification of Condenser and Its Anchorage, MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 PREI ER SIG URE DATE 11CHECKER SDATE
-2109104 21104 John 0. D gFadcliy Risk Consulants. Inc.)
(on . Stphen J. Edak(raculiy iTsk Consultants, Inc.)
Page 1 of 24
CALCULATION SHEET Plant BFN I Unit(s): 1 1
Document: CDN1 000 2004 0041 Rev. 000 l
Subject:
Selsmic Verification of Condenser and Its Anchorage, Prepared: J.0. Dizon Date: 2109/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Chacked: S.J. Eder Date: 2/13104 TABLE OF CONTENTS CALCULATION COVER SHEET it CALCULATION RECORD OF REVISION II DESIGN VERIFICATION (INDEPENDENT REVIEW) FORM Iii Calculation TItle Page 1 Table of Contents 2 1.0 Purpose 3 2.0 Scope & Methodology 3 3.0 Definitions 4 4.0 References 5 5.0 Turbine Condenser Design Attribute Comparisons 6 6.0 Evaluation of As-installed Anchorage Configuration 14 6.1 Seismic Demand 15 6.2 Overturning Moments & Base Shears 15 6.3 Condenser Support Loads 16 6.4 Perimeter Support Bolt Tension Capacity 16 6.5 Center Anchor Support Shear Capacity 17 6.6 Seismic Evaluations of BFN-1 Condenser Anchorage 19 6.7 Database Comparison of Anchorage Configurations 22 7.0 Conclusions 24 Attachment A A-1 to A-3 Page 2 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 lRev. 000 Plant BFN Unit(s): 1
Subject:
Seismic Verification of Condenser and its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S. Eder Date: 2/13/04 1.0 PURPOSE The purpose of this calculation Is to verify the seismic capacity of the BFN-1 condenser and associated anchorages, in order to resolve POS 15-1 for the BFN-1 MSIV seismic ruggedness program. This potential outlier was documented In Reference 4.1. The MSIV seismic ruggedness walkdown evaluations were performed in accordance with Walkdown Instruction WI-BFN-0-CEB-07 (Ref. 4.2).
2.0 SCOPE & METHODOLOGY This calculation is applicable to the resolution of the MSIV seismic ruggedness potential outlier POS 15-1. Note that design Input changes resulting from the condenser tube replacements per DCN 51294 are accounted for, as applicable, in this calculation.
The BFN-1 condenser Is evaluated using seismic experience data from past earthquakes and engineering analysis, following the generic GE BWROG methodology as contained In Ref. 4.5. Seismic capacity versus demand is evaluated by comparing the BFN-1 condenser with condensers in the seismic experience database that have experienced strong ground motions in excess of the BFN Design Basis Earthquake (DBE). Condenser size, construction, design and anchorage characteristics are summarized and compared with parameters of earthquake experience data condensers.
Anchorage evaluation methodology used Is consistent with that described in the Generic Implementation Procedure (GIP, Ref. 4.6) and standard structural engineering practices.
There are no unverified assumptions in this calculation.
Page 3 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 1Rev. 000 Plant BFN l Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.0. Dizon Date: 2109/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J Eder Date: 2/13/04 3.0 DEFINITIONS 3.1 MSIV SEISMIC RUGGEDNESS MSIV Seismic Ruggedness refers to the pressure boundary Integrity seismic review of Seismic Class 11piping that may contain radioactive material Inthe event that there Is leakage through the main steam isolation valves.
3.2 SCREENING Screening is an in-plant evaluation process Implemented by experienced and trained engineers. Plant Items that pass the screening criteria, Implemented during walkdowns, should readily pass the goveming acceptance criteria. Bounding analyses are used to validate this process.
3.3 POTENTIAL OUTLIERS Items that do not pass the screening criteria are Identified as potential outliers and should be subject to further evaluation using the acceptance criteria.
3.4 OUTLIERS An outiler Is an item that does not pass the acceptance criteria. These items would have been first designated as potential outliers by the walkdown screening evaluations.
3.5 ENGINEERING ATTRIBUTE Engineering attribute isa predetermined or known seismic vulnerability condition (such as piping flexibility, support anchorage, seismic anchor movement, etc.) that warrants verification or engineering evaluation during walkdown to ensure Its seismic adequacy as it may potentially affect the seismic performance of the piping and associated components of Interest.
3.6 SEISMIC INTERACTION The physical Interaction of an equipment tem with other plant features caused by relative motions from an earthquake. For piping systems, seismic interaction effects Include: (I) proximity; (ii) structural failure and falling; (III) flexibility of attached lines; and (iv) spray.
3.7 SEISMIC VERIFICATION BOUNDARY Seismic verification boundary defines the scope of piping systems and components to be evaluated by the Waikdown Team as part of the MSIV seismic ruggedness verification effort. Systems boundaries for the MSIV alternate leakage paths are defined In Reference 4.13.
Page 4 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 l Rev. 000 Plant BFN IUnit(s): I
Subject:
Seismic Verification of Condenser and its Anchorage, Prepared: J.O, Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 151 d: S.J. Eder Date: 2113104
4.0 REFERENCES
Use the latest version for all references on all work performed unless specified otherwise.
4.1 WDP-BFN1-CEB-MSIV-15, "MSIV Seismic Ruggedness Walkdown Screening Evaluation Documentation for BFN Unit I - Package 15."
42 WI-BFN-0-CEB-07, "Engineering Walkdown Instruction for MSIV Seismic Ruggedness Verification."
4.3 CEB 88-05-C, 'Browns Ferry Nuclear Plant Master Response Spectra (MARS) for Seismic Class I Structures."
4.4 BFN-50-C-7306, "Qualification Criteria for Seismic Class II Piping, Pipe Supports, and Components.
4.5 'BWROG Report for Increasing MSIV Leakage Rate LUmits and Elimination of Leakage Control Systems", General Electric NEDC-31858P, Rev. 2, September 1993.
4.6 "Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, Rev. 2A, March 1993. Seismic Qualification Utility Group (SQUG).
4.7 TVA Browns Ferry Nuclear Plant Final Safety Analysis Report (FSAR).
4.8 TVA Calculation No. CD-N0001 980038, "Main Steam Seismic Ruggedness Evaluation -
BFN Unit 3".
4.9 TVA Calculation No. CDN1 027 2002 1075, "Evaluation of Anchor Bolts due to Revised Loads of Unit I Main Condensers".
4.10 TVA Calculation No. MD-N0002-930007, Rev. 2, 'Design Input to Condenser Seismic Load Calculation".
4.11 AISO Manual of Steel Construction.
4.12 Foster Wheeler Drawing 0-93-505-3-190, "Arrangement of Condenser Supports &
Anchors, BFN Units 1, 2 & 3".
4.13 TVA Drawing 0-48N840-2, "Misc. Steel Turbine Foundation Embedded Parts".
4.14 TVA Calculation no. MD-QO001 -960036, Rev. 3, UMSIV Leakage Containment System Boundaries, Physical Properties, System 001".
Page 5 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 l Rev. 000 Plant BFN Unit(s): 1
Subject:
Selmib Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2109/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 16-1 Checked: S.J. Eder Date: 2113/04 5.0 TURBINE CONDENSER DESIGN ATTRIBUTE COMPARISONS In Table 5-1 below, the design attributes of BFN-1 condensers are compared with the two sites in the earthquake experience database that have condensers most representatives of BWR type condensers: Moss Landing Units 6 & 7, and Ormond Beach, Units 1 & 2. In addition, graphical bounding comparisons of some of the overall condenser parameters, such as sizes and weight, are shown in Figures 5-1 through 5-
- 4. Note that Appendix D, Section 4.1 of BWROG Report NEDC-31 858P (Ref. 4.5) contains details of the earthquake experience data base condensers.
In summary, the BFN condenser design Is similar to and bounded by those at facilities In the earthquake experience database that have experienced earthquakes In excess of the Browns Ferry's Design Basis Earthquake (see Figure 5-5).
Page 6 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 Rev. 000 l Plant EBFNl Unit(s): 1
Subject:
Seismic Verification of Condenser and its Anchorage, l Prepared: J.O. Dizon Date: 2/09/04 I MVSIV Ruggedness Seismic Analysis - Resolution of P0 15-1 Checked: S.J Eder Date: 2/13/04-- I Table 5-1 Comparison of Browns Ferry and Selected Database Condensers
.. ...... Fg CONDENSER MFR. Ingersoll-Rand Southwestern Foster Wheeler FLoW TYPE Single Pass Single Pass Single Pass DESIGN BASIS HEI Standards HEI Standards HEI Standards CONDENSER 65' x 36' x 47' 52' x 27' x 20' 58' x 32XX47' DIMENSIONS (LxWxH)
CONDENSER 435,000 sq ft. 210,000 sq. ft. 222,000 sq. ft.
SURFACE AREA CONDENSER SHELL Cu Bearing Cu Bearing MATERIALS ASTM A-285C ASTM A-285C ASTM A-285C CONDENSER SHELL 3/4U 3/4" 7/8" THICKNESS CONDENSER OPERATING 3,115 kips 1,767 kips 1,976 kips (min.)
WEIGHT 2,214 kips (max.)
TUBE MATERIAL AL-Brass 90-10 Cu-NI Stainless Steel ASTM A-268 UNS S44660 SEACURE° TUBE SIZE 1 1" 71/8"4 TUBE LENGTH 65 ft. 53 ft. 50 ft.
TUBE WALL 18BWG 20BWG 22BWG THICKNESS No. OF TUBES 25,590 15,220 19,480 TUBE SHEET Muntz Muntz ASTM A-285C MATERIAL TUBE SHEET 1-1/2" 1-1/4" 1-1/4" THICKNESS Page 7 of 24
CALCULATION SHEET IDocument: CDN1 000 2004 0041 1Rev. 000 Plant BFN IUnit(s): 1 I Subect: Seismic Verification of Condenser and its Anchorage, I Prepared: J.O. Dizon Date: 2/09104 I MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 I Checked: S.J. Eder Date: 2/13/04 I Table 5-1 (cont'd)
Comparison of Browns Ferry and Selected Database Condensers No. OF TUBE SUPPORT 15 14 15 PLATES TUBE SUPPORT PLATE Not Given Cu Bearing ASTM A-285C MATERIAL ASTM A-285C TUBE SUPPORT PLATE 3/4" 518" 7/8" THICKNESS TUBE SUPPORT PLATE 48" 36" 39" SPACING WATER Box 2% NI Cast Iron Cu Bearing ASTM A-285C MATERIAL ASTM A-48 ASTM A-285C Class 30 EXPANSION JOINT Rubber Belt Stainless Steel Rubber Belt HOTWELL CAPACITY 20,000 gal. 34,338 gal. 33,500 gal. (ave.)
Page 8 of 24
CALCULATION SHEET Document: CDNI 000 2004 0041 1Rev. 000 Plant BFN IUnit(s): I
Subject:
Seismic Verification of Condenser and its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 Size Comparison of Browns Ferry Unit 1 Condenser with Database Condensers BFNP-1 222,000 Ormond Beach 1 0001 ,
1Anss Landing 0 100,000 200.000 300,000 400,000 Heat Transfer Area (t 2)
Figure 5-1: Size Comparison of Browns Ferry Unit 1 Condenser with Database Condensers Page 9 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 J Rev. 000 Plant BFN I Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O, Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 Comparison of Browns Ferry Unit 1 Condenser with Database Condensers BFNP-1 Ormond Beach Moes Landing 0 600,000 1,000,000 1,500,000 ,0ooo0002600,000 3,000,000 3,600,000 Weight (Ibs)
Figure 5-2: Weight Comparison of BFN-1 Condenser with Database Condensers Page 10 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 l Rev. 000 Plant BFN JUnit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2109104 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 Corrparison of Browns Ferry Unit I Condenser with Database Condensers BF?'P1 Onnd Beach I 147 Mtss Lancing 0 5 10 15 20 25 30 35 40 45 50 Height (tt)
Figure 5-3: Height Comparison of BFN-1 Condenser with Database Condensers Page 11 of 24
I CALCULATION SHEET Document: CDN1 000 2004 0041 lRev. 00o Plant BFN IUnit(s): 1 Sublect: Seismic Verification of Condenser and its Anchorage, Prepared: J.0. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 Mou Landing 6 &7 (65ftx35ft) i, Ormond Beach (52ft x 27H1)
..'Yfi~'
'.. .BrownsFenyUnitl(50ftx32f)
Figure 5-4: Comparison of Browns Ferry Unit 1 Condenser Plan Dimensions with Database Condensers Page 12 of 24
CALCULATION SHEET Document CDN1 000 2004 0041 IRev. 000 Plant BFN IUnit(s): 1
Subject:
Selsmic Verification of Condenser and its Anchorage, Prepared_: J.. Dizon Dale: 2/09104 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/104 II 60 1.4- O...;................
.. a
. I
-u- Moss Landing
- -Valley Steam 1-t:1 x El Centro 0 -
- Coolwater 0 08 L. ** Bulk Mali
- - --. Rio Dell
' 0.6- I.......... ; - Humbolt '75(1).
a)
QL
.. tCD * 'Humbolt '80(1) 0.4- --.- -- Humbolt '92(1)
-'.*-- Glendale(1)
-- *Browns Ferry 0.2 0
0.1 1 Frequency 10 100 I .
Figure 5-5: Comparison of Various Database Site Spectra to BFN Design Basis Earthquake (DBE) Ground Spectrum Page 13 of 24
CALCULATION SHEET Document CDNI 000 2004 0041 I Rev. 000 Plant: BFN IUnit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/O9/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 6.0 EVALUATION OF AS-INSTALLED ANCHORAGE CONFIGURATION A schematic plan view of BFN-1 condenser anchorage is shown below. Selected photos of the condenser anchorage are shown In Attachment A.
B Al A2 N
Cl C2 Fixed anchor plate (Support F)
E l Anchor bolts with slotted holes perpendicular (Supports B&D)
Anchor bolts with slotted holes directed Iran center anchor plate (Supports A & C)
Figure 6-1: Schematic Plan View of BFN-1 Condenser Anchorage (Ref. 4.12)
Page 14 of 24
CALCULATION SHEET Document: CDN1 00 2004 0041 _lRev. 000 Plant BFN IUnit(s): 1
Subject:
Seismic Verification of Condenser and its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 6.1 Seismic Demand An evaluation of the condenser support systems was performed using seismic demand as determined by the GIP method (Ref. 4.6) for the Turbine Building at the condenser foundation elevation. The condenser Is mounted on the base mat at elevation 562 ft.
Design spectra are not available for the Turbine Building. Accelerations for the condenser analysis are based on the BFN site design basis earthquake peak ground acceleration of 0.2g. This value is increased by a factor of 1.6 in accordance with the BFN FSAR (Ref. 4.7) to account for site amplification for soil-founded structures (Ref. 4.3, see also Ref. 4.8 for further discussion of seismic demand).
Condensers are large structures that are by design very stiff to withstand operating vacuum and hydrostatic test loads. The condenser shell design utilizes a steel shell,.
stiffened with integral plate stiffeners and structural members. The predominant seismic response of the condenser Is expected to be rigid body dynamics. Thus, the condenser anchorage evaluations and calculations are performed for the frequency range of the zero period acceleration (ZPA).
6.2 Overtuminq Moments and Base Shears Established weights, center of gravity, overturning moments and base shears for the condensers are calculated based on the revised design input associated with condenser tube replacements (Ref. 4.10), and presented in Table 6-1. Overturning moments and base shears are established using conservative methods for combination of directional and load components. The condenser is symmetric about two axes and eccentricities are expected to be very small. An approximation that plane sections remain plane is conservatively applied. In addition, a linear-elastic approximation Is used in the calculations.
Base shears and overturning moments due to seismic loads under operating conditions, with condenser hotwell at minimum and maximum levels, are tabulated in Table 6-1.
Page 15 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 000
-Rev. Plant BFN IUnit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2109/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 6.3 Condenser Suooort Loads Support forces for the condenser under seismic and operating loads are calculated and presented In Table 6-2. Tension and shear forces are evaluated as follows:
- Total tension forces due to the overturning moments in the N-S and E-W directions of earthquake excitations are combined by the square root of the sum of squares (SRSS) method and are added absolutely to the revised operating loads, which are taken as the net sum of vertical forces due to vacuum uplift and dead load forces on the anchor pads (Ref. 4.9). Tension forces are resisted by the six support pads around the condenser perimeter.
- Base shears are calculated separately for N-S and E-W directions of earthquake excitation and compared with shear capacities. The anchor support at the condenser center is the only anchor considered for resisting shear loads.
6.4 Perimeter Support Bolt Tension Caacitv - Supports A. B. C & D The condenser anchorage Is shown schematically in Figure 6-1. The condenser has six (6) plate supports. There are 3 @ 2"6 anchor bolts in each of the four comer plate supports (Supports A & C),. At the center of each of the 2 long-direction (east-west) sides, the plate support has 2 @ 2YM anchor bolts (Supports B & D). The supports are designed to resist vertical operating loads. Thermal growth of the condenser occurs from the fixed point near the center of the base. The sliding plate supports have slotted holes allowing thermal growth radial to a fixed center support pad.
Each support plate anchor bolt (both 2"i and 2Y2"W anchor bolts) has greater than 60" nominal length with approximately 48" embedment In the Turbine Building foundation (Ref. 4.13). The bolts are in slotted holes, 15" on center.
The ACI allowable pullout on a cast-In-place anchor is based on the area of the bolt, bolt material, concrete strength and embedment length. In the evaluation of the anchor bolt capacities, the lower-bound strength for A-36 material Is used. The allowable tensile load is based on the nominal bolt area times an allowable stress which is taken as 1.7 times the working stress design allowable as given In Part 1 of the AISC (Ref. 4.1 1), and Is Page 16 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 l Rev. 000 Plant BFN I Unit(s): 1
Subject:
Seismic Verification of Condenser and its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 equal to 34 ksl. Some of the bolts are 2"6, and some are 21/2"6. The anchor bolt pullout capacity Is then calculated using a lower bound value of 2"O nominal, as follows:
Bolt Diameter, D = 2" Bolt Area, A = 3.14 In2 Bolt Capacity, C = 3.14 x 34 ksi = 107 kips The ACI code formula for pullout capacity of cast-In-place bolts due to failure of concrete is:
C = 44' Aims (L+D) L where: L = 48" (min. assumed)
(I = 0.65 f'= 3,600 psi D = 2" C = 1,176 kips/bolt minimum (greater for 2Y2"b bolts)
The projected shear cone for a non-overlapping bolt with 48" of embedment is as follows:
Acon, = (1/4) iT(2 x L + D)2= 7,543 in2 The Installed anchorage configuration has only 15" spacing between the bolts. Using the GIP bolt pullout reduction formula for cast-in-place bolts (Appendix C, Ref. 4.6) and considering the center bolt in the group of 3 as the limiting, worst-case overlapping condition:
mna := TT r2 - Y2 r2i0- r s' sin(e/2)) = 4,504 In2 C' = C x (A'n. /AC.) 2 = 419 kips > 107 kips per bolt min.
(bolt strength controls)
Note that the perimeter supports are primarily designed for tensile loads but can carry some shear loads once small bolt hole gaps are overcome. This additional shear capacity is conservatively neglected In this calculation.
6.5 Center Anchor Suoport Shear Capacltv - Support F The center support consists of a built-up H section, embedded 48" into the Turbine base mat and welded to the condenser bottom as shown in Figure 6-2 below. Only the shear capacity of he H section Is considered Inthis calculation. This is very conservative.
Page 17 of 24
CALCULATION SHEET IDocument: CDN1 000 2004 0041 1Rev. 000 Plant BFN IUnit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 I MSIV Ruggiedness Seismic Analysis - Resolution of POS 15-1 IChecked: S.J.Eder Date: 2/13/04 I 5"
M*N I
5.
r l3 2', typ. i 2 tp 17 24" Figure 6-2 Center Support Anchor Details Determine support shear capacity; Fv = 0.4 Fy x 4/3 (33% Increase for earthquake loads per AISC) = 19.2 ksi for A-36 steel Av (N-S) 20 x 2 = 40 In2 (N-S direction)
Av(EW)= 16 x 2 x 2 = 64 In2 (E-W direction)
VALL (N-S) = 40 x 19.2 = 768 klps (N-S or transverse direction)
VALL (E-W) = 64 x 19.2 = 1,229 kips (E-W or longitudinal direction)
The existing condenser anchorage system capacity, based only on the center embedded H-section, is greater than the demand of the combined operational and lateral seismic DBE loads, as shown In Table 6-3.
Page 18 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 IRev. 000 Plant BFN Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13/04 6.6 Seismic Evaluations of BFN-1 Condenser Anchoraue Results of the seismic evaluation performed for BFN-1 condenser anchorage are presented in the following tables.
Table 6-1 Condenser Base Shears and Overturning Moments Weight, In Ibs Weight, in lbs Min. Hotwell Level Max. Hotwell Level Condenser structure, ind. tubes, heaters & shell 1,296,430 1,296,430 (Section 5.3, Ref. 4.10)
Water In heaters 57,000 57,000 (Section 5.1.1, Ref. 4.10)
Water in hotwell 158,733 396,368 (Section 5.1.2, Ref. 4.10)
Water in waterboxes 222,019 222,019 (Section 5.1.3, Ref. 4.10)
Water in condenser tubes 242,000 242,000 (Section 5.2.2, Ref. 4.10)
Total Operating Weights, W, in lbs. 1,976,182 2,213,817 Approx. Center of Gravity (c.g.) = 12.72 ft. (Ref. 4.8)
Base Shear, In kips 632 708 (W x 0.32g)
Overturning Moments (OTM), In ft-kips 8,040 9,010 (W x c.g. x 0.32g)
Page 19 of 24
CALCULATION SHEET I Document: CDN1 000 2004 0041 Rev. 000 Plant BFN l Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13104 Table 6-2 Condenser Support Loads Support Operating TENSION, Kips Location Load ") Due to Seismic OTM ( Due to Seismic OTM (2) Due to Vert. Seismic )
(kips) (Longitudinal) (Transverse) (Vertical)
Al 26.33 91.6 101.2 78.7 B 26.33 45.8 101.2 78.7 A2 26.33 0 101.2 78.7 Cl 26.33 91.6 0 78.7 D 26.33 45.8 0 78.7 C2 26.33 0 0 78.7 Support Operating SHEAR, Kips Location Load (4) Longitudinal Dir. Transverse Dir.
(kips)
__ __ _ (kips) 22.1 708 708 (1) Vertical force due to vacuum uplift (1,656 k)+ Uplift force due to design pressure (478 k)
[Ref. 4.8, App. B,Table 2] - Total operating weights (1,976 k, min.) [Table 6-1 above].
(2) Seismic OTM = 9,010 ft-kips for both longitudinal and transverse directions [Table 6-1 above].
(3) Vertical seismic coefficient Is taken as 2/3 of the horizontal Input acceleration of 0.2 g x 1.6 soil amplification factor = 213 x 0.2 x 1.6 = 0.21 g. Use upper bound operating weights of 2,214 k
[Table 6-1 above].
(4) Horiz. component of vacuum uplift force at the RFP turbine exhaust opening (22.1 k) [Ref. 4.8, App. B,Table 2]
Support Location Diagram All seismic shear is assumed to be taken by the fixed support F; Anchors at support locations A,B, C &D take tension/compression from rocking and operating loads.
Al B A2 T
, t; 29.67' Transverse Cl D C21 19.67' l 19.67' -H Longitudinal Page 20 of 24
CALCULATION SHEET Document: CDN1 000 2004 0041 lRev. 000 Plant BFN I Unit(s): 1
Subject:
Seismic Verification of Condenser and Its Anchorage, Prepared: J.O. Dizon Date: 2/09/04 MSIV Ruggedness Seismic Analysis - Resolution of POS 15-1 Checked: S.J. Eder Date: 2/13104 Table 6-3 Condenser Anchorage Demand Loads Combined TENSION Support Seismic + Operating Load Per Bolt Bolt Stress Allow.
Location Loads (1) Bolt (kips) No. of Load Bolt Bolt Bolt Stress Bolts kips Size Area, In2 Stress, ksI (34 ksi)
Al 183.9 3 61.3 2"% 3.14 19.5 OK 8 162.5 2 81.3 2-1/2"4D 4.91 16.6 OK A2 154.5 3 51.5 2ND 3.14 16.4 OK Cl 147.1 3 49.0 2"4D 3.14 15.6 OK D 117.4 2 58.7 2-1/2"
.x sg DSC08930 `4s^;x-*;t
- ~ Support type A(and C)
Typical perimeter support FIRM SUCDport A (and C) mpe Typical perimeter support NW corner ATTACHMENT A -PHOTOGRAPHS CDN1 0001 2004 0041 Page A-2of 3 DSC08933 Support type B (and D) Typical perimeter support at center of the condenser long direction (Looking W) DSC08939 Suvoort type B (and D) Typical perimeter support at center of the condenser long direction (Looking E) ATTACHMENT A - PHOTOGRAPHS CDN1 0001 2004 0041 Page A-3 of 3 DSC08936 Support type C Anchor support at center of condenser (Looking W) DSC08938 Support tpe C Close-up of anchorsupport showing the embedded Hsection (Looking W)