ML19211A876
| ML19211A876 | |
| Person / Time | |
|---|---|
| Site: | Allens Creek File:Houston Lighting and Power Company icon.png |
| Issue date: | 12/11/1979 |
| From: | Eric Turner HOUSTON LIGHTING & POWER CO. |
| To: | |
| Shared Package | |
| ML19211A874 | List: |
| References | |
| NUDOCS 7912210211 | |
| Download: ML19211A876 (200) | |
Text
Before the UNITED STATES NUCLEAR REGULATORY C05BIISSION Docket No. 50-466 Allens Creek Nuclear Generating Station Unit 1 Amendment 54 to the PSAR llouston Lighting 6 Power Company, applicant in the above captioned proceeding, hereby files Amendment 54 to the Pre-liminary Safety Analysis Report filed in connection with its application.
Amendment 54 consists of additional PSAR information updating the PSAR to make it consistent with Revision 2 of the Allens Creek Containment Structures Design Report.
Respectfully submitted 110VSTON LIGilTING S POWER C051PANY
\
c /_
E. A. Turner Vice President Power Plant Construction 6 Technical Services 1636 121 7 9122102.ll I
STATE OF TEXAS COUNTY OF IIARRIS E. A. TURNER, being first duly sworn, deposes and says:
That he is Vice President of IiOUSTON LIGIITING S POWER COMPANY, an Applicant herein; that the foregoing amendment to the application has been prepared under his supervision and direction; that he knows the contents thereof; and that to the best of his knowledge and belief said documents and the facts contained therein are true and correct.
DATED: This / _
day , 1979.
Signed: A._ 6 E. A. Turner Subscribed and sworn t before me this // d day of y, 1979.
R5karbPublicinandforthe County of liarris, State of Texas My co s n res:
1636 122
ACNGS-PSAR HOUSTON LIGHTING & PORER COMPANY ALLENS CREEK NUCLEAR GENERATING STATION - UNIT NO.1 PRELIMINARY SAFETY ANALYSIS REPORT AMENDMENT NO. 54 INSTRUCTION SHEET This amendment contains additional PSAR information updating the PSAR to make it. consistent with Revia.iczi 2 of the CSDR. Revision 2 of the CSDR incorporates the latest containment load definition information from General Electric and documents a design change to the containment which makes the dome of the containment hemispherical instead of semi-ellipsoidal. All safety analysis depending on containment volume remain conservative.
The following page removals and insertions should be made to incor-porate Amendment No. 54 into t,he PSAR.
CHAPTER 3 Remove Insert (Existing Pages) (Amendment No. 54 Pages) 1* 1*
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ACNGS- PSAR Remove Insert (Existing Pages) (Amendment 1:o. 54 Pages)
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ACNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 3 DESIGN OF STRUCTURES, COMPONENTS, EOUIPMENT AND SYSTEMS PAGE AMENDMENT 1* 54 la* 54 2* 39 3* 19 4* 47 5* 49 6* 48 7* 49 8* 54 9* 54 10* 54 11* 54 12* 48 13* 42 14* 47 15* 48 16* 44 16a* 39 17* 54 18* 54 i 35 ii 35 iii 35 iv 35 v 35 vi 35 vii 35 viii 35 ix 35 x 35 xi 35 xii 35 xiii 37 x iv 35 xv 35 xvi 44 xvii 44 xv iii 44 xix 48 xx 35 xxi 44 xxii 35 xxiii 35 xxiv 35 xxv 35 Ef feet ive Pages/Fieures Listing 1 Am. No. 54, 12/20/79
ACNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 3 DESIGN OF STRUCTURES, CCIPONENTS,I:QUIPMENT AND SYSTEMS PAGE AMENDMENT xxvi 37 xxvii 41 xxviii 35 xxix 35 xxx 35 xxxi 35 xxxii 35 xxxiii 48 xxxiiia 48 xxxiv 44 xxxv 39 xxxvi 44 xxxvii '48 xxxvita 48 xxxviii 54 1636 126 la Am. No. 54, 12/20/79
ACNGS-PSAR EFFECTIVE PAGES LISTING CHAP 1'ER 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT AND SYSTEMS Page Amendment 3.7-28c 42 3.7-28d 42 3.7-29 35 3.7-30 44 3.7-31 35 3.7-32 35 3.7-32a 35 3.7-32b 35 3.7-32c 44 3.7-32d 44 3.7-33 (deleted) 37 3.7-34 (deleted) 37 3.7-34a (deleted) 37 3.7-35 (deleted) 37 3.7.A-1 50 3.7 A-2 49 3.7.A-3 49 3.7.A-4 48 3.7.A-5 54 3.7.A-6 48 3.7.A-7 48 3.7.A-8 48 3.7.A-9 48 3.7.A-10 48 3.7.A-11 48 3.7.A-12 48 3.7.A-13 48 3.7.A-14 48 3.7.A-15 48 3.7.A-16 48
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1CNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 3 DESIGN OF STRUCTURES, COMPONENT 3, EQUIPMENT AND SYSTEMS Page Amendment 3.8-6 ,
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ACNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 3 DESIGN OF STRUCTURES, C04PONENrs , EQUIPMENT AND SYSTEMS Amendment-P_agg 35 3.a-37 35 3.d-38 35 3.8 ^9 35
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ACNGS-PSAR EFFECTIVE PAGES LISTING C11 APTER 3 DESIGN OF STRUCTURES , COMPONENTS , EQUIPMENT AND .;YSTEMS Pane Amendment 3.8-75 35 3.8-76 32 3.8-77 35 3.8-78 35 3.8-78a 26 3.8-78b 26 3.8-78c 26 3.8-79 54 3.8-79a 54 35 3.8-80 (deleted) 46 3.8-81 3.8-81a 46
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ACNGS-PSAR EFFECTIVE FIGURE LIST
- CHAFTER 3 DESIGN OF STRUCTURES. COMPONENTS. EQUIPMENT AND SYSTEMS Figure No. Amendment No.
3.7-30 35 3.7-31 35 3.7-32 35 3.7A-1 48 3.7A-2 48 3.7A-3 48 3.7A-4 48 3.7A-5 48 3.7A-6 48 3.7A-7 48 3.7A-8 48 3.7A-9 48 3.7A-10 48 3.7A-11 48 3.7A-12 48 3.7A-13 48 3.7A-14 48 3.7A-15 48 3.7A-16 48 3.7A-17 48 3.7A-18 48 3.7A-19 48 3.7A-20 48 3.7A-21 50 3.7A-22 50 3.7A-23 50 3.7A-24 50 3.7A-25 50 3.7A-26 50 3.7A-27 48 3.7A-28 48 3.7A-29 48 3.7A-30 48 3.7A-31 48 3.7A-32 48 3.7A-33 48 3.7A-34 48 3.8-1 54 3.8-2 54 3.8-3 54 3.8-4 26 3.8-4a 30 3.8-4b 30 3.8-4c 30 1/74 IUJV 1?1 IJI 3.8-4d 30
- 1.11 Figures whether labelled " Unit 1" or " Units 1 & 2" are to be con-sidered applicabic to Unit No. 1.
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ACNGS-PSAR EFFECTIVE FIGURE LIST
- CHAPTER 3 Figure No. Amendment No.
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- All Figures whether labelled " Unit 1" or " Units 1 & 2" are to be con-sidered applicable to Unit No. 1.
18 Am. No. 54,12/20/79 1636 132
ACNGS-PSAR LIST OF FIGURES (CONT' D)
Figure Title 3.8-1 Containment Vessel Structural Features 3.8-2 Deleted 3.8-3 Reactor Containment Building Internal Structures Base Details 3.8-4 Reactor Building Piping Penetrations 3.8-5 Reactor Building Steel Plate RPV Pedestal 3.8-6 Reactor Building Reactor Shield Wall 3,8- 7 Typical Equipment Foundation 3.8-8 Typical Reinforcement De ta il 3.8-9 Drywell Base Detail 3.8-11 Reactor Building Dome - M&R 3.8-12 Containment Vacuum Breaker A//K' vs. Maxitum Containment Negative Pressure 3.8-13 Small Line Break Inside the Containment 3.8-14 Containment Response After Drywell and Containment Vacuum Breaker Initiation 3.8-15 Drywell Negative Pressure vs. Time for Steam Condensation Following Small Primary System 3.8-16 Relative Effects of Heat Sinks and Spray Depressuriza tion 3.8-17 Inadvertene Spray Activation 3.8-18 Preoperational High Pressure Drywell Leak Ra te Test 3.9-1 RPV and Internals Vertical Dynamic Model 3.9-2 The Amplification Factor p as a Function of the Frequency Ratio w for Various Amount s of Viscous Damping (ll-Upda te xxxviii Am. No. 54, 12/20/79 1636 133
ACNGS-PSAR 3.8 DESIGN OF CATEGORY I STRUCTURES 3.8.1 CONCRETE CONTAINMENT The Mark III Containment Complex does not utilize a concrete Containment.
The primary Containment will be a free standing steel vessel. The drywell is enclosed by the steel Containment Vessel which, in turn, is enclosed and protected by the Reactor Shield Building. The Reactor Shield Budiling will l be designed as a Category I structure for earthquakes, tornado and external missile loading conditions. Due to the fact that the Reactor Shield Build-ing is not classified as a Class I pressure vessel it will be discussed under Section 3.8.4, "Other Category I Structures." The steel Containment Vessel and the drywell will be covered under Section 3.8.2 and 3.8.3, respectively.
3.8.2 STEEL CONTAINMENT SYSTEM 3.8.2.1 Physical Description 3.8.2.1.1 General The steel Containment Vessel (Containment), including all its penetrations, is a low leakage steel shell which is designed to withstand the effects of the postulated accidents and to confine the postulated resulting release of radioactive material. The functional requirements of the Containment vessel and the basis of the design pressures are discussed in detail in Section 6.2.1.
Features of the Containment vessel are shown in Figures 3.8-1 and 3.8-2.
54 The free standing steel Containment Vessel is a cylindrical pressure vessel with a hemispherical dome and a leaktight steel bottom. The bottom seal plate is welded both to an embedded grid in the mat and to the Con-tainment vessel walls providing a leaktight bottom. The vessel internal diameter is 120 feet, and the total height is approximately 204 feet. The l54 cylindrical portion of the vessel is adequately anchored to the building mat, but above this vessel is free standing with no physical links to the Shield Building of internal structures. An annular space is provided between the Containment and the Shield Building.
The lower portion of the vessel cylinder and a portion of the vessel bottom liner form two of the boundaries of the pressure Suppre , ion Pool which is discussed in Section 3.8.3.1.
The cer':ainme nt shell provides vertical support for a number of inter-mediate plat forms, the support brackets for which are designed with sliding bases to prevent any restraint in the radial and lateral directions.
Figure 3.8-1 "Section B" shows the design details of the sliding bases. 1 Lubrite type bearings, as manufactured by Merriman Incorporated or an Q3.
approved alternate, will be an integral part of the sliding base. The 17 maximum coef ficient of friction is expected to be 0.15. The selection of slide bearings will also be based up i the Containment service environment (see Section 3.11 for temperature, humidity and radiation requirements) ac (U)-Update 3.8-1 Am. No. 54, 12/20/79 1636 134
ACNGS-PSAR 1
well as loading conditions. Horizontal movements, both for thermal and seismic conditions will be provided after the final analysis is completed.
A 125 ton polar bridge crane will be aupported directly by the Containment shell.
Two personnel access locks with double interlocked sealtight doors and one flanged and bolted sealtight equipment hatch will be provided for access into the Containment.
Containment mechanical, electrical and other penetrations as well as the design criteria for their internals are presented below. The nozzles for these penetrations will be designed and fabricated with the Containment.
3.8.2.1.2 Containment Penetrations a) Design Bases Containment penetrations will be designed to maintain containment itegrity during normal operation of the plant in the event of a LOCA. All Containment penetrations will be designed to meet the requirements of Class MC components of the ASME Boiler and Pressure Vessel Code,Section III. Penetrations will be designed in accord-54 ance with NRC General Design Criterion 53 of 10CFR50 Appendix A and in addition will be designed to meet the following considera-tions:
- 1) Ability to withstand the maximum pressure which could occur due to the postulated rupture of any pipe inside the Containment
- 2) Ability to withstand the jet forces associated with the flow from a postulated rupture of the pipe in the penetration and maintain the integrity of the Containment
- 3) Ability to accommodate thermal and mechanical stresses en-countered in normal operation and other modes of operation and testing.
b) Electrical Penetrations Containment electrical penetrations will be used to pass signal, control and power cables into and out of the Containment, annulus 1 and Shield Building.
The penetration assemblies will be of the split-canister type or flange header plate type and will be designed to accommodate the primary containment nozzles. Upon insertion of the first section of the penetration assembly into the containment nozzle, a field weld will be performed and thus a pressure seal will be established be-tween the steel vessel and the canister or head.r plate. Primary penetration assemblies will be designed to comply with IEEE-317-1976. 54 3.8-2 Am. No. 54, 12/20/79 m .-
1636 in
ACNGS-PSAR 3 . 8 . 2.1.4 Boundaries The boundaries for the steel containment consist of those defined in Para- 33 graphs NA-3254 and NE-Il30 of the ASME Code Section III, and the additional (C) boundaries listed below; a) The steel Containment shell and dome including the portion of the shell embedded in the concrete mat foundation but not including the associated anchorage steel b) The attachment weld of the bottom liner plate to the steel Contain-ment shell 35 (U) c) The attachment welds of the crane girder, piping supports, walkiay or platform supports, and other attachments to the shell or other 35 pressure boundary of the steel Containment. (C)
The bottom liner plate is outside of the boundaries for the steel Contain-ment.
a) Boundaries of jurisdiction of the Containment Vessel Bottom Liner 9 will be in accordance with the ASME Code,Section III, Division 2, Subsection CC, Article CC-ll40 and will terminate at the weld which cont.ects the liner plate to the containment vessel shell.
3.8.2.2 Applicable Codes, Standards and Specifications The design, fabrication, erection, inspection and testing of the steel Containment will comply with the requirements of the following wwith excep-tions as noted:
3.8.2.2.1 Codes, Standards and Specifications a) American Society of Mechanical Engineers (ASME) Codes. 9
- Boiler and Pressure Vessel Code,Section II, " Material Specifications"
- Boiler and Pressure Vessel Code,Section III, " Nuclear Power Plant Components", Division 1, addenda through Summer 1974 54 and updates of NE-3D3 through the Winter 1975 addenda.
- Boiler and Pressure Vessel Code, ASME Section III, Div 2,
" Code for Concrete Reactor Vessels and Containments", issued in January 1975
- Boiler and Pressure Vessel Code,Section V, " Nondestructive Examination."
- Boiler and Pressure Vessel Code,Section IX, " Welding Qualifi-cations" b) American Institute of Steel Construction ( AISC):
(U)-Update 3.8-4j (C)-Consistency Am. No. 54,12/20/79 1636 136
ACNGS-PSAR
" Specification for the Design, Fabrication and Erection of Structural Steel or Buildings -1965, 7th Edition." 54 and Supplements through No. 3 of June, 1974.
3.8-4k Am. No. 54, 12/20/79 1636 137
ACNGS- PSAR 9
The Bottom Liner is classified Class CC in accordance with Sub-Article 35 CC-Ill0,Section III, Division 2, of the ASME Code. (C) 3.8.2.2.3 Code Compliance a) Containment The steel cylindrical shell and dome of the steel Containment in-cluding all penetrations and attachments within the boundaries de-fined in Section 3.8.2.1.4, is designed and constructed in strict accordance with Eubsection NE, Class MC Components, including the requirements for quality assurance of Article NA-4000, and inspec-tion requirements of Article NA-5000 of Section III of the ASMC Code.
The Bottom Liner of the Containment including attachments within the boundaries defined in Section 3.8.2.1.4, is derigned and constructed in strict accordance with Subsection CC, Class CC Components, in-cluding the renairements for quality assurance of Article CA-4000, and inspection requirements of Article CA-5000 of Section III, Divi-sion 2 of the ASME Code. Furthermore, the suppression pool liner 54 will be designed in accordance with the ASME Code,Section III, Division 1, Subsection NE to resist the SRV negative pressure, con-sidering strength, buckling and low cycle fatigue.
b) Code Stamp The steel Containment will not be ASME Code stamped. However, all other requirements of the Code applicable to Class MC containment 35 vessels are complied with. The allowable stress limits are in (C) accordance with Sub-Article NE-3131 (e) of Section III of the ASME Code.
The mat liner will not be ASME Code Stamped. However, all require- 54 ments of Section 3.8.2.2.3(a) will be complied with.
c) Exceptions The following are exceptions to the requirements of Section III of the ASME Code for Class MC containment Vessels. 54
- 1) The design of the bottom steel liner (see Section 3.8.2.1.4) 9 and the concrete mat foundation are not included in the scope of Section III, Division 1, of the ASME Code.
54
- 2) Buckling for SRV loads and post-accident flooding are not in the scope of ASME Section III, Division 1.
d) Attachments Structural steel attachments beyond the boundaries established for the **aal containment are designed and constructed according to the AISC Manual for Steel Construction, Seventh Edit _on, where appli-cable.
(Cf -Consistency 3.8-6 Am. No. 54,12/20/79 1474 )73
ACNGS-PSAR The allowable stress limits for other non-pressure retaining parts 54 are in accordance with Sub-Article NE-3131 (e) of Section III of the ASME Code, e) For the concrete mat foundation and the flat bottom liner plate 1 anchorage, see Section 3.8.2.1.4 and Figures 3.8-2 and 3.
3.8.2.3 Loads and Loads Combinations 3.8.2.3.1 Loads and Symbols The following loads will be considered in the design of the Containment 'l 9 Vessel Shell. Included in this list are all the loads specified in the q3, ASME Code, Section III, Subsection NE-31 A , 1974 Edition. All applicable 18 loads below will be considered in the design.
a) Pressure Loads Pa = D2 sign Internal Pressure for a postulated design basis accident (DBA) = 15 psig as per Table 6.2-1A). For 54 pressure under intermediate break accident (IBA) and small break accident (SBA), see Containment Structure Design Report (CSDR) Figures 3.3-2 and 3.3-5 respectively.
P = Structural Acceptance Test Pressure ='115 percent of P a during DBA 35(D)
P* = External pressure on vessel due to the maximum external to internal pressure differential P0 = Operating Pressure (positive, inside Containment due to negative pressur maintained in the annulus). During post-accident flooding vill be adjusted accordingly Pbd= Pressure effects due to SR valve blowdown (1,2,8 or 19 valves operation), additional to P . For detailed 54 description and magnitudes of thesE loads, see Section 3.5 of Rev. 2 of the Containment Structures Design Report P = Pool swell loads of Containment Shell, vertical and Ps horizontal, including reactions froa structures and projections supported thereof. For detailed description 54 and magnitudes of these loads, see Section 3.2.1 of CSDR.
P'"= Steam condensation oscillation loads including the direct and the feedback effects. For detailed description and 54 magnitude of these loads, see Section 3.2.2 of CSDR.
P = Chugging loads, including the direct and the feedback effects.
For detailed description and magniture of these loads, see 54 Section 3.2.3 of CSDR.
(D)-Design 3.8-7 Am. No. 54, 12/20/79 1636 139
ACNGS-PSAR 35 b) Temperatures (D)
T*= Design (accident) temperature inside Containment. When coinci-dent with P this temperature is 185 F (Table 6.2-1A). Tt is adjusted ac$ordingly when negative (accident) pressure occurs.
For T under IBA and SBA, see Sections 6.2.1.3.1.3 and 54 a
6.2.l 3.1.4 respectively.
T = Operating Temperature (The range is 60 to 80 F inside Containment and 51 to 95 F in the annulus). During SRV blowdown the increased temperature in the suppression pool is included in T . During construction T is specified as the construction temperature.
c) Dead Loads D = Dead loads; they shall include the following:
- 1) Weight of vessel shell, penetrations, hatches and locks.
- 2) The dead weight of the polar crane and its runway.
- 3) Weight of platforms, walkways, equipment, piping, ventilation duct, cable and trays, conduit, etc. These loads are generated 35 either by direct attachment to the vessel, or through support- (C) ing structures.
1636 140 (D)-Design (C)-Consistency 3.8-7a Am. No. 54,12/20/79
ACNGS-PSAR 3.8.2.3.2 Tcad Combinations 9
3.8.2.3.2.1 Containment Vessel Shell The design of the Containment will include consideration of the load combi-nations listed below. Stress limits for these loading conditions are dis-cussed in Section 3.8.2.6.
l 54 a) Construction and Test Conditions
- 1) D + L(I} + T(I) + W(I) 3 Vessel Test (C)
- 2) D + L(2) f7(2) , p(3) , y o t n Crane Test
- 3) D + L(2)(4) + T (2) , po (2) , yn o
b) Nornal Operating or Shutdown Conditions
- 4) D+L+T + P, + R o +F n o 3
- 5) Do L + T,(5) , p9 .p d + R, + F, @
c) Severe Lnvironment Loads 6 9
SRV blowdown
- 6) D + L + To (5) + Po +Pbd+ Ro +F +F n eco Q1.
Refueling 33
- 7) D + L(0) + T (6) , p (6) + R (6) , p ,y o o o n ego Extreme Environmental Loads .35 d)
(D) w n 44
- 8) D + L + cT (5) + oP +Pbd +oR+F n +F eqs e) Abnormal - Severe Environmental Loads Pool swell
- 9) D + L + T (7) + P a(7) + P (bd8+) P ps, P se Steam Conden-sation or or P (9)fg3)+F chugging ch n + F,qo
- 10) D + L + T (10) , p (10) + R + F ( 0), p
- * * " "9 Long Term LOCA
- 11) D + L + T (11)(14) , p (14) , p (12)
Intermediate
+P sc rP *h(9)(13) + R, + F +F ego break, ADS 54
- 12) D + L + T (15) , p (15) , p (8) , p (9) a bd ch g
+R,,.F(iO)+Fego
- 13) D + L + T, + Pe + R, + Fn + F,qo Negative Pressure
- 14) D+L+T + P, + R, + Fn
- j + F,q, Accident at pene-o tration sleeve
- 15) D + L + T (6) , p (6) + R (6) + F Post-accident
+y Pd floodin e90 (C)-Consistenc,g (D)-Design
- 3. 8- 9a Am. No. 54,12/20/79 1636 141
ACNGS-PSAR f) Abnormal - Extreme Environmental Loads
- 16) D + L + T (7) + P I7) + Pd(8) 3 p ,
p (I Steam condensa-P or P +R +F n +F eqs tion or chugging sc ch a
- 17) D + L + T,(10) , p( 0). R, + F (10)
+F eqs
- 18) D + L + T (II)( ) + P (I0) + Pb (l2) Intermediate
+ P, or h
9 +
a
+R +h, break, ADS
- 19) D+L+ 15) , p (15) , p (18) , p (9) g M
+ R, + F n x F,q, Negative pressure
- 20) D+L+T +P +R +F +F a e a n eqs Accident at
- 21) D+L+T o
+P +R o +F n +Y.+F eqs penetration sleeve o j i
3.8-9b Am. No. 54, 12/20/79 1636 142
ACNGS-PSAR _
Notes: (1) Temperature and live load (including snow), durin2 construc-tion. The wind load on the shell will be considered only if the shield building does not provide protection during contain-ment erection. Snow and wind shall cot be combined in the same loading equation.
(2) Ambient pressure, temperature and live load during test.
(3) Pressure test specified for the structural acceptance of the vessel.
(4) Use load factor 1.25 for the crane lifting load.
(5) T, is adjusted accordingly during SRV blowdown.
(6) Use live load, the temperature, the pressure and the pipe reactions during shutdown, start-up, refueling or post-accident as the load combination might call for.
(7) These are pressure and temperature distribution during the l54 first 100 seconds of the short term LOCA (Figures 6.2-5 and 6.2-6).
(8) Single SR valve blowdown only (First Actuation).
(9) It includes all local pressures in the suppression pool region plus reactions from pipes, structures and protuberances.
(10) The pressure, the temperature and the pool water level during the long term postulated design accident (later than 100 sec-onds after LOCA). The maximum values of P and F dump from upper pool during accident) may not be Eo(water incidental and therefore the worst feasible combination will be considered.
(11) The pool temperature increase due to the activation of Auto-matic Depressurization System (ADS) will be considered.
(12) Use ptissure resulting from the blowdown of eight ADS valves.
(13) P ,, P and P c
may occur sequen'cially while not sEmultaneously.h 54 (14) These are pressure and temperature distribution during the intermediate break accident (IBA).
(15) These are pressure and temperature distribution during the small break accident (SBA)
Load Combinations (e) 9,10 and (f) 16,17 cover the design of the overall 54 vessel for the accident fluid pressure cases, include the accident press-ure accident temperature and accident fluid pressure on the vessel shell; 35 the seismic loads on the shell and the penetrations; and the associated (C)
(C)-Consistency 3.8-9c Am. No. 54, 12/20/79 lb b ,_
ACNGS- PSAR values of R The design accident loads 35 discussed a$ov(thermal e, result load) from on the penetrations.
a postulated pipe break inside the drywell. They (C',
would not occur simultaneously with the loads "Y." which are for a pipe break-J ing at a penetration.
54 The intent of load combinations (e) 14 and (f) 21 is to cover the design of local areas around penetrations for any pipe break postulated to occur at a 35 penetration. In such a case, design accident loads (pressure, temperature, LC) and fluid) would not be acting simultaneously on the overall vessel. Th-loads "Y" which would be acting at the penetration already include the thermal effects on the penetration of the postulated pipe rupture (see definition item (g) in Section 3.8.2.3.1).
Local areas will be designed by investigating the applicable loads combined as in the above listed loading cases. Local areas to be investigated in-clude penetration nozzles and tha surrounding shell, anchorage details, crane runway and floor framing brackets, and the dome knuckle. Investigations of these are discussed further in Section 3.8.2.4.
3.8.2.3.2.1 Bottom Liner The containment bottom liner plate will be designed in accordance with the applicable rules listed in the ACI-ASME (ACI-359), Division 2 Code Issued in January 1975. It will also be designed in accordance with selected sec-tions of ASME Code,Section III, Division 1, Subsection NE applicable to strength, buckling and low cycle fatigue for cases where SRV negative 54 pressure occurs. The load combinations shown in Table 3.8 ' are appli-cable to the liner plate design except that load factors for all load cases shall be taken to equal to 1.0.
3.8.2.4 Design and Analysis Proceedures The design and analysis cf the Containment will be the responsibility of the selected containment vendor. The scope of the vendor's responsibility includes the design and analysis of the vessel shell and bottom liner, the vessel anchorage, the crane runway, dome plat forms, intermediate floor support seats, personnel locks, equipment hatch, and penetration nozzles.
The penetration internals discussed in Section 3.8.2.1.2 are not included.
The vessel v ndor will be required to report fully on the actual completed design and analysis, and a sumnary of this will be available for the FSAR.
Containment Vessel design and analysis procedures will vary somewhat according to the selected vendor. However, the followinn discussion rep-resents, in general, a typical example of the approaches utilized, and, in i several areas, it represents specific requirements. q3, 20 (C)-Consistency 3.8-10 Am. No. 54, 12/20/79 1636 144
ACNCS-PSAR The particular computer programs utilized for tie & sign and analysis of tie containme nt ve s se l is de pe nde nt on tie se le ction of t te containme nt w esel manuf acture r. Tte following programs have bee n use d in pas t practice and are indicatiw of tie type to tu use d:
a) Stells of Revolution Program This is based on the me thods outline d in Re fe re nce 3.8-1 for ove rall containme nt vessel including tie anchorap region of tre Containcent (Se ction 3.8.2.4.3) . The program calculate s stresses and displace- I ments in tie shell for static edy , surface and/or temperature loads with arbitrary distribution over the surface of tie ste ll. Tte pro- Q3.20 gram numerically integrates tie eight ordinary first order dif fe ren-tial equations of thin simll theory & rived by 11. Re is sne r. This me thod may be utilized for tre dome-cylinder transition region.
b) Stardyne II A finite element program, especially used for stress concentration areas (pene trations).
c) Tre rmos A proprie tory program used for tie rmal analysis.
d) Proprie tory Program for analysis of ring girders, tle matlematics of which are based on tle 11ardy-Cross Column Analysis for rings (Re fe re nce 3.8-3) . This program will be utilized for the crane runway girde r (Se ction 3.8.2.4.6) .
e) Se ve ral proprie tory programs util' 41ng the mathematics of Welding Research Council Bulle tin No.107 for penetration analysis. (See l 35 Re fe re nce 3.8-2). 1(C) f) Proprietory Programs for seismic analysis of vessel appendages -
utilizing a step-by step matrix analysis.
3.8.2.4.1 Containnent Ste ll and Gene ral Procedure The Containne nt will be e signed in accordance with the ASME Boiler and 54 P re s s a re Ve sse l Co& , Se ction III, Subse ction NE for Class MC Compone nts.
35 Tte minimum thicknesses of tre slu ll unde r inte rnal pressure will be de te rmined using tie formulas of Section III, Subse ction NE of tin ASME 9 @)
Code , July 1974 edition (te reaf te r re ferred to as ASME,Section III). No thickness used in this vessel for inte rnal pre ssure will be le ss t han t ha t re quire d by tiv rule s of Section Ill, Subsection NE.
Tie basic stress intensity limits of Paragraphs NE-3221.1, NE-3221.2, hE-3221.3 and NE-3222.2 will be satisfied for inte rnal pressure loadings using S equal to tle allowabic st re s s , S, tabulated for the w sse l l 35(C) mate riai at t iv de sign te mpe ra ture in Appendix I of ASME Section III. 5 (C)-Consistency SI' (U)-Update 3.17 3.8-11 1636 145
ACNGS- PSAR In ra gions of sub,tantial mechanical or the rmal loads ot he r than pre ssure ,
t he ve ssel will be d3 signed and analyzed using tha requi reme nts of Para- 5 graph UE-3131(b) of Section III of the Code .
Ql-For exte rnal pressure , the ve sse l will be analyzed using the proce dure out- 3,17 lined in ASME,Section III, Paragraph NE-3133. The cylinder is analyzec by conside ring tie length of the cylinder be tween the point of embedment and t he lower ring of tte crane rail support. As outlined in Paragraph NE-3112(c) of ASME Section III, the da sign exte rnal pressure will not b2 increased by 25 percent as required by Paragraph UG-28(f) of ASME Section Vill, since vacuum se rvice is not the primary function of the Containment.
For instability effects resulting from SRV blowdown or post accident flood- 35 ing condition in combination with SSE and OBE respectively, t ha la te st pro- (p) ce dure s acce pte d by the industry, such as those pre se nte d in Re fe re nce 3.8-4, will be use d.
The resulting plate thickne s se s required for inte rnal and exte rnal pressure will be analyzed for th2 loads and load combinations listed in Section 3.8.2.3. This analysis will be made using the basic membrane equations for t hin s he lls. T he s tre ss limits for each load combination are discussed in Se ct ion 3.8.2.6.
35 The containment shell will be analyzed for the re sponse s due to the spe ci- (D) fied SSE and OBE ground acce leration in two horizontal directions and in one ve rtical dire ction acting simultaneously. .
It will be assumed that any direct connections be tween the Containment and ot he r structure s, such as piping, have suf ficie nt fle xibility to preclude any coupling with the Con tainme n t . As d3 scribed in Se ction 3.8.2.1, the in te rme dia be floor supports will be seats with sliding bearing surf aces.
The seismic analysis of tha vessel will include the local ef fects of the access locks vibrating as inde pe nde nt sys te ms. T bc se ismic e f fe ct of this inde pe nde nt vibration will be adde d ve ctorially to all otle r seismic e f fe cts. Acce ss lock seismic de sign is discussed further in Section 3.8.2.4.4.
Additional discussion of the se ismic analysis of th3 Containnant as well as its inte raction with other structures and components of the Reactor Build-ing, is give n in Se ction 3.7.
3.8.2.4.2 Top liead and Kr.uckle The analysis used for tha te misple rical dome will consi&3 r three st re ss 54 cases:
a) Uniaxial compra ssive stre ss re sultant b) Biaxial equal compressive st re ss re sultant c) Biaxial unequal compressive s t re s s re sultant (D)-Design 3.8-12 Am. No. 54,12/20/79 1636 146
ACNGS- PSAR Tte geomtry of this lead is such that circumfe re ntial compre ssive stre ss 54 in tie knuckle region of tte le ad during t te ove rload pre ssure te st is not expe c te d to be critical, and this region should be stable in this configu-ration without any furtier stiffening being required.
3.8.2.4.3 Anchorage Region Tie Containmnt Vessel is assued to be an inde pe nde n t , f ree -s tanding s t ructure rigidly fixed ac tre base Ele vation 116.17 fee t.
Tie anc horage transition region will le analyzed for loads due to inte rnal pre s sure , tre specified tte rmal gradient, tte Containmnt dead load and ea rt hquake load. This analysis rill utilize a S te lls of Re volution Com-pute r Program based on well accepted me thods. (Se e Re fe re nce 3. 8-1) .
Tie program will calculate the st re sse s and displace me nts in thin-walled e lastic stells of re volution wlen subje cted to static edge , surf ace and/or te mpe rature loads with arbitrary distribution ove r tre surf ace of the stell.
Tte te mpe rature st re sse s will be analyzed at tie point of embednent of the stell. This will te based on tie ve rtical tiermal gradients along tin pla te to be supplied to tte ve ndo r. It will be assumed that clu re is no te mpe ra tu re gradient across tie thickne ss of tie p la te . Th. rules of ASHE,Section III, Paragraph NE-3213 will gove rn tie tre a tce n t of te m-pe ra ture stresses as eitter secondary or local.
Tie final de tails of tie weld attachment of the floor line r plate to tie containme nt stcll will be establisted during tte de tailed design and analysis which will be pe rformed by the se le cte d con taince nt ve sse l manu-f ac ture r. The re la tiw position of tie concre te and tie anchoralp ring pre clude s exce ssive stell & flection in the area of .this weld.
9 Tte analytical me thod used for ttese studies are already de scribed in Se c t ion 3. 8.2.4. 3. This analysis included tie area of tre floor line r pla te adjace nt to tie wssel stell as a branch on the analytical mode l.
Tle s tre sse s in tie line r pla te and tiu re latiw de f le ctions we re found to te within acceptable limits.
3.6.2.4.4 Access Locks and Surrounding Stell As pa r t of tie w sse l se ismic analysis , tie vibration driving force on the 1 acce ss locks will be de te rained by accele rations de rived f rom tte spe cifie d Q3.
re sponse spe ctra curves. Tte three component earthquake will to cons ide re d 22 in seismic analysis of tic local e ffects of tie access locks. Tre vibra-ting driving forces will be conside re d to be inde pe nde n t of the vibration modes of tic Shield Building.
Th ste ll stif fness in the re gion of tre lock can te obtaired for a radial load, circumfe rential momnt and longitudinal moment. Usind this stif fness of tie s te ll , tre fuadamental pe riod of vibration can te co mpu te d . From this tie re sponse accele ration of tir lock can be found from tie spe cifie d ru s ponse spe c t ra . Tie driving force of tiu lock will then tu found by multiplying tre mass of tic lock by tie re sponse acce le ration of tic lock.
3.8-13 1 /7 Am. No. 54, 12/20/79
ACNGS- PSAR b) Provide a structure to support tie uppe r pool c) C hanne l ste am re le ase from a LOCA through tte horizontal vents in tie drywell for condensation in tie Suppression Pool d) Provide a support structure for work platforms, monorails, pipe supports, anchorages and restraints, e tc., t hat a re located in tie annulus te tween tle drywell and the steel Containcent e) Provide prote ction fo, tie stee l Containuu nt from inte rnal missiles and/or pipe w hip.
Tie drywell will be a rigr.t circular cylinde r 87 fee t high with an inside diace ter of 73 feet and will contain a net f ree voluce of approximately gg 260,000 cubic fee t. Tie drywell will be & signed as a Category I struc- '
35 ture capable of withstanding an inte rnal pressure of 30 paid (see Se ction 3.8.3.3 for additional & tails on loading conditions). Normal ope rating [7 (D) drywell atmosple ric tempe rature will le approximately 135 F with an acci-
&nt maximum atmosphe ric tempe rature of 330 F. Tre surf aces of tte drywe ll in contact with Suppression Pool water will be s te e l line d.
Two structural mate rials are being conside red for the construction of tre 35 drywe ll. Tre upper se ction utilizes reinforced concre te for tte construc-tion of tie 5 foot thick wall and 4 foot thick top slab. Tte top slab will be stif fened by two 25 f t kep beams which will form tie sides of tie uppe r pool.
Tte lowe r drywell schene will consist of two concentric cylinde rs fabri-cated of steel plate with longitudinal and ve rtical stif fene rs provided as required by the & sign. Tre se cylinde rs will be embedded into tie mat, with e mbedments designed to withstand and transmit all loading e f fe cts.
Tte ve nt openings will be fabriccted of steel plate and will form part of tre cylinde rs. Tte annular spam be tween tie cylinde rs will le filled with 54 conc re te in tir region above tte pool le vel for shie lding purpose . Nominal re inforce ce nt may be provided in tic concre te fill, if composite action of stee l and concre te is re quire d . A continuous circular ring plate or girde r will be provided at tie top of tie steel portion of tre drywell, which will be we lde d to both conce ntric cylinde rs. Tie cadwelds for tte re inforcing of cle concre te portion above will b? welded on this ring. Tie bottom line r of tle Containnent will be se al we lde d to tte inne r and oute r faces of both cylinde rs. Tie outline of tie drywell lower portion and tte an-cho rage de tails are shown on Figure 3.8-3. 54 Acce ss to Reactor Pressure Vessel through tte drywell top slab will be pro- 35(C) vided by tie drywe ll le ad. Access through tre drywe ll walls will tu pro-vided by a 12 1/2 f t diame te r equipte nt hatch and a pe rsonne l lock at grade l54 le ve l. T te hatch will te provided to facilitate re circu lation pump motor re mova 1. Tie standard pe rsonne 1 lock will pe reit entry into tiu drywe11 wir o tle reactor is at hot standby. Tte equipment hatch will also te use d fo r re mo val o f (D)-Design (C)-Consistency 3.8-18 Am. No. 54, 12/20/79 1636 .intu
ACNGS- PSAR
- 2) Ame rican Institute of Steel Construction (AISC)
" Specification for the Design, Fabrication and Erection of Structural Steel for Buildings -
February, 1969 Edition". 35(U)
- 3) AWS Structural Welding Code D1.1-75.
3.8.3.2.2 NRC Regulatory Guides a) Regulatory Guide 1.10 - Mechanical (Cadweld) Splices In Reinforcing Bars of Category 1 Concrete Structures b) Regulatory Guide 1.15 - Testing of Reinforcing Bars for Concre te S t ruc tures c) Regulatory Guide 1.19 - Nondestructive Examination of Primary Containment Liner Welds d) Regulatory Guide 1.31 - Control of Stainless Steel Welding 54 e) Regulatory Guide 1.55 - Concrete Placement in Category I Structures f) Regulatory Guide 1.57 - Design Limits and Loading Combinations for Metal Primary Reactor Containment System Components.
3.8.3.2.3 Spe cif ica tions a) !!aterial Specifications Various ASTM Specifications, supplemented by the furthe r require-uents of ASME Section III, as noted in Section 3.8.3.6.
32 b) Surf ace Preparation Steel S tructure Painting Council (SSPC):
SSPC-SP-3 Power Tool Cleaning SSPC-SP-6 Commercial Blasting Cleaning SSPC-SP-8 Pickling SSPC-SP-10 Near White Blasting Cleaning SSPC-PA-1 S hop , Field and Maintenance Painting c) Purchase Specifications T te purchase specifications will be prepared by the Architect-Engineer and will specify tie requirements for materials, design c r ite ria , f abrica tion , erect ion, inspection, and quality compliance.
Tlcse specifications will reflect and expand on tte requirements se t forth in tie Sections of 3.8.3 which follow.
(U). Update 3.8-23 Am. No. 54, (12/20/79) 1636 149
ACNGS- PSAR P = normal ope rating pressure (2.0 psig inside tie drywell and 0.0 psig outside the drywell).
P = pressure used for acceptance te s t to w rify structural integrity and/or compliance with maximum allowable leak rate specified for the component. For drywell pressure te s t ,
34.5 psig shall be used.
44 P = maximum dif ferential positive (outward) accideot pressure Q130.
" 24 (JU psid) or maximum differential negative (inward) accident pre ssure (21 psid) for tiu drywell. Maximum negat ive acci-dent pressure is not considered coincident wit h Poal Swell loads. For P unde r IBA and SBA, see Figures J.3-1 and
- 3. 3-4 of Re v .82 of the Containment Structures Design Report 54 re s pe e t ive ly.
T =
normal operating tecperature (135 F inside the drywell and 80 F outside tie drywell). During blowdown mode under 35(D) normal operacion, the te mpe ratu re increase is also inclue d in T . During construction, T is specified as con-stru0 tion temperature , and during post accident flooding T, is adjusted accordingly.
=
T, accide nt temperatures associated with the accident pre s-sure P and including T .
air te$perature in the Orywe(330 F is used ll under for maximum DBA transient condi-tions as indicated in Figures 6.2-6 and 6.2-10 of Chapter 6 of this PSAR). For T under 8
IBA and SBA, see Sections 54 6.2.1.3.1.3 and 6.2.1 3.1.4 re s pe ctive ly.
F = seismic loads pnerated by the Operating Basis Earthquake 9
(OBE) specified for tie site (Section 3.7 of this PSAR).
During post accide nt flooding, the mass of wate r will be prope rly accounted for. Tte simultaneous occurrence of three dimensional earthquake motion is conside red.
F = seismic loads pnerated by the Safe Slutdown Earthquake "9" (SSE) specified for tie site (Section 3.7 of this PSAR).
Ttu simultaneous occurrence of three dimensional earthquake motion is conside red.
44 R = piping loads during normal operating or stwtdown condi- lQ130.
tions, and their related internal moments and forces as 24 given by the reactions of piping systems subjected to normal operating thermal / hydraulic conditions (Chapter 4 and 5 of this PSAR). When steam relief valves are actuated R stull also inclu& tie blowdown rea c tion s.
=
R, piping loads due to increased temperature resulting from tre postulated design accidents, or their related internal 44 moments and forces as given by related reactions of piping lQ130.
24
, , _ . , 3 g IUsd iJu (D)-Design 3,8-24a Am. No. 54, (12/20/79)
ACNGS-PSAR systems subjected to tie postulated accidental tiermal/
44 hyJraulic R. conditions (Chapter 6 of this PSAR), and including lQ130.24 o
Y r
=
equivale n t static load on the structure generated by tie 3 reaction on tre broken high energy pipe during tie pos tu- Q3.23e lated break, and including an appropriate dynamic factor to account for tie dynamic nature of tie load (Section 3.6).
=
je t impingement equivalent static load on a structure Y) generated by tre postulated break, and including an appro-priate dynamic to account for the dynamic nature of the load (Section 3.6).
'g =
missile impact equivalent static load on a s;ructure generated by or during tie postulated break, like pipe whipping, and including an appropriate dynamic factor to account for tie dynamic nature of tie load (Section 3.6).
P pd
=
pre ssure loads due to Main Steam Safety Relief Valve (SRV) blowdown. During LOCA &ccident condition only one valve is assumed to open based on a single failure crite ria. For de tailed description and magnitude of tiese loads, see Sec- 54 tion 3.5 of tfe Containcent Structures Design Report (CSDR),
Re vision 2.
P =
pool swell loads, including pipe and other structure re -
Y" actions resulting from these pressures. For de tailed des-cription and magnitu& of these loads, see Section 3.2.1 of 54 CSDR.
P
=
steam condensation oscillation loads, including the dire ct and tie feedback ef fects. For detailed description aux! mag-nitude of these loads, see Section 3.2.2 of CSDR. 54 P =
g chugging loads, including the direct and the feedback ef-fe cts. For detailed description and magnitude of these loads, see Section 3.2.3 of CSDR.
F =
hydrostatic pressure due to post-accident flooding of tre con tainment to a level of 68'-6" above tie bott om line r. 35(D) b) Steel Inte rnal Structures Tie following loads will be conside red in tic & sian of tir stee l inte rnal structures: 44
=
Q130.24 D Dead loads shall inclu& the following:
- 1) Weight of structure itself;
- 2) Weight of pene trations (includind shielding), hatc he s and locks; 3 g7f jrj l030 131 (D)-Design 3.0-25 Am. No. 54, (12/20/79)
ACNGS- PSAR
- 3) Weight of platforms, walkways equipment, piping, ventilation duct, cable and trays, conduit, etc.
L = 44 Live loads will inclu& all or part of tie following te mpo-rarily imposed loads: al30.24
- 1) Equipme nt laydown and live load on refueling on intercediate floors, including any construction loads (Refer to Section 3.8.3.3.2b).
- 2) Live load in equipment ha tc h.
- 3) Live load in access locks.
, 4) nonorail inist loads.
P = 17 normal operating pressure (2.0 psig inside the drywell and 0.0 psig outside t he d rywe ll) . Q2- 3. 37 T, =
normal operating temperature (135 F inside the drywell Q2-3.38 and 80 F outsie tie drywell). During blowdown tie in-creased te mpe rature in tre pool is incluid in T,. During 35(D) construction T is specified as construction temperature and during pos2-accident flooding T is adjusted ac-cordingly.
44 R =
pipe reactions during normal operating or shutdown condi- bl30.24 tion based on tie most critical transient or steady state condition. When SR valves are actuated R g include tre blown reactions.
F =
hydrostatic pressure due to normal water le vel in the sup-pression pool. Tie upper pool dump during cccident will be appropriately accounted for.
I' t pressure used for structural acceptance te s t (34.5 psig) l44 Q130.24
=
P bd p re ssure 1 ds & t Main Steam Sahty ReHef VaM (SRO blowdown. During DBA and SBA accident conditions, only one va l ve is assumed to open based on a single failure crite ria.
During IBA accident condition, P re pre sen ts t iu load induced by 8 ADS valves actuatiogd For & tailed description and magnitude of t he se loads, see Section 3.5 of the Con- 54 tainment b eructures Design Report (CSDR).
P =
pool swell loads , including pipe and ot te r structures P*
reactions resulting f rom these pressures. For de tailed des-cription and magnitu& of these loads, see Section 3.2.1 of Re v. 2 of the Containment Structure Design Report.
P se
=
steam condensation oscillation loads, including the direct and the feedback effects. For detailed description and mag-nitude of these loads, see Section 3.2.2 of CSDR.
(D)-Design 3.8-26 Am. No. 54, (12/20/79)
)hbb
ACNGS- PSAR P
"h
=
Chugging loads, including the direct and the feedback effects.
For detailed description and magnitude of these loads, see 54 Section 3.2.3 of CSDR.
P
=
maximum dif ferential positive (outward) accide nt pre ssure (30 psid) or maximum differential negative (inward) accident -17 pre ssure (21 psid) for drywell, maximum negative accident Q2 3.37 pressure is not conside red coincident with Pool Swell loads.
Q2- 3. 38 For P unde r IBA and SBA, see Figures 3.3-1 and 3.3-4 of g CSDR fespeetive ly.
=
T, accide n t te mperatures associated with tie above accide nt pressures and including T . Fo r Ta unde r DBA, see Fi dures 6.2-6 and 6.2-10. For T nde r IBA and Sua, seu 54 Sections 6.2.1.3.1.3 and 6.2.1.3^1.4 respe ctively.
R,
=
pipe reactions unde r thermal condition generated by tic 44 postulated accident and including R .9 R shou ld appro- Q130.24 priately conside r dif ferences be tween po,itive s and ne ga tim accident pressure cases.
F pa
=
hydrostatic pressure due to pos t-accident flooding of the con tainme nt to a le vel of 68' - 6" above tie bottom liner.
F =
seismic loads pnerated by tim operating basis earthquake .
"9 During post accident flooding, tie mass of water will be prope rly accout.:e d for.
F ep
=
seismic loads pnerated by tie safe shutdown earthquake.
Y r
=
equival nt static load on the st ructure ge ne ra te d by tre reaction on tre broken high ene rgy pipe during tre pos tu-lated break, and including an appropriate dynamic factor to account for tie dynamic nature of tte load (Section 3.6).
Y, =
f2 t impingemnt equivalent static load on a structure 3
generated by tte postulated break, and including an appro-priate dynamic to account for the dynamic nature of tre load (Section 3.6). 17 Y =
missile impact equivalent static load on a structure generated by or during tie postulated break, like pipe whipping, and including an appropriate dynamic factor to account for tre dynamic natuiv of t re load (Section 3.6).
S =
required section strength based on tie clastic de sign un thos and tre allowable stresses defined in Part 1 of tie AISC
" Specification for the Design, Fabrication and Erection of Structural Steel f or Buildings ", Fe brua ry 12, 1969.
3.8-26a Am. No. 54, (12/20/79) 1636 153
ACNGS-PSAR b) Stee L Internal Structures The design of tiu steel structures inside the Containannt will in-clude consideration of tic load combinations listed be Low. S tre ss limits for these loading conditions are discussed in S ection 3.8.3.5.
- 1) Liecker plate or grating platforms, structure steel f raming, 17 RPV and Shield Wall Pedestal, Reactor Shield Wall, and Weir Q2-3.37 Wall (a) Service Load Conditions (1) S = D+L+T (2) S = D+L+F +F ego n (3) 1.5S = D+L+T +R + P +F o o o n (4) 1.5S = D+L+T +R + P +F +P o o o n bd 44 (5) 1.5S = D+L+T
+Ro+Pg +F n + ego (6) 1.5S = D+L+T +R + P +F +F +P bd o o o n ego (b) Factored Load Conditions (1) 1.6S = D+L+T +R +P +F + F, 9
(2) 1.6S = D + L + T, + R9 +P g
+F +F +P bd (3) 1.6S = D + L + T, + R, + P, + F n (4) 1.6S = D+L+T#+R +P +F +P or P, +Y Y or P h+ Pbd + Y r (5) 1.6S = D + L + T +R + P +F +F a a a n ego 4
(o) 1.6S = D + L + T +R + P +F+P or P
+"Y +"Y gsy se or Pch + F ego r j m (7) 1.7S = D + L + T a +R a + Pa +F n
+F eqs (8) 1.7S = 0 + L + T +R + P +F +P or p4 P or P #+ P"g + i "Y @8 Y "+ Ym (9) 1 6S = D + L + R +T + F +F '4 4
0 o e90 Pa Q130.24 1636 154 3.8-28b Am. No. 54, (12/20/79)
ACNGS-PSAR (c) Plastic Design Methods For structural embers subjected to pool swell loads, such 44 as lower platforms (Ground and IICU) and quencher supports, 1130.24 plastic & sign m thod may be use d. The applicable load combination for such cases are:
(10) 0.9Y = D + L + T +R # + 1.25 P8 + 1.2 P of P
Ps 54
- sg or P Fn F 1.25 Pbd + Feq y c *h,+y j r m (11) 0.9Z = D + L + T" +R +P +P P or 54 e
Pch y
+ Pbd + nF "+ F * + S "j ,+ $r eqs m
- 2) Lower Drywell and Drywell Closure Head 17 (a) Service Loads Q2-3.37 (1) Construction Condition
- a. D+L+T o
(2) Test Condition
- a. D+L+T 44
+ P' Q130.
(3) Normal Operating Condition 24
- a. D+L+T +P +R +y o o o n
- b. D+L+T +P +R +F +P 9 bd (4) Seve re Environmntal Condition
- a. D+L+T +P +R +F +F o o o n ego
- b. D+L+T + P, + R +F +Pbd + F ego (b) Factored Loads (1) Extrem Environental Loads
- a. D+L+P +T +R +F +F o o o eqs n
- b. D+L+P o+To+R o+Fegs + Fn+ Pg (2) Abnormal Loads
- a. D + L + P, + T, + R, + ?n L ng te rm LOCA 54 (D)-Design Am. No. 54, (12/20/79) 3.8-29 1636 155
ACNGS- PSAR J b. D+L+P
- +
P
.y a++ 'y txt
+P .~or Poci swell steam P
T Fa++ R ps condensation or se or P c"h n r j clugging 54
- c. D+L+P +T +R or Inte rm dia te bre ak ,
p a a a +Pbd + P sc ADS ch + p n
- d. D+L+P +T +R +P +P + Small break p a a a bd ch n
(3) Abnorma l/Se ve re Environmental
- a. D + L + P, + T, + Fgq9 +R +F Longte rm LOCA
- b. D+L+P +T +F +R +P Pool swell stear
- S F +P yn ps, P sc $r P c "h r@ Y @Y M + condensation j
m
- c. D+L+P + T, + R, + Pg+P sc r Inte rm diate break ADS Pch + Fn %Fego
- d. D+L+P +T +R Small break y ,y a a a +P bd 4' Pch +
n ego (4) Abnormal /Extrem Environmntal
- a. D+L+P +T +F +R +F Longte rm LOCA a a eqs a n
- b. D+L+P +T +F +R +P Pool swell steam M
+F + Pps", Pse* or pqs ,ya,y J condensation or
+Y n ch r g m
- c. D+L+P +T +R +P +P Inte rm diate bre ak ,
" 8" or P ADS ch + nf + f eqs
- d. D+L+P, +T + Rg + Pbd + ch S all break
+F +F n eqs (5) Post Accident Flooding with Earthquake
- a. D+L+R +T +F +F o o ego pa Note - For the Drywell Closure llead the it/drostatic pressure of the pool water above t he lead is substituted f ar tre te rm F .
In tie above co.tbina t ions , tie rma l loads can te ne gle c te d w te n it can be s hown t hat they are self-limiting and secondary in na tu re wtu re the mate rial is ductile .
For combinations 5, 6, 7, and 8 of (1) (b), in computing tir re -
tuire d ;4e ct ion s t re ngt h, S , tic plastic section modulus of steel s tupee s may in used. For load combinations of (1) (b) a bo ve involv-ing i and/or F both cases of L having its f u ll va ltv- or l44 q
130.
24 3.8-29a An. No. 54, (12/20/79) 1636 156
ACNGS- PSAR being comple tely absent will be checked for platforms and floor sys-tems supported by steel floor framing. Sep arate live loads value s will be assigned for concre te or grating and checker plate floo rs sup-ported by steel framing. The operatin; condition floor live load will be based on minimum OSHA require uents since personnel will have limited access to these areas during operation. All spare parts, l35 etc. will not be stored on these platforms. Tte shutdown condition (U) li ve load will be based on equipment re moval and/or repair con-siderations such as Recirculating Pump Motor removal.
T he followind live loads will be used for concre te or grating and c te cke r pla te floors supported by steel f raming:
17 Ope ra ting S hu tdown Condition Condition EL 234 33' S tee l be ams 200 PSF 500 PSF G ra tin,, & c he cke r pla te 100 PSF 100 PSF EL 207.33' S tee l be ams 100 PSF 200 PSF Urating & checker plate 100 PSF 100 PSF EL 196.33' S tee l be ams 100 PSF 100 PSF Grating & checker plate 100 PSF 100 PSF EL 184.83' Steel beams 100 PSF 200 PSF
- Grating & checker plate 100 PSF 100 PSF
- Except 500 PSF for Standby Liquid Control Area EL 158.75' Steel beace 100 PSF 350 PSF Grating & checker plate 100 PSF 100 PSF Concrete Slab 100 PSF 350 PSF (U)-Update 3.8-29a (1) Am. No. 54, (12/20/79) 1636 157
ACNGS-PSAR
- 2) Tension Concre te tensile strength (membrane and/or flexure) shall not be relied upon to resist the external loads and moments or the forces and moments resulting from inte rnal self-constraint.
- 3) Shear, Torsion, and Bearing Refer to Article CC-3431.3 of the ACl-ASME Code. l35(U)
- 4) Reinforcing Steel Stresses and Strains Bar Tension (a) Ave ragg tensile stress 0.5 f .
y 3
The values given in Item (a) above may be increased by Q3.23e 331/3 percent when temperature effects are combined with ot he r loads . The 33 1/3 percent increase for stress 54 allowable shall also apply to test conoitions which in-clude t he temporary pressure load.
- 5) Axial Compression 3
(a) For load resisting purposes the stress shall not exceed 43-0.5 f . 23e y
(b) The stress may exceed that given in Item (a) for com-patibility with the concre te but this stress may not be used for load resistance.
c) Concre te Temperature
- 1) T he following temperature limitations are for normal operation or any other long-term period. The temperatures shall not ex- l54 ceed 150 F, except for local areas which are allowed to have increased temperatures not exceeding 200 F.
- 2) T he following temperature limitations are for accident or any other short-term period. Tie temperatures shall not exceed 350 F for the inte rior surf ace . Howeve r, local areas are allowed to reach 650 F from steam and/or water je ts in t he event of pipe failure.
d) Design for flexure , axial and shear loads
- 1) Assumptions for factored loads (a) T he strendth design of members for flexure and axial loads shall be based on the assumptions given in this section, and on satisfaction of the applicable conditions of equilibrium of forces and compatibility of strains.
(U)-Update 3.8-36 An. No. 54, (12/20/79) 1636 158
ACNGS-PSAR (b) Strain in tin reinforcing steel and concre te shall be assumed directly proportional to the distance from tie neutral axis.
Q3.23e 3.8-36a Am. No. 54, (12/20/79) 1636 159
ACNGS- PSAR 3.8.3.7.1.1 High Pressure Structural Proof Test This test will be started after the temperature inside and outside the dry-well has been maintained at 60 F or higher for the previous 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
During this test, the temperature inside and outside the drywell shall be maintained above 60 F.
A temporary bank of air compressors will be used to pressurize the drywell.
The initial step in the test will be to raise the drywell pressure to 10 f; 1 psig and hold for at least one hour. During this period, the drywell and containment pressure and temperature will be monitored along with the air flow rate from the compressors into the drywell. The leak rate will be determined in a gross manner using the air inflow information.
A walk thru gross visual and noise inspection will be made on the exposed exterior surfaces of the drywell. Particular attention will be paid to discontinuities such as the air lock, equipment hatch, and steam and feedwater line penetrations.
During the second step, the drywell pressure will be raised to 20 + 1 psig, and the one-hour hold, measurements, and inspections will be performed as described for the 10 psig hold period.
The final step will be to raise the drywell pressure to 115 percent of its design value or 34.5 psig. The pressure shall be maintained with f; 1 54 psig of this value for at least one hour while the drywell pressure and temperature and air inflow is monitored and the visual inspection completed.
The structural acceptance criteria is no visual evidence of gross structural failure as determined by the ability of the structure to meet the subsequent drywell leak rate tests.
In the event that the drywell is a prototype drywell,* it will be provided with instrumentation to measure strains and radial deflections as follows:
- 1. Strain Measurements Strain gauges will be placed at or near the inner and outer sufaces of the drywell wall at two azimuths as follows:
32 No. of Elevations Locations 1 Vent region in the steel portion of the cylindrical drywell wall
- Prototype drywell. A prototype drywell is defined as one that incorporates a new or unusual design feature (which, as determined by analysis, causes the drywell to respond structurally in a significantly di f ferent manner than previous designs), in part or in full, that has not yet been confirmed by a test on a prototype drywell with appropriate ins t rume nt ation .
i636 100 3.8-46 Am. No. 54, 12/20/79
ACNGS-PSAR No. of Elevations Location 1 Mid-height of the drywell wall above the steel section where the drywell wall is of reinforced concrete construction.
Strain gauges will not be provided at the mid plane or neutral axis of the wall because they provide limited information for the low strain levels that are predicted.
- 2. Deflection Measurements Instrumentation will be prcvided to obtain measurements of radial deflections of the drywell wall at three azimuths as follows:
No. of Elevations Location i Vent region in the steel portion of the 32 cylindrical drywell wall 1 Midheight of drywell wall 1 Top of drywell wall The measurement locations selected for the test shall include points of varying stiffness characteristics such that an overall representative deflection pattern can be obtained.
In the event that the drywell is a prototype drywell, a detailed 35(C) description of the instrumentation, measurement locations, measurement tolerances, and predicted responses will be provided twelve months before the test is scheduled to be performed.
If, however, the drywell is not a prototype drywell and if the strains and deflections measured on the drywell which is an acceptable prototype correlate satisfactorily with analytical predictions, then neither strain nor radial deflection-measuring instrumentation will be provided on drywell 35(C) and the testing described above which is applicable solely to prototype drywells will not be performed on the ACNGS unit.
3.8.3.7.1.2 High Pressure Leak Rate Test 30 Immediately following the high pressure structural proof test, the drywell pressurization sources will be shutdown and redace the crywell pressure 54 to its design value of 30 psig. The change in drywell pressure and temperature will be monitored for the next 30 minutes.
The drywell pressure and temperature decay information wyll be used to establish that the drywell leak rate is less than the allowable value.
The drywell air flow rate from the one-hour structural test holding period will be used as a gross check on the drywell leak rate.
Figure 3.8-13 shoes the expected pressure decay rate for the drywell from the 30 psig starting point s
{}6 }h) 3.8-47 (C)-Consistency Am. No. 54, 12/20/79
ACNCS- PSAR a) Reactor Shield Building (RSB) b) Reactor Auxiliary Building (RAB) c) Fuel Handling Building (FHB) d) Diesel Generator Building (DGB) e) Control Center Building (CCB) f) Ultimate Heat Sink Intake Structure Complex (UHS) g) Diesel Fuel Oil Storage Tank Building l 39(U) 35(C)
Figure 1.2-2, Plot Plan shows the arrangement of these Sections.
For design of foundation nats refer to Section 3.8.5.
3.8.4.1 Description of the Structures 3.8.4.1.1 Reactor Shield Building (RSB)
The Reactor Shield Building (see GA drawings, Section 1.2) will be a reinforced concrete dome-cylinder structure with cast-in place mono-lithic walls which represents the shield of the Mark III Reactor Building protecting the steel containment. It will be a semi-leaktight structure consisting of a 130.0 foot (ID) cylindrical shell with 3.0 foot walls and a 2.5 foot thick shallow domed roof. The structure will have an overall height of approximately 210.0 feet and will be separated from l' 54 the steel containment by a 5.0 foot gap at the cylindrical section and a 4.0 foot gap at the center of the dome.
l 54 The Shield Building will be designed for normal structural loading 35(C) iacluding ventilation pressure differentials, wind, tornadoes, tornado generated missiles and earthquake. The ventilation system will be designed to maintain the pressure inside the annulus within design limits.
Access to the inside of the Containment through the Shield Building will be provided by two personnel locks approximately 9 feet 0 inches diameter. The equipment access opening will also be provided of suf-ficient size to allow for the removal of various equipment.
The Reactor Building will be supported on an independent reinforced concrete mat. Waterproofing will be provided for the exterior portion of the Shield Building below grade.
35 3.8.4.1.2 Reactor Auxiliary Building (RAB)
The Reactor Auxiliary Building will be approximately 207 feet long by 35 123 feet wide adjacent to and partially " wrapping around" the Shield (C)
Building. It will house residual heat removal equipment, high and low-pressure core sprays equipment, associated electrical, heating and ventilating equipment , and the elevator for access to the upper elevations 35 (C)
(U)-Update (C)-Consistency 3.8-48a Am. No. 54, 12/20/79 1636 162
ACNGS- PSAR of the Containment Building.
The Auxiliary Building will have a tunnel to house the main steam and feedwater lines which run from the Reactor Building to the Turbine Building. The tunnel will be approximately 21 feet high by 36 feet wide after leaving 35(C) 1636 163 3.8-48a (1) (C)-Consistency Am. No. 54, 12/20/79
ACNGS-PSAR A uniform nonnal live load of 30 psf will be considered for the shield building dome and 65 psf will be used for the roofs of the other Category I structures. A minimum uniform live load of 100 psf 5 will be considered for floors, stairs, and platforms not subject to vehicle traffic nor used for equipment laydown. Load s for areas subject to such use will be established as appropriate for the particular area.
Live loads shall not be used in establishing inertia forces for seismic calculations.
c) Soil Pressure (11) 3 The static soil pressure to be used in the design will be Q3.24 established as described in Section 2.5.4.10.3.
d) Water Loads (B) 3 Q3.24 The structures will be designed for the surface water or ground-water elevation under normal environmental conditions. Wave action will be considered in the design of the Ultimate Heat Sink Intake Structure. Refer to Section 3.4.3. l 35(C) e) Crane Lifting Loads (C) l3 These loads consist of wheel reactions on the structures due to a rated lif ting load, positioned in such a way as to give maximum loading on structural members considered. Included will also be the vertical, lateral and longitudinal impact loads due to crane operation.
f) Thermal Load (To ) l54 3
Thermal ef fects and loads during normal operating or shutdown conditions will be based on the most critical transient or steady Q3.24 state condition.
The following temperatures will be used:
- 1) Shield Building Annulus Space l 35(C)
Maximum temperature of 95 F, normal operating condition 35(U)
(Summer)
Minimum temperature of 51 F, normal operating condition (Winter)
- 2) Ambient Temperatures for Category I Structures, including Shield Building 3'5 (C)
Maximum 7 day mean 90 F (Summer)
Minimum 7 day mean 32 F (Winter) 35(U)
- 3) As-built concrete temperature is 70 F g) Reaction Forces (R )
1636 164 3 (U)-Update lQ3.24 (C)-Consistency 3.8-54 Am. No. 54, 12/20/79
ACNGS- PSAR The pipe reactions during normal operating or shutdown conditions 3.
will be based on the most critical transient or steady state Q3.24 condition.
h) Safety Relief Valve Blowdown Feedback Effect (P )
These are the loads generated via the feoback effect of Safety Relief Valve (SRV) actuation during noraal plant operating 54 conditions or loss-of-coolant accident c.ondi tions . While actuation of 1, 2 or 19 SRVs will be postulated under normal conditions, only the 8-ADS valves will be assumed to activate during Intermediate Break Accidents (IBA) and one valve is assumed to inadverdently open during Design Basis Accidents (DBA) and Small Break Accidents (SBA). For a detailed description of these loads, see Section 3.5 of Containment Structures Design Report (CSDR).
3.8.4.3.1.2 Severe Environmental Loads Severe environmental loads are those loads that could infrequently be 3 encountered during the plant life. Included in this category are: 9*'
a) Wind Loads (W)
These are the loads generated by the design wind specified in Section 3.3.1.
b) Seismic Load (F )
ego These are the loads generated by the Operating Basis Earthquake. 5 The seismic loads will be computed through dynamic analyses, as 91-described in Section 3.7. g 3.3 c) Ice Load (Ultimate lleat Sink Intake Structure)
The possibility of ice flooding at the intake structure is negligible, as discussed in Section 2.4.7.
d) Soil Pressure (H'o)
Category I structures are surrounded by Class -I engineered backfill. The soil structure interaction model for dynamic analysis discussed in PSAR Section 3.7.1.6 includes this 35(D) backfill around the structures. The results of the soil-structure interaction dynamic analysis will provide the dynamic soil pressures acting on structures walls. the soil pressure Ho is the lateral earth pressure under Operacing Base Earthquake conditions in excess of the static soil pressure 11 .
1636 165 (D)-Design 3.8-55 Am. No. 54,12/20/79
ACNGS- PSAR b) Thermal Load (Ta )
These are the thermal loads under thermal conditions generated by the postulated break and including T,.
c) Reaction Forces (R,)
These are the pipe reactions udner thermal conditions generated by the postulated oreak and including Ro .
d) Pipe Loads (Yr }
These are the equivalent etacic loads on the structure generated by the reaction en the broken high-energy pipe during the postulated b reak , and including an appropriate dynamic factor to account for the dynamic nature of the load, e) Jet Impingement (Y.)
J These are the jet impingement equivalent static loads on a structure generated by the postulated break and incluRng an appropriate dynamic factor to account for the dynamic nature of the load.
f) Misaile Load (Ym)
Tnis load is the missile impact equivalent static load on a 35(C) structure, such as those generated by an equipmen; failure or pipe whipping during a postulated break, and an appropriate dynamic factor to account for the dynamic nature of the load.
g) Pool Swell Feedback Effect (P )
Ps This is the feedback ef fect resulting from the LOCA air clearing and pool swell loads.
h) Steam Condansation Feedback Effect (P, )
This is the feedback ef fect resulting from the LOCA steam 54 condensation oscillation loading.
i) Chugging Feedback Effect (Pg) .
This is the feedback ef fect resulting from the LOCA chugging load.
In determin!.ng an appropriate equivalent static load for Yr , vj , and Ym, elasto plastic behavior may be assumed with appropriste ductility 35(C) ratios, provided deflections are not excessive and will not result in loss of function of any safety related system.
(C)-Consistency 3.8-56b Am. No. 54,12/20/79 1636 io6
ACNGS- PSAR 3.8.-4.3.1.5 Other Notations 3.8.4.3.1.5.1 Concrete Structures U = Required ultimate strength to resist design loads or their related internal moments and forces as defined by the ACI-349-76 Code, Section 9.2. 135(U)
I 3.8.4.3.1.5.2 Steel Structures 5
S = Requi red section strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC " Specification for the Design, Fabrication and Erection of Structural Steel for Build-ing ," Februriry 12, 1969.
3.8.4.3.2 Loading Combinations 3.8.4.3.2.1 Concrete Structures 3.8.4.3.2.1.1 Service Load Conditi;ns For Service Load Conditions, which include loads encountered during 35(C) normal plant operation and shutdown and severe environmental loads, the following load combinations will be considered:
U = 1.4D + 17 L + 1/4B + 1.7H + 1.7C* + 1.7P **
U = 1.4D + 17L + 1.43 + 1.7H + 1.9 F +Hbd, y,7 p ,,
U = 1.4D + 1.7L + 1,4B + 1.7H + 1.7W"S 1.7 P ** bd bd (D) 54 If thermal stresses due to T and R are present, the following combinations should be consi8ered: 35(C)
U = 0. 7 5 ( 1. 4D + 1. 7 L + 1. 4 B + 1. 7 H + 1. 7 T + 1.7 R + 1.7C*
1.7P **) 54 U = 0.75D Yl .4D + 1.7L + 1.4B + l 7H + 1.7 T + 1.7 R + 1.9 35 F + 1.9 H' )
I?"a 0.75 (1.48) + 1.7L + 1.4B + 1.7H + 1.7 T + 1.1 R + 1.7W (D)
+ 1.7 Pg **
For all load combinations above, both cases of L , H, H' P and C having their full value or bei.ng completely absent shalf,be%o,nsidered.
The fo i . ving load combinations shall also be considered. 35(C)
U= 1.2D + 1.2B + 1.9 F U = 1.2D + 1.2B + 1.7W '9 35(D) 3.8.4.1.2.1.2 Factored Load Conditions For factored load conditions, which represent e> treme environmental, abnormal, abnornal/ severe environmental and abni rmal/ extreme envi ronmental condi tions, the strength design method will be used 35(C) and the following load combinations will be considered:
1636 167
( U)-Up da te (C)-Consistency (D)- Design
- 3. 8- S7 Am. No. 54, 12/20/79
ACNGS-PSAR
- 1) U = D + L + 11 + 11 ' +T +R + F, + + C* + P **
- 2) U = D + L + 11 + T +R +W + B b **B
- 3) U = D + L + 11 + T +R +l5P t
+ Bb f 1.5 (P ** ,
P ** or P **) +al.25ap ,, a ps
- 4) U sg 9 t ghll + 1.25 Hj bj T +R + 1.25 P +Y 54
+Yj+Y m+ 1.25 Fego + B + 1.25 (Y*, ps Pse,or Pch) + Pbd
- 5) U = D + L + 11 +T a +R a +P a +Y +Y j+Y + 11 r m
+F eqs
+B+P ** ,P ** or P ** + P **
ps se ch bd
- 6) U = D + L + 11 + To +R o + B' + Pbd**
- Crane Load "C" applies only to Fuel llandling Building. 35(C)
- Loads due to feedback effects apply to Shield Building and those ad jacent structures which are significantly affected as indicated in the soil structure interaction model analysis. 54 in load combinations (3), (4) and (5) above, the maximum values of 35 P ,T ,R ,Y.,Y and Y will be used unless a time history (C) a0alysis $6 pdrfoEmed to" justify otherwise. Furthermore, only feed-back effect due to single SRV actuation has to be considered in these 54 three load combinations. Load Combinations (2), (4) and (5) shall be satisfied first without the tornado missile load in (2) and without Y Y. and Y in (4) and (5). When considering these concentrated loads,', 3 Idcal se? tion strength capacities may be exceeded provided there will be Q3.24 no loss of function of any safety related system.
Both cases of L ,11, H' , 11 ' ,Pb , and C having their full values 54 orbeingcompletelyabSenthillgeconsidered.
44 3.8.4.3.2.2 Steel Structures I130.
Q 15 a) Service Load Conditions
- 1) S = D + L + C* + P **
- 2) S=D+L+F +P **
ego bd
- 3) S=D+L+W+P g
- 54 If thermal stresses due to T and R are present and are secondary and self-limiting in natuEe, the following combinations should ateo be satisfied:
la) 1. 5 S = D + L + T +R +C*+P **
o o bd 2a) 1.5S=D+L+T +R +F +P **
o o ego bd 54 3a) 1.5 S = D + L + T +R +W+P **
o o bd lioth cases of L and P having its full value or being completely absent, bd 1636 160 (C)-Consistency 3.8-57a Am. No. 54, 12/20/79
ACNGS-PSAR 3
Q3.24 b) Factored Load Conditions
- 1) 1.6S=D+L+T +R +F + C* + P ** 54 o o eqs bd
- 2) 1.6 S =D+L& T -R +W +P **
o o t bd
- 3) l'.6 S = D + L + T +R + +P **,P **
or P ** + P ** a a a Ps se ch bd
- 4) 1.6S=D+L+T + 1.0 P + 1.0 + (Y . + Y +
Ym ) + 1.0 Fego + $ **, P a** or P ** J + p r** + R 35 ps se ch bd a (D)
- 5) 1.7S=D+L+T +R +P + 1.0 (Y +Y +Y-)+
a a a r m J F +P **,P ** or P ** + P **
eqs ps se ch bd The term C applies to the Fuel Handling Building only.
- Loads due to feedback ef fects apply to Shield Building only. 54 1636 169 (D)-Design 3.8-57b Am. Fo. 54,12/20/79
ACNGS- PSAR Y = Loads generated by the missile impact during the postulated 5 break. Q1-9.29 F = Ilydrostatic pressure due to post-accident flooding of the Pa steel containment or its related moments and forces.
i 44 5 = Buoyancy force due to Probable Maximum Flood IQ130.24 ebd= Pressure loads due 1, 2, 8 or 19 Main Steam Safety Relief Valve (SRV) blowdown under normal plant operating or accident 54 tanditions.
P = Pool swell loads, including pipe and other structure Ps reactions resulting from the pressure. 35(U)
P = Steam condensation oscillation loads, including the direct and the 8"
feedback effects. 54 P Chugging loads, including the direct and the feedback effects.
h Vor a more exact definiticn of the aboi e loads, refer to Section 1.8.3.3.1 a)
P = Containment Vessel structural acceptance test pressure, as described in Section 3.8.2.3.l(a) and 3.8.2.8(a) c) Other Category I Buildings The definitions and symbols appilcable to the Category I buildings other than the Reactor Building are as specified in Section 3.8.4.3.1.
3.8.5.3.2 Loading Combinations a) Reactor Building Mat The load canbiaations to be used in the design of the Reactor Building mat are as shown in Table 3.8-3. Furthermore, l54 the following load combination will be considered under Extreme Environmental category to include the ef fect due to Probable 44 Maximum Flood. Q130.24
- 1) 1.0D + 1.0L + 1.0P o
+ 1.0To + 1.0Ro + 1.0B b) Other Category I Building The load combinations to be used in the design of Category I building mats are as indicated in Sections 3.8.4.3.2.1.1.2 and 3.8.4.3.2.1.2.1, c) In addition to the load combinations referenced above , th fo l-lowing load combinations are utilized to check all Category I building foundations against sliding and overturning due to earthquakes, winds and tornadoes, and against floatation due to ,
floods.
35(D) 3.8-73 (U)-Update (D)-Design Am. No. 54, 12/20/79
.n
ACNGS- PSAR
- 1) D+H'+F eqo
- 2) D+H+W 35
- 3) D + H" + F (D)
- 4) D+H+W
- 5) D+B where, H is the static soil pressure load, H' and H" are the lateral earth pressures under OBE and SSE respectively, and B is the buoyancy force. The flood level to be used for deter-mining the buoyancy force is discussed in Section 3.4.2.
Ib3b l7) 3.8-73a (D)-Design Am. No. 54,12/20/79
ACNGS-PSAR For the above load combinations, the minimum factors of safety will not be less than the following:
Minimum Factors of Safety Load Combination Ove rturning Sliding Floatation
- 1) --
1.5 1.5 -
35(D)
- 2) 1.5 1.3 -
- 3) -
1.1 1.1 -
- 4) -- ----
1.1 1.1 -
- 5) -
1.1 45 (D) 3.8.5.3.3 Soil Bearing The soil bearing pressures developed and factors of safety against bearing f ailure calculated f rom the loading combinations specified in Section 3.8.5.3.2 will be within the limits described in Section 2.5.4.10.1.
3.8.5.3.4 Settlement A discussion of the expected gross and differential settlements is presented in Sect ion 2.5.4.10.
All Category I structures are separated from each other and differential settlement between structures will not impose loads on the structures.
3.8.5.4 Design and Analysis Procedures 3.8.5.4.1 Analytical Techniques 3.8.5.4.1.1 Dynamic Analysis Lumped mass models of structures including their foundations will be made as described in Section 3.7.2.1.1.1. Equivalent static forces will be obtained at the assumed mass locations including the foundation.
- 3. 8. 5. 4.1. 2 Static Analysis The static analysis of all Category I foundations will be performed by con-ventional stiffness / flexibility computerized methods using proven industry accepted computer programs such as NASTRAN, STARDYNE, EAC/ EASE, and ANSYS.
l35(U) 3.8.5.4.2 Design Procedures The design methods for the reinforced concrete foundations covered by this section shall be as follows: 5,1,/
a) Reactor Building: as described in Section 3.8.3.4.1 b) Other Category I Buildings: as described in Section 3. 8.4.4 (U)-Upda te
( D)- De s ign 3.8-73b Am. No.
i636 i72
ACNCS-PSAR TABLE 3.8-1 STRESS LIMITS FOR CONTAINMENT VESSEL Load Stress Criterion Prima ry St re s se s Primary and Pe ak Stre sse s Buckling Combination Ca te go ry Bend + Local Se condary Ge n . Me mb. P Local Memb. P Memb. P +P B
Construction Construction Conside r for 125% of and -
Fatigue Allowables
$4 Dest Owe rpre ssure Test 0.9 Sy 1.25 Sy 1.25 Sy 3S Analysis given by .
" NE-3133 Normal and Ope rating or Conside r for See Table Se we re Shutdown with Fatigue 3.8-2 or without OBE S, 1.5 S, 1.5 S , 3S analysis Normal Ope ra ting Not integral and See Tabla 5 Ext re me with Continuous S 1.5 S 1.5 N/A N/A 3.o-2 a a a Q1- 3.20 SbE w
Q1-9.29 L..
Integral and The gre a te r of The gre ate r of The gre a te r of See Table Ql 1.8 S ,or 1.5 Sy N/A N/A 3.8-2 Continuous 1.2 S, or Sy 1.8 S ,or 1.5 Sy 35(C)
__s
@ Abnormal Accident with See Table (sN3 he we re O BE S 1.5 S
- 1.5 S N/A N/A 3.8-2 (JFs Post Accident The greate r of The gre a te r of See Table
~~'
Flood with OBE 1. 5 S 1.8 S or 1.5 Sy 1.8 S or 1.5 Sy N/A N/A 3.8-2
~~ i a a m kJ l Accident with Not integral and See Tabbe g;g Abnormal 3.5-2
- Extreme S SE Continuous S, 1. 5 S , 1. 5 S , N/A N/A
$0
.O vil1 In te ge ral and The gre a te r of The gre ate r of The greate r of See Table
-#5 Continuous 1.2 s o r Sy 1.8 S or 1.5 Sy 1. 8 S or 1.5 Sy h/A N/A 3.8-2 gg a a a
- p ____- ________________
x b.
ACNCS-P5 TABLE 3.8-1 (Cont 'd )
foad Stress Criterion Primary Stresses Primary and Peak Stresses Buckling Combination Category Bend + Local Secondary Gen. Memb. P, local Memb. P Memb. P g +P L Ql, 3.20 Accident with Not integral and The greater of The greater of The greater of See Table SSE and Rupture Continuous 1.2 S or Sy 1.8 S or 1.5 Sy 1.8 S or 1.5 Sy N/A N/A 3.8-2 91-9*
a a a 29 Jet or Missile loads integral and 85% of Stress Intensity Limits of 85% of Allow.
Continuous Appendix F N/A N/A given by F 1325 Note: The stress symbols used in this table conform to the definitions given in ASME Section III Div. I Subsection NE 3000.
Y
?
4 B
A E8
- ?~
.% .7,
$ CN u
s ACNCS .5AR IABLE 3.8-3 54 UPPER (CONCRETE) DRYWELL AND REACTOR BUILDING mat 1 LOAD COMBINATIONS AND LOAD FACTORS s) 35 Ca te gory D L I) P P P T T F F W( W(}R o R Y Y P P P II PchFpa o t a o a ego eqs a Y Re maras t r a j bd se os Se rvice :
Inst 1.0 1.0 1.0 1.0 Construction 1.0 1.0 1.0 1.0 Normal 1.0 1.0 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 sRV, (3)
Se we re Environme ntal 1.0 1.0 1.0 1.0 1.0 or 1.0 1.0 54 1.0 1.0 1.0 1.0 1.0 or 1.0 1.0 1.0 SRy, (3)
Factore d :
w Ext re ne y Environme ntal 1.0 1.0 1.0 1.0 1.0 or 1.0 1.0 ce 1.0 1.0 1.0 1.0 1.0 or 1.0 1.0 1.0 SRV, (3) abnormal 1.0 1.0 1.5 1.0 1.0 1.0 1.0 1.0 1.25 1.5 S hort Te ra LOCA, (4), (5) 1.0 1.0 1.5 1.0 1.0 1.25 1.5 (6) 1.0 1.0 1.5 1.0 1.0 Long Tern LOCA Abnormal /Se ve re 1.0 1.0 1.25 1.0 1.25 or 1.25 1.0 1.0 1.0 1.0 1.0 1.25 Short Te rn LOGA,
,ig (4), (5)
E Environme n t s1 1.0 1.0 1.25 1.0 1 25 or 1.25 1.0 1.0 1.25 (6)
)S 1.0 1.0 1.25 1.0 1.25 or 1.25 1.0 Long Iera LovA
(( 1.0 1.0 1.0 1.0 1.0 1.0 Post Accident g Flooding
~~~
Abnormal /Extneme 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 S hor t Ta ra LOGa, CDPN (4), (3) 1.0 U 1.0 En viron me n ta . 1.0 1.0 1.0 1.0 1.0 1.0 (6) 1.0 1.0 1.0 1.0 1.0 1.0 Long Tern LOCA LT1
ACNGS- PSAR TABLE 3.8-3 (cont'd) h0Tt;S :
(1) Re fe r to Section 3.8.3.3.1 for symbols and nume rical value s.
(4) Inclues all temporary construction loading during and af te r construction of tte Drywe ll . Both cases of L having its full value or being completely absent will be cons te re d.
(3) Due to 1, 2 or 19 SRV ope ration only, the tiermal ef fects and pipe reactions will te treated as T &R unde r normal ope ration. 35 (4) T te maximum values of P , T , R , Y , Y and Y will te applied simultaneously, unless a time-hisEory analysis is ge rformed to jus tif y ot he rwise . Loc $1 sfresfes Em $oY,Y nay exceed the allowable provided the re is no loss of function.
(S) Due to s hort term LOCA with 1 SRV ope ration t teonif,, and Ytbraal ef fects and pipe reactions die to SRV discharp will te tre ated as T, and R, for accide nt condition. The pool swell load (Pps), tte steam condensation oscillation load (P , the chugging load (P the accide nt pre ssu re (P and tteir corresponding accident te mpe rature (T will be combined in accordance wiEE)their actual time depeE$)n,t mutual occurrence.,)Both cases of Drywell wall un& r outward and inw$)d r pressures will beinve stiga te d.
(6) Due to small Break Accident (SBA) with 1 SRV actuation and Intermediate Break Accident (IBA) with 8- valve ADS ope ration, t te t he rmal e f fe ct g and pipe reaction loads die to SRV actuation will be included in T and R .
(7) Applies to Reactor Huilding mat design only. *
(8) W hile P applie s only to Design Basis Accident (DBA) short te rm c se s , P applies to both DBA and IBA, and P 8Pplies to all three accidenEs (DBA, IBA and SBA); tow ve r, the se three loads will not occur sNltaneously. *h 2
m 8
~
3 en CN CN
9 i
s c
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CONTAIN. VESSEL EL 32G.50, ' / HEMISPHERE- HEAD E 32400' EL,32a@' _ _ . OC %
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l*
i ACNGS - PSAR IR GO'-0 44 GCLEAR d, COMT TEE RING
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. / WITH ACCESS
_- 2 gI I o
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[f 4/ EL llG.17' x 1
/
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/ DET 7.
PART PLAN OF BOTTOM LINER l'=2010 SECT A NTS TOP OF LINER ft $!BM TEST AMGLE y V EL ilG.lT
. m. m,,.
Wl4 %f SECT D SECT B l* = 20 4 MTS
- i fWEIR Wall [PRYWELLU CONTAIN. VESSEL ~
, WALL 5 i
i f :: TOP OF LINER ft
_e* .--e y._ gh _. EL llG.17',-) __ e" 4 u,]F wo , , F' s$
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LJ LJ SECT C l63b I70 NTS Am. No. 54, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 CONTAINMENT VESSEL STRUCTURAL FEATURES FIGURE 3.8-1
ACNGS-PSAR Figure 3.8-2 has been deleted 1636 179 Am. No. 54,12/20/79
I I
R e m 5 E iMa a 8 WELDED To k & TOP 0F R R =G5'O R.GO'O
- gt g33,og %
(INNER) to ob i 5
w -C U us J @ DRYWELL$f JL WALL % uj J
p
% u 8
a w
c" 2
o s g --
o
- w -
o i --
d m .Yi E E *!
m W --
j o STEEL CONTAINMENT ey-
$ "VE9SEL ,@ --
u g'4j --
t W i E v+
e = --
CONSTR JT / TEST ANGLE S EL 116.17' i i
_ t
,_[ uI
( '
(TYP) s I ' '
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- e i 8$ e , 3' O I,_. 5'-O . _ _ _ . _ _ _ .
1
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g m .
e n . (CONSTR JT 1636 180 5
ACNGS - PSAR (
plNNEP CHELL OF RPV
'G/
% EL llG.58'
~
STIFF &S s
g eBASE &
_EL ll S.08' w j >,. ,,/
g - U L DET A (AS SHowM) REACTOR CONT.
_ R=3(-4
~
DET 6 (SIMILAR) SYM ABOUT(
EL I42.2S' STEEL PEDESTAL BASE DET
~T
-l
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~
WALL 9UITORTING
' ' W EIR
/ WALL R
( -1 STEEL 4
-- d RPV PEDESTAL WITH CONC FILL.
d EL 12G.77, FOR STL STRUCT
, SEE FIG ~3.8 5
_ _ _ N J
] "
COMCRETE DOUGHNUT DET B - DET A T LINER
- , Ljl&50' \, , , ,/ ,
J L T/ LINER r, r, ElllG.lT , pi pg
' ' J puvo &-: hu
, _ _ _ . - 18'- G '?__
5% o 10'l'2 ECT E 1636 181 Am. No. 54, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 REACTOR CONTAINMENT BUILDING INTERNAL STRUCTURES BASE DETAILS FIGURE 3.8-3 1
i I
I N -
fREACTOR BlO. SHIELD COhC FILL RPV 4 (TY?) \
WALL. SEE] g]
FIG w
!l 1 f SKIRT y i
!l i
\
TOP OF PED _EL 14M' -
- CONC PILL El 147.50',_, g s... (TYP)
E Vo -
(F F) _
HOFR KING , / 6_ -
DIAPH I'8 ul ----
gis (G } mas sHEu. 6>
a HEL
- G NNE N O PLATF BMT D# OUTER SHELL TOP OFUNER EL 116.50' BOTTor o4 EL il5.08' /" s r t fr i (
s' o lo'lk to'sk e -s STEEL RPV PEDESTAL 1636 182 i
)
f ACNGS - PSAR VERT lt SUPP POR CRO OPNG HORIZ RING O!APH7 VERT DIAPH r ^N P w
/- N "
'TP EQUIPMENT HANDUNG PLATP BRKT(TVP)
-. . . _ _ - 160' 0' ' 160' INNEK S4 ELL INNER SilELL N 1% i /
HORIZfE b BELOW AND A150VE OPNG OUTER SHELL 270, (TYP) CONC FILL g lO' (TYP)
SECT F SECT G 1636 183 Am. No. 54,12/20/79 HOUSTON LIGHTlHG & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 REACTOR CONTAINMENT BUILDING STEEL PLATE RPV PEDESTAL FIGURE 3.8-5
I
, d REACTOR CONT A T_- lO OV
' _ _ 3
,,-m rg
- y p /
/
/
A72
- LAYER M, '
g.
3 BOT tfl T, f 8 A \ B
, i
{A ._
i Al
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\
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\ ! /
s l- /
~ ,-
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l PLAN 2" suas cons conc /h x
l'k( '
e sraae cons c w c
'%Y <coet 9 Mojc-fo
+ 0 t i
F0 G5'O __ , G5'O 3o
/
TYPICAL CROS5 SECTION TROUGH CENTERUNE
' .- [ EL 221.00' 1636 184 i
)
CNGS - PSAR \
1
! REACTOR CONT bW0 i'o .
bk
\
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15'O 2"D LAYER BOT[
/
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ll r
SECT A N'I d SYMM AbouT 4 L
,_ g0 15' O l l
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+
8 1~ k E *' e ms.
W e) . ;
.l_ _ __ ._.
JOINT '. h
.75' :1 NTYPICAL QUADRANT
.. l \
r k b*36 SECT 6 TYP REtNF PATTERN Al TOP DEAD CENTER Am. No. 54, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 REACTOR CONTAINMENT BUILDING DOME - M&R FIGURE 3.811
ACNGS-PSAR 3.9.2.2 Design Loading Combinations The design loading combinations conside red in the & sign of ASME Code Class 2 and 3 components are categorized as Normal, Upse t, Emergency or Faulted plant conditions in Table 3.9-2. Additional loading combinations for 54 piping in tie suppression pool area, however, are pre sented in Chapter 7 of Pav. 2 of the Containment Structures Design Report. Applicable stre ss limits for piping, vessels, tanks, pumps and valves are given for each condition in Table 3.9-3.
3.9.2.3 Design Stress Limits Stress limits given in Table 3.9-3 are based on elastic & formation for all conditions.
3.9.2.4 Analytical and Empirical Me thods for Design of Pumps and Valve s The design stress limits given in Table 3.9-3 for ASME Class 2 or 3 pumps and valves are selected to prevent excessim deformation which could impair the operability of the components. Manufacture rs shall be required, in the component specification, to submit te st procedures and or analytical methods to demonstrate that components will function as & signed and in accordance 3 with tie criteria specified in Section III of the ASME Code. Tre valve and Q3-pump ope rability assurance program is given in Appendix 3.9.B. 32 3.9.2.5 Design and Installation Crite ria, Pressura-Relieving Devices Safe ty valves and relief valves with free discharge will le analyzed in accordanm with ASME Section III co& case (now in preparation).
Safe ty valves and relief valves with an enclosed discharge will be analyzed 35 by methods which suitably account for tie time-history of loads acting (G) immediately following valve opening (first few milliseconds). The dynamic re sponse of tie piping to the se loads will also be analyze d. Stre sse s resulting from relief valve opening will, when combined with other upset loads, neet tie limits in ASME Section III for upset conditions.
The analyses account for tie actual fact that all valves discharge out-wardly away from tie reactor vessel. T}e simultaneous discharp creates maximum energy inta the piping system at one time and lower mode excita-tion will dominate . Thus maximum responses will re sult.
The fluid induced forcing functions are calculated usind one-dimensional 3 equations for tie conservation of mass, momentum and ene rgy. Tte fluid is assumed to be an ideal gas. Q3, These forcing functions, once calcula te d, are applied at locations along tre piping system whe re chang in fluid flow 33 direction occurs. Applying these functions to the structural system model, a dynamic tion history is pe rformed, to calculate structural response of the piping. Tie refore , a dynamic amplification factor is inte rently accounted for in the analyses.
For Class 2 and 3 piping, the moment due to F (including tic dynamic load Q1" factor) will be included in tie M R *** *9"" ' " * " ' "
(G)-GESSAR 3.9-5 Am. No. 54,12/20/79 1/74 19A
ACNGS-PSAR NJ-3652 of tie Winter 1972 addenda of ASME Section III to calculate s tre sse s 91-at the le ade r-valve inlet nozzle junction.
Fabrication and installation f the valve inlet nozzle to the le ade r will be in full compliance with tie applicable provisions of ASMS Section III, Q Class 2 and 3 for branch connections. Stre sse s in the se pipe s , including }~9 tie effects of valve discharga thrust, will be maintained within code limits.
3 For any pipe run having more than one safety / relief valve ; the most se ve re combination of relief valves discharging simultaneously, including all Q3 valves on one side of the syatem, will be considered in ditermining pipe .23 stresses as described in Sections 3.9.2.1 and 5.2.1.
l35 i
For closed systems wtere tte fluid is discharging from a safe ty-relieving de vice to anotter vessel or chamber, tie dynamic interaction forces of tiu 3 total system including tin attached discharge piping will be considered. 42 Tie e f fects of this loading will be included in tte ti Rterm of equation 9 (C) of Section NC-3652 of tie Winter 1972 addenda to ASME Section III.
Pre ssure relieving devices will be constructed, located and installed so that cley are readily accessible for inspection and repair and so that tin y cannot be readily rendered inoperative. Safety or relief valvea are se t to relieve at a pressure not exceeding tin maximum allowable working pressure of the vessel at the ope rating te mpe rature .
3.9.2.6 Stress levels for Category I Components Stress analysis is used to determine structural adequacy or pressure compo-nents of tie reactor coolant pre ssure boundary undcc tle operating conditions of normal, upse t, eme rgency and faulted. 35 Significant discontinuities are conside red such as nozzle s , flanges , etc.
In addition to tie design calculations required by the ASME III code , s tre ss analysis is perb.rmed by me thods outlined in the code appendices or by ottu r me thods applicable to tie design condition through re ference to analo-gous code s or otle r publisted lite rature .
Examples of me thods and results of significant areas of conside ration are given for major components in tre FSAR.
1636 187 (C)-Consistency 3.9-5a (G)-GESSAR
- v.