Text

Summary of 931028-29 Meeting Between ABB-CE & Contractors & Nrc/Consultants from Llnl Re Structural Design Audit for ABB-CE Sys 80+ Std Plant Design.List of Meeting Attendees & Handouts Encl
	ML20059D019
Person / Time
Site:	05200002
Issue date:	12/28/1993
From:	Shembarger K; Office of Nuclear Reactor Regulation
To:	; Office of Nuclear Reactor Regulation
References
	NUDOCS 9401060328
	Download: ML20059D019 (167)
	v • d • e

{{#Wiki_filter:. hclf d fs f? 4 UNITED STATES .y [ ' *,' ) NUCLEAR REGULATORY COMMISSION WASMNGToN. D.C. 20055-0001 ,f ~.; 9,,,. *' December 28, 1993 Docket No. 52-002 APPLICANT: ABB-Combustion Engineering, Inc. (ABB-CE) PROJECT: CE System 80+

SUBJECT:

PUBLIC MEETING 0F OCTOBER 28 AND 29, 1993, REGARDING THE STRUCTURAL DESIGh AUDIT FOR THE ABB-CE SYSTEM 80+ STANDARD PLANT DESIGN On October 28 and 29, 1993, a public meeting was held between representatives of ABB-CE and its contractors (ABB-lh.pell, Duke Engineering Services, Inc. (DESI) and Stone and Webster Engineering Corporation SWEC)), and the U.S. Nuclear Regulatory Commission (NRC) and its consultants from Lawrence Livermore National Laboratory. The meeting was held at the office of Duke Engineering Services, Inc. in Charlotte, North Carolina. Enclosure 1 provides a list of attendees. The purpose of the meeting was to identify a number of critical areas from structural design and detailing considerations, review and discuss the design calculations for these areas, evaluate the design adequacy, and obtain some insights of the design process for the purpose of incorporation into the. CESSAR. In addition to reviewing structural design and detailing of critical. areas, a few issues related to seismic soil structure interaction analysis and sliding and overturning analyses of the Nuclear Island (NI) were also discussed. The following conclusions were made during the meeting: 1. Several typical connection details including spacing, edge distance, lap lengths, and clearances for main steel and shear reinforcement should be included in the CESSAR. 2. Reinforcement in walls should be consistent with wall thicknesses, unless loading patterns are too different to justify uniform reinforcement patterns. 3. Shear reinforcement should be considered in the basemat, especially in the vicinity of the major shear walls and load bearing walls. 4. Punching shear, especially at major pipe support locations (e.g., Mainstream House) should be considered while evaluating wall thickness and reinforcement. If necessary, additional steel supports should be provided to reduce loads on wall penetrations. When multiple NRC HLE CMIEn UdPY 050033 9401060328 931228 k PDR ADOCK 05200002 f d' A PDR e-

December:28,'i993 penetrations exist, minimum distance between penetrations or openings 1

should be specified. Similarly, minimum edge distances from penetrations should be specified. 5. In designing the steel columns at El. 91+9, the effects of thermal-loads should be considerd 6. The use. of a friction coefficient of 0.7 is not acceptable. As such, the sliding evaluation must be revised. 7. All calculations. supporting the CESSAR must satisfy applicable Quality Assurance Requirements and conform to good engineering practices. References to input documents should be clearly noted and superseded / invalid segments of-the calculations should be clearly marked _ so that a reviewer or user of the calculation can understand the calculation process in absence of the originator of the calculations. t 8. Not all critical areas in the present list have been evaluated by DESI. The remaining areas e.g... Areas Sc, 8, etc. must be evaluated. 9. ABB-Impell will include simplified models of adjacent structures in its NI SASSI analysis. Translational and rotational motions computed at the base of these structures will then be used by SWEC in performing detailed analyses of adjacent structures.

10. While evaluating sliding potential of NI using nonlinear analysis, ABB-Impell will perform sensitivity analysis to determine the effects of using lower friction coefficient and simultaneous vertical motion.

The detailed audit report is presented in Enclosure 2. is the meeting agenda. Enclosures 4A through 4C were used by ABB-CE and their consultants for their presentations at the meeting. is the trip report from Dr. Carl Costantino, the staff consultant. (Original signed by) Kristine M. Shembarger, Project Manager Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal Office of Nuclear Reactor Regulation

Enclosures:

As stated cc w/ enclosures: See next page DISTRIBUTION w/ enclosures: Docket File PDST R/F DCrutchfield GBagchi, 7HIS PDR PShea KShembarger DISTRIBUTION w/o enclosures: TMurley/FMiraglia,12G18 WTravers RBorchardt RArchitzel MFranovich SMagruder TWambach SAli, 7H15 ibrc[hitzelAR 7 / [ l 0FC: LA:PDST:ADAR PM:PDST:ADAR PM:PDST:ADAR 5 /A$ PDST: PShea b A KShembarger TWamb,ach NAME: DATE: 12/M/9h 12/S5/93 K/% 12/g/93 ~ [ 1248/93 0FFICIAL RECORD COPY: CE1028.KMS

o. ABB-Combustion Engineering, Inc. Docket No. 52-002 cc: Mr. C. B. Brinkman, Acting Director Nuclear Systems Licensing ABB-Combustion Engineering, Inc. 1000. Prospect Hill Road Windsor, Connecticut- 06095-0500 Mr. C. B. Brinkman, Manager Washington Nuclear Operations ABB-Combustion Engineering, Inc. 12300 Twinbrook Parkway, Suite 330 Rockville, Maryland 20852-Mr. Stan Ritterbusch Nuclear Systems Licensing ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road Post Office Box 500 Windsor, Connecticut 06095-0500 Mr. Sterling Franks U.S. Department of Energy NE-42 Washington, D.C. 20585 Mr. Steve Goldberg Budget Examiner 725 17th Street, N.W. Washington, D.C. 20503 Mr. Raymond Ng 1776 Eye Street, N.W. Suite 300 Washington, D.C. 20006 Joseph R. Egan, Esquire Shaw, Pittman, Potts & Trowbridge 2300 N Street, N.W. Washington, D.C. 20037-1128 Mr. Regis A. Matzie, Vice President Nuclear Systems Development ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road Post Office Box 500 Windsor, Connecticut 06095-0500 Mr. Victor G. Snell, Director Safety and Licensing AECL Technologies 9210 Corporate Boulevard Suite 410 Rockville, Maryland 20850 P

J ,g .L-. i 7 1 ABB-CE SYSTEM 80+ l STRUCTURAL DESIGN AUDIT MEETING ATTENDEES OCTOBER 28 AND 29, 1993: I bl est Oraanizatisn J G. Bagchi NRC S. Ali-NRC Q. Hossain LLNL C. Costantino CCNY . S. Ritterbusch ABB-CE L. Gerdes ABB-CE S. Dermitzakis ABB-Impell T. Cron .DE&S G. Green DE&S B. Fox DE&S -T. Oswald DE&S R. Hough DE&S-D. Ingle DE&S J. Harrold DE&S N. Kathoria Duke Power-P. Pettie DE&S J. Johnson DE&S S. Stamm SWEC A. Wong. SWEC a G. Tilton SWEC J. Pierro SWEC 'f 1 t -i I

,3 ENCLOSURE 2

SUMMARY

OF SYSTEM 80+ NUCLEAR ISLAND STRUCTURAL DETAILS AND S0Il-STRUCTURE INTERACTION ANALYSIS MEETING QCTOBER 28-29. 1993

1.0 INTRODUCTION

The staff of the Civil Engineering and Geosciences Branch (ECGB), Division of-Engineering (DE), and their consultants met with Asea-Brown-Boveri/ Combustion Engineering (ABB-CE) and its consultants to review and discuss the structural design of critical areas under the governing load conditions and to audit the design calculations. The meeting was held at Duke Engineering Services, Inc. (DESI) offices in Charlotte, North Carolina, on October 28 and 29, 1993. is the list of attendees. Enclosure 3 is'the meeting agenda. Enclo-sures 4A through 4C were used by ABB-CE and their consultaats for their presentations at the audit and Enclosure 5 is the trip report from the staff consultant Dr. Carl Costantino. The main purpose of the meeting was to identify a number of critical areas from structural design and detailing considerations, review and discuss the design calculations for these areas, evaluate the design adequacy, and obtain some insights of the design process for the purpose of incorporation into the CESSAR. In addition to reviewing structural design and detailing of critical areas, a few issues related to seismic soil structure interaction analysis and sliding and overturning analyses of the Nuclear Island (NI) were also discussed. 2.0 AUDIT

SUMMARY

The entrance meeting and the audit started at 8:00 am, October 28, 1993 and the exit meeting was held at 4:00 pm, October 29, 1993. A summary of the agenda is as follows: October 28, 1993 - Scope and purpose of structural design

effort, identification of critical areas; dyna.nic ind soil-structure interaction analyses; static analyses for soft soil and rock cases; in plane and local out of plane analysis results.

October 29, 1993 - Audit of DESI calculations for global loads, missile loads, sliding and overturning of Nuclear Island (NI). and design calculations for critical areas. The audit meeting consisted of two parts. In the first part, DESI identified the scope ' of the detailed design of the critical areas; methodology for the determination of design loads by utilizing dynamic analysis for seismic loads and F static analysis for member loads; methodology for dynamic soil pressures; critical loads and load combinations; structural design codes; and typical i reinforcing details. The second part was the audit of analysis and design calculations for global loads, missile loads, sliding and overturning of NI and C:MLI\\AUDITMUDIT.olo 1of5 L.

= c .g design calculations for critical areas by the staff. A summary of the staff's audit observations and findings is as follows: (1) DESI presented a list of 13 (thirteen) critical areas (see Enclosure 4) that were selected primarily from seismie loading considerations and t DESI's experience in designing several nuclear power plants for Duke Power Company and discussions with the staff. Constructability and stress concentrations were also considered. (2) DESI explained that seismic design loads on walls-or wall segments were obtained from a static seismic model developed by ABB-Impell. The building was represented by a detailed finite element model, and seismic-loads were applied statically as equivalent 'g' loads at the rigid floor levels. The effects of accidental torsion due to non vertically incident or incoherent waves were accounted for in the structural design. The effect of torsion due to the eccentricity between the center of. mass and rigidity were accounted for in the seismic analysis models. Foundation flexibility was represented by equivalent soil springs. (3) DESI calculated the dynamic soil pressure on external below-grade walls due to seismic motion based on SSI analysis results as well as by using the formula given in ASCE 4-86. The pressure variation with depth for these two cases were compared to classical passive pressure variations as shown in Enclosure 4. It was noted that the dynamic effect of the - surcharge from adjoining buildings were included in the SSI pressure plots, but not in the ASCE 4-86 pressure plots (see Enclosure 4). When these dynamic effects are appropriately considered, pressure values from SSI compare well with ASCE 4-86 pressure values, except near the top and bottom of the wall. The differences there were attributed to rocking effects which are not accounted for in-the ASCE 4-86 formula.

However, the design shear and moment values resulting from SSI pressure profile and ASCE 4-86 pressure profile were observed to be very close. The design was based on loads obtained from SSI pressure profile.

(4) In order to determine the permissible differential settlement, DESI calculated the deflection at each corner of the basemat that would correspond to the ultimate moment capacity of the basemat as: ML3

4EI, in which:

M - Ultimate moment capacity of the basemat L - Distance from the basemat center to each corner I - Effective moment of inertia of the cross-section E*- Elastic modulus of concrete Thus, uniformly-loaded cantilever beam assumptions were used, ignoring (i). stiffening effects of the walls, (ii) load concentrations from the' walls, (iii) non uniform nature of soil pressure, and (iv) the effects of.two-way slab behavior. The computed corner deflections were between 18 and 43 inches. [These values indicated that the basemat would have a reasonable i CnAU\\ AUDIT \\ AUDIT.olo 2 of 5

n z. .g amount of resistance against differential settlement. However, because of-the way the problem was formulated and the modeling assumptions made, the resulting deflection values cannot be directly used for evaluating basemat adequacy for realistic partial differential settlement scenarios). The design of the basemat for foundation settlement and the symmetrical reinforcement pattern used by DESI were found to be acceptable. However, DESI should ensure that the calculations are verified by the Quality Assurance process. (5) DESI Calculation No. 4248-00-1622.00-0008 (preliminary and unchecked) for NI Sliding and Overturning Analysis was reviewed. It was observed that in order to demonstrate adequate factor of safety against sliding, the analyst calculated the resisting forces as follows: (i) Coefficient of friction between basemat bottom surface and soil was based on 4 = 35, in which 4 is the angle of internal friction for soil. In computing this frictional force, the ' weight of the NI was reduced by the buoyancy, but the effect of the vertical seismic motion was not considered. (ii) Frictional resistance provided by soil along the two below-grade side walls (parallel to the direction of the applied seismic motion) was accounted for using friction coefficient based on 4 = 35. (iii) The dynamic soil pressure (on the vertical below-grade walls bearing against the soil ) obtained from the SSI analysis was used, properly accounting for the presence of adjacent embedded buildings (e.g., Radwaste building on the west side of NI). The staff observed that friction coefficient of tan 4 = 0.7 is unrealistically high for generic design. Also, reliance on high-frictional resistance along the side walls may not be appropriate because of the presence of backfill. It was intuitively felt that an embedded structure like the NI-should possess enough factor of safety against: sliding, but DESI calculation does not demonstrate it. The primary reason is the application of seismic force statically which ignores the limited energy content of the motion. As such, a refined analysis is more appropriate; alternatively, adding shear keys may need to be considered. (6) DESI Calculation No. 4248-04-1622.00-0009 (preliminary and unchecked) for Columns at El. 91+9 was reviewed. These steel columns in Critical Area 12 are located just inside the spherical steel containment vessel and support the concrete floor at El.115+6. It was observed that the configuration of the columns and the supported concrete floor is such that thermal loading conditions are pertinent and should be considered. However,-no such consideration is indicated in the calculation. (7) DESI preliminary (unchecked) Calculation Nos. 4248-04-1622.00-0016 (Critical Area 9) and 4248-04-1622.00-0011 (Critical Area 3A and 3B) for Shear Walls were reviewed. It was observed that in both of these calculations, the seismic loads were obtained from ABB-Impell's detailed C:MLIMUDrrMUDrr.olo 3 of 5

y z.. finite element. (static equivalent) analysis. In both cases, elements representing ~ a critical shear wall area were. considered separately from-the rest of the shear wall to determine the design forces for the critical p wall segment. Forces ~ and reinforcementi patternst applicable s to the adjacentL segment (s) of the shear walls' were not' calculated along with those - for the critical; areas. This may lead. to uneven reinforcement - patterns that should be avoided. (8) Review of SSI-Related Issues Several SSI-related issues were discussed. ~ These are summarized.'below. Additional issues, including the details of the issues summarized below, are discussed in Enclosure 5. (1) ABB-Impell presented results from new'2D.SASSI calculations'in which a massless rigid link was incorporated'. in the free field model linking nodes' located from 60 ft. to 120 ft. from the NI. These calculations satisfy the behavior - expected intuitively. in the~ regions immediately adjacent to' NI,- and provides important' information on behavior in the vicinity of the NI. (ii) It was agreed that ABB-Impell will incorporate the models of.the structures adjacent to NI directly.into the 2D SASSI modelf of the NI and. compute the motions (both translational and rotational) at the base of these adjacent structures. 'These motions will then be used by Stone &. Webster (SWEC) as fixed-base input..to.its detailed ; structural models. (iii) ABB-Impell briefly described the nonlinear" sliding analysis of then NI._in which the. NI was represented by. lumped-mass stick model connected to a spring-to simulate sliding / friction. A friction - coefficient of 0.7 was used (based on 4 = 35* ).. Buoyancy was : considered, but not the effects of vertical seismic motion. .A friction coefficient of 0.7 was considered to be too high,'and the; effects of vertical-seismic motion should be considered. ~It was-agreed that ABB-Impell will perform. a sensitivity analysis to evaluate. the effects of ' using lower friction coefficient. and vertical seismic motion.

3.0 CONCLUSION

S (I) Several typical connection details including spacing, edge distance, 1ap lengths, and clearances for main steel and shear reinforcementz should be included in the CESSAR. (2) Reinforcement in walls should be consistent with wall thicknesses,' unless loading patterns are too different to : justify uniform reinforcement patterns. (3) Shear reinforcement should be considered in the basemat,- especially-in the vicinity of the major shear walls and load bearing walls. CAALMAUDTBAUDrr.olo 4 of 5

T: ~ .e (4) Punching shear, especially at major pipe support locations (e.g., l Mainstream House) should be considered while evaluating wall thickness and reinforcement. If necessary, additional steel supports should be provided to reduce loads on wall penetrations. When multiple penetrations

exist, minimum distance between penetrations or openings should beLspecified.

Similarly, minimum edge distances from penetrations should be specified. (5) In designing the steel columns at' El. 91+9, the effects of thermal loads should be considered. (6) The use of a friction coefficient of 0.7 (based on 4-- 35* ) is not acceptable. As such, the sliding evaluation must be revised. (7) All calculations supporting the CESSAR must satisfy applicable Quality Assurance Requirements and conform to good engineering practices. References to input documents should be clearly noted and superseded / invalid segments of the calculations should ' be clearly-marked so that a reviewer or user of the calculation can understand the calculation process in absence of the originator of the calculations. (8) Not all the critical areas in the present list have been evaluated by DESI. The remaining areas e.g., A' eas Sc, 8, etc. must. be evaluated. (9) ABB-Impell will include simplified models of adjacent structures in its NI SASSI analysis. Translational and rotational motions computed at the-base of these structures will then be used by SWEC in performing detailed analyses of adjacent structures. (10) While evaluating sliding potential of NI using nonlinear analysis, ABB-Impell will perform sensitivity analysis to determine the effects of using lower friction coefficient and simultaneous vertical motion. e t CAAll\\AUDTRAUDIT.olo 5 of 5 I

fl 3 m, y E WLOSuR E 3 p. t. o f 31 a Agenda for Nuclear Island Structural Audit E - October 28-29,1993 1 o Duke Engineering & Services, Inc. ; 230 South Tryon St. j Charlotte, N.C. Room 5204 Conference Room Phone (704) 382-2919'- l R. 1 3 L 1 Thursday 8:00 a.m. - 12:00 p.m. L 1 k 1. Scope of Structural Design Effort ? Purpose Identification of Critical Areas

l 5

2. Analyses and Methods i Dynamic analyses - Soil Structure Interaction Analyses b l Static analyses - Global loads applied to Finite Element Model r Soft Soil Rock 7 ' . Revised Soft Soil m 'f Local analyses - Out of plane and in plane results -l 3. Calculation Listing Available for Audit Global Loads-4248-04-1622.00-0(X)4 Interaction Curves 4248-04-1622.00-0005 Critical Areas IA B.C 4248-(M-1622.00-0010 'l Critical Areas 2 & 11 4248-04-1622.00-00151 I Critical Areas 3A & 3B 4248-04-1622.00-0011 Critical Arcas 4,6,7 4248-04-1622.00-0006 Cdtical Areas 5A,B,C 4248-04-1622.00-0012 Cdt* cal Area 8 : 4248-04-1622.00-0017 s Critical Area 9 4248-04-1622.00-0016- ] Critical Area 10 4248-04-1622.00-0013 Critical Area 12' 4248-04-1622.00-0009 'l i [ l h t

f3 n ENCL 3 : P' 2-e - 3. Calculation Listing (Cont'd) Critical Area 13 4248-04-1622.00-0014 Missile loads 4248 00-1622.00-0007 Sliding and Overturning 4248-00-1622.00-0008 of Nuclear Island 4 Loads and Combinations Loads Soil Earthquake -ABB-lMPELL static model (inplane) -Lateral Soil Pressure (Kp vs ASCE 4-86 vs. Impell) -Accidental Torsion Major Pipe / Equipment Reactions i -Main Steam Line Anchor -NSSS Reactions Accident Pressure Groundwater Flooding Thermal Missles Wind / Tornado Dead Loads -Mass of Structure -Permanent Equipment Live Loads -Smeared Basemat Settlement Combinations CESSAR-DC Table 3.8-5 5. Design Codes & Standards ACI 349 ANSI /AISC N690 f Conceptual Analysis Methods for Areas -Local Models Summary of Reinforcing Details -Area Details i

g,_ o j._% _p, E act 'S : P. 3 -Typical Chapter 21 Requirements Summary of Changes from Initial Conceptual Design 12:00 p.m. - 1:00 p.m. Lunch 1:00 p.m. - 5:00 p.m. 6. Structural Design Criteria Appendix 3.8A, CESSAR-DC 7. Calculation Review i Friday 8:00 a.m. - 12:00 p.m. 1. Open Issues 2. Continue Calculation Review 12:00 p.m. - 1:00 p.m. Lunch 1:00 n.m. - 2:00 p.m. 3. Exit 1

ABB-CE SYSTEM 80+ l R P. l o f 44 _s>JC L.D SU R E 4A ABB-CE SYSTEM 80+ Nuclear Island Structural Audit t 5 October 28-29,1993 Charlotte, N.C. i i r I h SYSTEM 80+ ..n

ABB-CE SYSTEM 80+

cacL 4n UP. 2 a Purpose of Structural. Detail Effort t t 3 Demonstrate that the. design-of the System 80+ Safety Related Structures can be accornplished in accordance with the-loads, combinations, standards-and methodologies identified in_ l; CESSAR-DC I 4 .i .i i i l i SYSTEM 80+ i

Lo 'ABB-CE SYSTEM 80+ A \\l Euet 4 A : P 3 N-i 1 Critical Areas I 1 i J The scope of the detailed design is limited l to certain areas identified as critical to q demonstrate the ability.to meet design requirements and evaluate constructability-i critical areas identified based on. design d experience at Duke Power Company's. Cherokee, McGuire.-and Catawba Nuclear Stations, and NRC Staff review. Considers constructability and load / stress concentrations [ q a i -SYSTEM 80+

F ABB-CESYSTEM 80+ EntL 4A : P4 v Concrete Reinforcing - Critical Areas Critical Area Section Elevation Col. Line/. Section-Area Azimuth Orientation 1 Shear & 'lA 50 to 158 D-F @ 17 Looking Shield Nort Building Wall 13 50 to 115+6 E17 Looking East 1C 50 to 158 16-18, E-F .Looking; East 2 East Wall @ 2 40 to 93 B14 Looking Turb Building South. 3' Diesel Gen. 3A 40 to 93 N23 Looking. Room Ext. & _ East Int. Walls 3B 40 to 93 N25 Looking East 4 Subsphere 4 40 to 52 2250,R33-R65 Radial Wall -5 Shear Wall SA 40 to 158 K12-K13 Looking and Slab @ North Emerg. FDW Pump Room and 5B 4 0 to 13 0+6 Kll Looking CCW Pump Room Noren 5C 40 to 158 K10-K13-Looking East 6 SCV Anchorage 6 70 to 92 K-Looking Region West - 7 SCV Support 7 50 to 62 K33 & R33 Looking Pedestal West ') l 'l evevt=nn an. Tu \\

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Spent Fuel 9 93 to 117 T17-18 Looking-Refueling East Canal Wall 10 Main Steam 10 '106 to 130 H23-25 Looking Valve House. East Wall 11 Nuclear Annex 11 50 to 91+9 U19-20 Lookin. Wall 9 North Radwaste Building 12 Interior 12 91+9-to 115. N/A N/A Structure Steel Columns 1 13 Basemat 13 40 to 50 N/A Plan and-Elev. e C V Q T "S;" M n n.s. M

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=

Dynamic Analyses ~ I I pets ovittee specirwei 5 tRI Free System 80' .b ,M. 5, item so. i .] t'v tA2 l r ,,h,h,b,]l jt Structural I""" '#"C '# 8 I* qp Subsys'em and Equipment ...i o Ix'1', '1 enai,ses '.fr T T TAA LA 1 () (> t 4I t 7 II (A) 458_ 888 b ~ r, ", qi (y L _1 Ife4 A PT T'T3 r (5l b### ' : "...: :dN?5N? o i ,it ,e, o sse n...i I m o. l J> ( ^g (s) n* 0 IRI A 'I l tCI 'A = ~ Freg - INNNNNNN:I" _ Ed d d da'd d 24AA M T I S A%50 $st eiesel I9 , wi.. i s......... moi u.. s.ssi...... gw Figure 3.1 - Ouulno of Agigillention of Contavl Mouons CMS 2 nani CMS 3 in SSI Analysm .,.....,m._ m r e,, e,,.

. ABB-CE SYSTEM 80+

- '4 System 80+, All Soil Cases Vs. Soft Soils, SSE, All Motions, All Buitdings, N-S -

300 /

s0

/ / / / / /,'

x - -

y i e jup .E \\ G ~ ~ ~ soft c im - Cll CC385 \\ l I I 30 --, i l I '~ I f f 0 8 8 4 4 4 3 02 03M 1.000 1.500 2.000 2.500 3.000 3J00 Maximum acceleration (g) l b?? ?- ?&-----

g* . ABB-CE SYSTEM 80+ wt :4 A : P is ) 1 System 80+, All Soil Cases Vs. Soft Soils, SSE, All Motions, All Buildings, E.W 300 y ? / \\ ,/

50

/ / / / / 200 [ / g S 7 / 'i I 8 150 - - 1 o / J q son im - - C!! CCSe5 / \\ I I 50 - - o -- 4 4 4 4 4 1 0.000 0300 1.000 1.500 m 2J00 3.000 Maximum acceleration (g) i i -i .QVRTPM Rna. M j

^ r ABB-CE SYSTEM 80+ "" #^ ' f Tvoical Local Model' 1 1 y y v v 1 i C + v v v m + W + h tl v l v v v =l'I / / f I f / 1 SYSTEM 80+

ABB-CE SYSTEM 80+ 'M 4^ : !I'7 i Calculation Listina Global Loads 4248-04-1622.00-0004-Interaction 4248-04-1622.00-0005 Curves i Critical Areas 1A,B,C 4248-04-1622.00-0010 2,11 4248-04-1622.00-0015 3A,B 4248-04-1622.00-0011 4,6,7 4248-04-1622.00-0006 SA,B,C 4248-04-1622.00-0012 8 4248-04-1622.00-0017 9 4248-04-1622.00-0016 10-4248-04-1622.00-0013 12 4248-04-1622.00-0009 13 4248-04-1622.00-0014 .I Missile Loads 4248-04-1622.00-0007 Sliding and. 4248-04-1622.00-0008 Overturning Nuclear Island i i l SYSTEM 80+ l

r ABB-CE SYSTEM 80+ Nuclear Island Slidina and Overturnina W-Weight-H-Horiz Shear 1 V-Vert EQ B-Bouyancy. y P-Soil Press 2 k u-Frict Coeff p W 1 F=u(W-B) \\ H U or u(W-V) 4 p m \\ 1 h J L J L J L.- J L J L J L J L J L J L J L B Overturning Point Safety Factors Ah Overturning 2.7.8 A Sliding 1.12 A . Flotation 2.6 4, SYSTEM 80+ m c ..-...... 1 1.m...

r l ""~ ~ ' ABB-CE SYSTEM 80+ R i t Loads and Load Combinations i i 1 I SYSTEM 80+

1

Static SollLoads i

K =0.5 o l G a m a,,1,e = 125 pcf Gamma,e= 145 pcf s 91+9 S - yyyyyy y y Gamma,y= 80 pcf n GWT 89+9 U = t 1 D C B A. E A = 0.5 (S) = Effect of Uniform Surcharge m E B = 0.5(125)H=62.5 (H) = Earth Pressure At-Rest Above Water Table "s n C = 0.5(125-62.4)H=31.3 (Hi) = Submerged Earth Pressure At-Rest D = 62.4 (Hi) = Hydrostatic Pressure o .O E = 62.4 ( Hi) = Bouyancy Pressure - -SYSTEM 80+ m l ,,,w. .,,--,r-. -.,.---~,er ,n-n,-,.,--. ~,,,-.,-~,e-,- = ~, ~, .,--a v-w.., -+v-n v ,,n w-

g
y - 3 M

1 . ABB-CE SYSTEM 80+ " ~ ^' ' *l l I Earthauake Loads l 'l In~ Plane-Static Model Results Out of Plane-Mass accelerated by ZPA Dynamic Soil Pressures-Impell SSI Analysis ASCE 4-86--Elastic Analysis Passive Soil Pressure Pine Reactions 1 Main Steam Line1 Rupture in Main Steam Valve House. Plastic Hinge formation in pipe. NSSS Reactions Accident Pressure Containment Internal Pressure .53-psig j Main Steam Valve House Pressure-10 psig o SYSTEM 80+ 4

i c

O
N ABS-CE SYSTEM 80+

" "" " A ' f COMPARISON OF SOIL LOADS Critical Area 3: Diesel Generator Room Wall l i i u a o x l 90 --s a a a l s a i a c x x s a tx 85 - a s = w c< x so 6 80 - cm a Possive o a '* Static + Impell-I e a = 6 m _$ 75 - q a Static + ASCE 4-86 ~ C e ~ c a A C e ox a 3 70 - tx s a= = m a 5 w a M-e a m c: a i o a C# g M-o n C a O s C s ud e i M-o a o I a rt I a 50 d 0.00 5.00 10.00 15.00 20.00 25.00 LOAD (klps/tt) ) w. ~

ABB-CE SYSTEM 80+'. COMPARISON OF WALL SHEAR DUE TO SOIL LOADS L 95 -

s x 90 ---

ax a Pcssive

4 cxs

Static + impell Cx a cr a C Static + ASCE 4-86 85 7 C a l

c a s a a U 80 . O a a a o a a a l e p a 75 m a o c} m z am .'j ca cm i 3 Criticci Area 3: Diesel Generator Room Wall l g c ^ so eo e o 65 a c a c a o ,.l e o s o e o 60 - a c a e a e s xc s xo 55 - a xa m xa a x0 m xa ,' 2 l -400.0 350.0 -300.0 -250.0 -200.0 -150.0 -100.0 50.0 0.0 50.0 100.0 150.0 'I SHEAR (kips) l J [ N ON

q ABB-CE SYSTEM 80+ i i COMPARISON OF WALL MOMENTS DUE TO SOIL LOADS I 95 - o 90D-o o tc rxo uro 85 - a re s xo s xo a xo a

o 80 -

a xc I s s Pcssive g e-a zo g a xo 75 -

Static + Impell-o a

20 z s e o Static + ASCE 4-86 O a c 8 s e i 3 s c 70 - g a o i e o I a c i a 65 -l a a s a o a o a o a o

ia Cr!ttect Area 3: Diesel Generator Room Wall c:

l~! tr a cr a 55 - oc s oc a cx a or s ex s l 50 l l >x I I -1500.0 -1000.0 -500.0 0.0 500.0 1000.0 1500.0 2000.0 2500.0 MOMENT (ktp* feet) j eom-.,.. Tse

a l r ABB-CE SYSTEM 80+ '^'" "A : F *b ' COMPARISON OF SOIL LOADS 1 Critical Area 2: East Wo!! Adjacent to Turbine Building j 95 - i l j e a x i 90 --a a e a a a e a x x a x e 85 - a i e i e x i se 80 -l C X l 8 Possive ,x = a x Static + impell j a m

s w

% 75 - a x a a. Static + ASCE 4-86 6 o a y a a g a m c a 3 70 - a a d o a 1 O a = m 7 o a M-a u l c a = x s c a l c

X e

s 60 a x O s O a o a C 'x

a 55 -

C a j C a o a a x x s 0 X a 50 0.00 5.00 10.00 15.00 20.00 25.00 LOAD (klps/ft) i i

ABB-CE SYSTEM 80+ "L 44 : 1 24 I COMPARISON OF WALL SHEAR DUE TO SOIL LOADS Critical Area 2: Ecst Wall Adjacent to Turbine Building 95 - 4 90 x o a , pcSsive x c a

U ",
Static + impell 1

,g 85 - 0 Static + ASCE 4-86 c C C 80 ox acx _n CX j 75 - ax z CE* O CEt q cx 3 70 - a oxs ,e axa } m xa m xc a xo 65 - a xc a xc s xc i 60 re- - i oa i c a er a a a I 55 - cx e or s cx a cx a cx a i l l CO l l l i -150.0 -100.0 -50.0 0.0 50.0 100.0 150.0 200.0 SHEAR (kips) t

l -o. ~ ABB-CE SYSTEM 80+. """ 4^ ' f 7 COMPARISON OF WALL MOMENTS DUE TO SOIL LOADS Cr:ticci Area 2: East Wall Adjacent to Turbine Building 90.00 - g* l cm xam x c si l

sgk

!

Possive x Static + Impell I
C 8 x : a

C 8

~ Static + ASCE 4-86 C

c,"

80.00 - x x=, xam xaa j 'O 'g 00 -. 5

== O as Q ! cxu 3 70.00 - U*" g,, a Pa *

ax n Cx 65.00 - 2x e

a a ai n-c I e o a 6000 - a av s xa m .xa R C 55.03 n-oc a s cx n ox a ox a 50.00

o-x; l

= -! -300.0 200.0 -100.0 0.0 100.0 200.0 200.0 400.0 500.0 600.0 700.0 MOMENT (kip

feet)

4 o ENN. 4A r P 2 g J r X l'3 I y l .o. (Q to ! U X 7't I g! X\\o o y1 j ,o t f g s gl / \\ g ~ i ! / s e @e /0; i \\ 9 = 6 N 4 II. ., -_k k X i -2 / -l 4 e c 6 Y n 6 l_ /^ ~ _! t Dl?m b ? \\& 7, s. ~ ~ ~ ~ g e D 2 \\ / l m m k.@ \\Q ,s ( / l p pt i i )M' / \\ J ' (g.o } q lit % 91. Q uu_e__ _e_ l,i i ii>> .m. - l [_ ..y g O g i o O _ O t i~ ! _ l i -lT _ j g. De c,ea: dot >- F 0 1 i_j _i l e i q %# t 0 i' i il lli b _ _L - 2 1, l 'LU g l j l l 1 ~ Q-p g X2/ k = i

g;

-i 'ABB-CE SYSTEM 80+ " '"A: 9' 2 T

i

{ i Groundwater-y 1 Foot-Below' Plant finished. grade ~(89+9)

l Floodincr j

Internal Flooding Elevation 50+0 to Elevation: 70+0. l 1 Thermal J, External Ambient 100F-to -10F j ' Ground Temperature 50F l Internal Temperature Varies Missiles Tornado Missiles per SRP.3.5.3 Table?II j Tornado. Wind Speed 330-mph j Wind / Tornado.- 1 ANSI /ASCE.7-88 and ASCE Papers 3269 and'4933-Wind speed 110 mph (130 mph used) } Tornado. Wind Speed 330 mph .;j SYSTEM 80+ /

i

s Tomado Missile Spectra y SRP 3.5.3 Table ll Design impact Velocity (ft/sec) Impact Missile Descdptions Dimensions Weight (Ibs) Area fin * ). Horizontal Vertical A Wood Plank 3.6" x 11.4" x 12' 115 41 272 191 D 6" Sched. 40 Pipe 6.6"D x 15' 287 34 171 119 C 1" Steel Rod 1"D x 3 ' 8.8 0.79 167 117 D Utility Pole 13.5"D x 35' 1124 143 180 126 m E 12" Sched 40 Pipe 12.6"D;x 15' 750 125 154 108 A .A F Automobile 6.56' x' 4.27.' x 16.4' ' 3990 4030-194 136 31 u o Missiles A, B, C, and E are to be considered at all elevations and missiles D and E at elevations up to 30 feet above all grade levels within 1/2 mile of the structure. ' SYSTEM 80+ m ,,,,,, m

x v Wind /Tomado Loads' .I EL 2/os'o' TUReaus E>tochp EL 191 '-o" kkf EL-24 6'-9 " [h' EL 120'-6" t EL isf-o" RADWAsm RCCF EL I46'-O' EL91'-9' E L 40'-O" 2so'-o a

go._g I

I: 2 x A. SECTION ALONG COL. LINE 17. W

Wind / Tornado Loads. i EL 265 'o"

o

~d SHIELP 9 BLDG. (p'b, g_o-E L I S 6 O' ' ~ ^& Att%. e BLDG. 'm EL 91'-9

E L' 40'-O" i-161'C" 16 t'-O' i

i %k 1-p I L SECTIONLALONG COL. LINE K 5 ,,,,w-I W ~ ~ ~ ' ' ~ " ~ ~ ~ ~ C VC RC ?ff ?

- -- - ---'----^- ^^ "

y,. 6 Windfibmado Loads. "L 4^ : Nb3 3 Aux Building Wind Pressure (psi) Dist Above i Windward i Leeward I Side i Roof. l Elev-Ground I p(psly p(psil p(psi) p(psi) 91 '-9" l 0 1 0.311 -0.201 4.27l 1 101'-9" i 10 1 0.31! -0.201 -0.27I l-111'-9" l 20 1 0.33 l -0.211 -0.29 l l 121*-9" l 30 1 0.371 -0.23I -0.321 131*-9" ! 40 1 0.39 l -0.241 -0.341 141'-9" = 1 5J l 0.401 -0.251 -0.35l-146'-0" i 54.25 1 0.421 -0.261 -0.36I -0.36 151'-9" l 60 1-0.42 l -0.26 l -0.371 156'-0" l 64.25 1 0.431 -0.27I -0.38I -0.38 70 -l 0.441 -0.271 -0.381 161'-9" l 171*-9" 80 0.451 -0.28I 0.39l 181*-9" l 90 1 0.461- -0.29I- -0.411 -l 191'-0" l 90 1 0.47 l -0.30l -0.411 -0.41 L i i Aux Building Tornado Pressure (psi) Dist Above Windward i Leeward i Side I Roof l Elev Ground p(psi) p(psi) p(psi) ' ptpsi) All I na l 1.551 -0.97I -1.36I -1.36 l a 4 -- SYSTEM Rn+ .am

n 1, Windfromado Loads

" " 4^ :

W34 h SHIELD BLDG WIND PRESSURE (psi) Angle i El 157'-0" l El 211'-0" El 250*-6" i El 265'-0" O-0.711 0.16i -0.821 -1.35 15 0.581 0.121 -0.861 O.14 l -0.16 l -0.94 l 30 45 1 -0.19 l -0.48 l -1.07i-60 -0.64 l -0.84 l -1.19 l 75 1 -0.89i -1.08 l -1.24 l 90 -0.87 -1.13 l -1.25i 3 105 L -0.43 i 0.96 - -1.23 l 120 -0.32 -0.65, -1.18 l 135 0.38 -0.40, -1.06 l 150 -0.38 ! -0.34 - -0.9211 165 -0.36 -0.30 -0.82 : 180 -0.25, -0.28 l -0.80i l SHIELD BLDG TORNADO PRESSURE (psi) Angle El 157'-0" El 211*-0" u El 250'-6" El 265'-0" l 0 2.52 l ~ 0.51 -2.39i -3.90 15 T07 ! 0.38 -2.52, 30 0.51 -0.51 -2.77 '~ 45-0.68 -1.51. -3.15 l 60 l -2.26 -2.641 -3.47 1 75 -3.15 -3.39. -3.63 90 -3.09 -3.54 -3.68l 3.02 -3.60 105 -1.51 120 -1.13 l -2.03 : -3.45 l 135 -1.37 -1.26 -3.091 i l-150 -1.33 -1.08, -2.69 L 165 -1.29 .O.96 l -2.391 ^ 180 -0.88i -0.88i -2.34I i Note: Direction of wind is from Angle O to 180. i i L l

i r i i ABB-CE SYSTEM 80+ E^!!L 46: P. 35 l 1 Dead Load Mass of Structure f Permanent Equipment Live Load 5 200-300 psf 25% used in combination with SSE i .B.asemat Settlement Symmetrical Reinforcing Top and Bottom Settlement based on Moment Capacity.of Basemat g r o Load Combinations-i CESSAR-DC Table 3.8-5 t t l f 1 SYSTEM 80+. r

m ABB-CE SYSTEM 80+ M L4A: P. 3 6 i 1 RB Centerline I Ln Y_ a [. .A a i 4 Basemat Differential Settlement j 4 i i. Capacity Based on calculating the deflection I that would occur with the maximum moment in. ,1 the center. Deflection Based on Effective Moment of Inertia i -i l . Maximum Deflection Calculated'at each Corner i 3 Wall Lnfin) A (in) l i North 1932. 18 South 1932 18-i East 2160 22 West 3000 43 SYSTEM 80+

b .p ENCL. 4A : P. 37 5.2.0 Design Load Combinations 5.2.1. General The following loading combinations 'crr' Table 3.8-5 shall be used for analysis and design of Category I structures and their components. Live loads shall be applied (fully or partially), removed, or shifted in location and pattem as necessary to obtain the worst case loading conditions for maximizing intemal moments and forces for all load combinations. Impact forces due to moving loads shall be applied where appropriate. Where any load is determined to have a mitigating effect on the overall loading for a steel or concrete structural member, a load coefficient of 0.9 should be applied to that load component. The reducing coefficient should be used only for that load which can be demonstrated to be always present or occurring simultaneously with other loads. For loads which cannot be shown to be always present, the coefficient for the - counteracting load is set to zero. T'.s 0.9 coefficient should be used in lieu of the calculated concrete and steel coefficients; for concrete replace 0.75*1.4D or 0.75*1.7L with 0.9D or 0.9L, ACI 349 Section 9.2.3 for steel 1.7*1.0D with 0.9'O No increase in allowable loads due to wind in service load combinations is permitted for steel or concrete components. 5.2.2. Loading Combinations for Seismic Category l Concrete Structures The following set of load combinations define design limits for all Seismic Category I concrete structures: 5.2.2.1 Service Load Combinations represent normal operating conditions or combinations of normal loads with severe environmental conditions. a) U = 1.4D + 1.7L b) U = 1.2D + 1.7W c) U = 1.4D + 1.4F + 1.7L + 1.7H + 1.7W if the thermal stresses due to R, and T, are present, the following combinations shall-be satisfied. d) U = (.75)(1.4D + 1.4F + 1.7L + 1.7H + 1.7T, + 1.7R,) e) U = (.75)(1.4D + 1.4F + 1.7L + 1.7H + 1.7W +1.7T, + 1.7R,

2 ENet. 4 A i P. 3 8 For concrete structures.U is the section strength required to resist design loads based upon the ultimate strength design methods desenbed in ACI 349. 5.2.2.2 Factored Load Combinations reoresent combinations of normal operating loads with (either or both) extreme env mrimental loads or abnormal loads. a) U = D + F + L + H + T, + R, + E' b) U = D + F + L + H + T, + R, +W, for W use: W., W,, or W, individually and in_ combination, (W + 0.5W,), (W + W,), or (W. + 0.5 W, + W ) c) U = D + F + L + H + T, + R, + 1.5 P. d) U = D + F + L + H + T, + R, + 1.0P, + 1.0(Y,+Y +Y ) + E' 3 5.2.2.2.1 For load combinations 5.2.2.2 c) & d) above, the maximurn values of P, T,, R,, Y, Y,, and Y,, including an appropriate dynamic load factor, are used unless a i time-history analysis is performed to justify otherwise.- Ductility ratios determined from ACI 349 Appendix C should be used. Deflections shall-be evaluated for potentialloss of function for safety related systems. 5.2.2.2.2 Load combination 5.2.2.2 b) shall first be satisfied without the tomado~ missile load. Load combination,5.2.2.2 d) shall first be satisfied without the Y loads. When including these loads however, local section strength capacities may be exceeded under the effect of these concentrated loads, provided there will be no loss of function of any safety related system. 5.2.2.2.3 Structural effects of differential settlement, creep, or shrinkage shall be included with the dead load, D. 5.2.3 Loading Combinations for Seismic Category l Steel Structures The following set of load combinations define design requirements used for all Seismic Category I steel structures. 5.2.3.1 Service Load Conditions 5.2.3.1.1 If elastic allowable strength design methods are used: a) S=D+F+L+H b) S=D+F+L+H+W

r ENCL 4A: P. 3 9 !f thermal stresses due to T, and R, are present, the following combinations are also satisfied: c) 1.3 S = D + F.+. L + H R, + T, d) 1.3 S = D + F + L + H + W,. R, + T, For steel members, S is the required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of ANSI /AISC N690 5.2.3.1.2 If plastic design methods are used: a) Y = 1.7 (D + F + L + H) b) Y = 1.7 (D + F + L + H + W) c) Y = 1.3 (D + F + L + H + T, + R,)_ d) Y = 1.3 (D + F + L + H + W + T, + R,) For steel members Y is the section strength required to resist design loads based on the plastic design methods desenbed in Part 2 of ANSI /AISC N690. 5.2.3.2 Factored Load Conditions i 5.2.3.2.1 ff elastic allowable strength design methods are used: a) 1.4 S = D + F + L + H + R, + T, + E' b) 1.4 S = D. + F + L + H + R, + T, + W, (refer to item 5.2.2.2 b) for components of W,) c) 1.4 S = D + F + L + H + R, + T, + P, d) 1.6 S = D + F + L + H + R, + T, + (Y,+Y +Y,) + E' + P, 3 (The plastic section modulus for steel shapes may be used for this load combination.) 5.2.3.2.2 If plastic design methods are used: a) Y' = 1.0 (D + F + L + H + Ro + To + E') b) Y' = 1.0 (D + F + L + H + R, + T, + W,) (refer to item 5.2.2.2 b) for components of W,) c) Y' = 1.0 (D + F + L + H + R, + T, + 1.37 P ) d) Y' = 1.0 (D + F + L + H + R, + T, + Y, + Y + Y, + E' + P )_ j 'use 0.9Y for Intemal Structures and 1.0 for all other Category i structures. - (reference SRP 3.8.3.11.5)

n e EML 4A : P. 40 5.2.4 Loading Combinations for Sliding, Overtuming, and Flotation-Minimum Factors of Safety Load Combination Overtuming Sliding Flotation d D+F+H+W 1.5 1.5 D + F + H + W, 1.1 1.1 H D + F + H + E' 1.1 1.1 D+F 1.1 l (reference Section 3.8.4.4 and Table 3.8-5) 5.2.5 Construction Load Combinations Service load combinations shall be used to evaluate construction methods and sequence and determine structural integrity of the partially erected structures. 5.2.6 Applicability of Loads Lateral loads due to soil bearing pressure 'shall apply to all exterior walls up to El. 90'-9'. Tomado loads shall be applied to roofs and all exterior walls of all safety-related Category i Structures. Where required tomado pressure boundaries are not established at the exterior walls, appropriate interior walls shall be designed as i tomado pressure boundaries. Extemal hydrostatic forces are applicable to the basemat and to all exterior walls of-the Nuclear Island up to elevation 89'-9'. [

~ l ^ Code Compliance enn v : p. <t q ACI 349 NRC approval (?) a NRC directive on Appendix B ACI 318-90 Ductility (in particular Chapter 21) ANSI /AISC N690 1985 d NRC Approval (?) .i ASME Approval (limited) 1992 AISC Committee Approval j ANSI Canvasing (status unknown) SYSTEM 80+

,+. ~ ABB-CE SYSTEM 80+ enn - 4A : P. 4r.

)

i I 'l Conceptual Analysis Methods and Reinforcincr : Details: Note: Areas SC and 8 still under review l i SYSTEM 80+

.o

s

~ ABB-CE SYSTEM 80+ g,4ct o : p. 4 s Limited Modifications Resultine from Detailed Evaluations P 1. Area 3B (Diesel Generator Structure Exterior Wall) 4 foot thick to 5 foot thick due to bending. in 40 foot Height. 2. Area SC (N-S Shear Wall near pedestal) (Under Review) Increase from 4 foot thickness thick due to in plane shear. 3. Area 10 (Main Stemm Valve House Wall) 4 foot thick to 5 foot thick due to Main-Steam Line Rupture Loads. Loads conservatively applied as plastic hinge formation in pipe. -SYSTEM 80+

a r ABB-CE SYSTEM 80+ EHet 4A : P. 4 4-Member Size and Reinforcincr -Details i i Critical Area 1A 48" Thickness Vertical Steel: No. 14's G 12" spacing E.F. T'

Iorizontal Steel

2 layers No. 18's G 12" spacing E.F. Critical Area 1B I 48" Thickness 'i Vertical Steel: No. 11's G 12" spacing E.F. Hori=ontal Steel: No. 14's G 12" spacing E.F. Critical Area 1C P 48" Thickness Vertical Steel: No. 18's G 12" spacing-E.F. Hori=ontal Steel: No. 14's G 12" spacing E.F. Ties: No. S's G 4" spacing Critical Area 3A 48" Thickness -Vertical Steel: No. 11's G 12" spacing E.F. Horizontal Steel: No. 14's G 12" spacing E.F. j -{ Critical Area 3B 60" Thickness Vertical Steel: 3 Layers No. 18's G 12" spacing'E.F. Horizontal Steel: No.-18's G 12" spacing E.F. -l Ties: No. S's G 4" spacing ) SYSTEM 80+

y w

CRITICAL AREAS EAML %: Pi 4S Member Size and Reinforcind Details ? ? i L Critical Area JA 48" Thickness Vertical Steel: No. 18's G 12" spacing E.F. Hori=ontal Steel: No. 11's 9 12" spacing E.F. Ties: No. S's G 4" spacing Critical Area SB 4 48" Thickness Vertical Steel: No. 18's 9 12" spacing E.F. Hori=ontal Steel: No. 18's 9 12" spa'cing E.F. Ties: No. 4's G 4" spacing Critical Area SC i (Under Review) Critical Area 8 (Under Review) j l 1 Critical Area 10 j j 60" Thickness Vertical Steel-2 Layers No. 18's G-12" spacing E.F. I Hori=ontal Steel: 3 Layers No. 18's G 12" spacing'E.F. Ties:- No. S's G 4" spacing-1 -l I SYSTEM 80+ }

l 7 L C o dnbp mbM $,D A4,' g 4h Gy N ['e mUC N e p. Og P 4 DgOpPHM h >M' c_ o ) P Y 4 l ( o '4 6 s 3 eu EC Ri u O l N G n A l E t P,fjaS s S l / u T [ I u D L u E u R n I i u, ~ g ~~ ~ J. t c. o ) i P J Y 4 1 ( e

4 t* m$m o 9 on 6

pnI ?n" s e nn EC Ri e t w NOo n A l T l So.Em

4 o o i

s s s l t u O

r"Nm ;9 TN

[ o t u R F n i u .c9 a o 2. 2M# >g>.- P 4= 2 Ra' y, g @g@ DQi

.~ -,i' 4 Pe 3 'o i 1 A Q hfh%Nhin - gnh *A -

g. OV a

v v e N N 7 ,M g Ne,3D %93toNoPg4 ("etrWpWM h 3 d M i, > A, w C 4 e O ) P Y r ( 9 4 I O

4 6

S 3 P E U Nm1 C 1 R Q R A i S S 6 f ,t3 pq qgs.O 'r t T 0 i 1 1 I M D-b E U E M R i F N t 5 M re 4

0

~$ 9 = e C O ) P Y i 4 . ( E mn* o a" o O O

4 W

6 CE Ig S 3 + m P E U Cmi R l N Q R A I l T E i S S H S!5m e a". o O' rm I w M D O? 7p E U E e M R 'e I F N I 5 M e = N 7 ,L W w >. 4 -) 1 hr N Oa e R* s ~ s s* 1 M noOz (y + 9 V e MMg lDo+ N (

CRITICAL AREAS GNrL 44 : P. 48 Member Size and'Reinforcine Details t VA AV -I e FLOOR ELEV. (VARIES) -) -4 ' I r. 'i 1ma p upungue; pungmuguaymme y_ E b

18 BARS 812* O C.

EACH FACE

14 B ARS e 12* O C.

[ EACH FACE h l I m 4 '- 0* E i = CRITICAL AREA 1C ELEV. VEW DETAIL OF #5 TIES j SPACED 0 4* O.C. SECTiON A-A 1 SYSTEM 80+ p )

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GP sOMOpUa gO %YWC n

t D l 4, A C O )e '4 n ( o '4 c S 2 + P E U Cgr R Noiu R A I T o T I yob mR< ^#Pm S S n u D c u u u n N I s ~ M; ~ ~ "O -y C O ) i M 4 ( O .4 6 =$*". S R m o1 n" + PU E Nmi C l R i R G 1 A T D 1 5 S t ,5 % m

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. m oali # % m> t" e P'2 smE .a 3:> Mg@sm DO+ ds. i i iI ,\\Ii l!ii \\i I ,i

c r l CRITICA'L' AREAS' Enct 4A : p.so R J Member Size and Reinforcinct Details f ) ROOF ELEV. 91+9 I

4 STlRRUPS O **

l 4 T-1 p ,7 '_ de ST1RRUPS O ** o

18 BARS O 12* O.C.

3 LAYERS EACH Fact = = e g C

18 BARS # 12* 0.C.

_/ EACH FACE HORIZ. I 5'- 0* CRITICAL AREA 33 ELEV. VEW SYSTEM 80+

.k cj . 3,. r r CRITICAL AREAS. EWet 4A: 9.s1 4 Member Size and Reinforciner Details i BOTTOW OF 0lSH t i k i l i ]fA Alf l

11 BARS O 12" O.C.

2 LAYERS EACH FACE ?

11 BARS @ 12' O.C.

[ EACH FACE I a l l I r-o-o .t p}k. af l a i . W I j P l i -i. . = 4 I RADIAL WALL I FLEV. VIEW bbbh h OCTA'L CF 44 TIES j SPACEO O 15" O.C. SECCCN 4-A .l -SYSTEM 80+

4 q r CRITICAL AREAS

4 ' 9' S'2 r

Member Size and Reinforcinct Details l YA Av rLOCR ELEV.- (VARIES) \\ f. b

18 BARS o 12* O.C.

EACH FACE

11 B ARS O 12" 0.C.

EACH FACE e I. I r 4*.o* n A CRITICAL AREA 5A ELEV. V!EW DETAJL Or #5 TIES j SPACED 0 4* 0.C. SECi10N A-A SYSTEM 80+

r CRITICAL AREAS ENn-4 : P S5 Member Size and Reinforcine Details I I yA .y g FLOOR ELEV. (VARIES) F I l Yw n. (18 BARS 0 12* O.C. EACM FACE f18 3ARS O 12* CC [ EACH FACE .j l.' o j' = c-o-l c l l 1 a CRITICAL AREA 58 ELEV. VEW l DETArt OF #4 TIES SP ACED 0 ** O C. SECTION A-A l . SYSTEM 80+

2* CLCAR COVER

11 BARS e.la' O.C.

EACH FACE c g, {FL. EL; 91*+9* 5 CL,0 SED TIES S R= 103'-O'

5 CLOSED TIES b #5 STIRRUPS TO DUTSIDE 14e 5 5' O.C.

FACE OF CONCRETE p/. 48 15' O.C.-

14 BARS e 8' O.C.

R=100'-6' R=100* 4 TO INSIDE //'r SECOND LAYER OF. #14 BARS

5 CLOSED TIES FACC OF CONCRETE j)

DIRECTLY.ON TOP OF FIRST LAYER 85 CLOSED TIES 13e 5.5' O.C. jty TYP. BOTil FACES - i 38 4' O.C. 6* THICK 9 L AYER OF GROU

13 BARS PLACED IN CONCENTRIC RINGS I

SPACED 24' O.C. RADIALLY ~ '..v - PDLAR ANGLE VARIES VITH RADIUS TYP.14 RINGS l c,

9 BARS e 12' O.C.

[# ok B0iH DIREC7DNS S TO COVER THE TOP 1 OF TIE PEDESTAL p-R=65' - rdBb I -'-WEd

14 8' O l

CONCRETE DUTLINE (T'iP.) 6 *- - FL. EL. 50'+0* 3 f M R,. EL f . 40'+0* BOT OF BASEMAT SLAB - A R = 6.67* 39' A 105' } R :33'- O' - PEDESTAL and LOWER DISH - ^ PEDESTAL RADruS

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11 BARS @ 12* 0,0, i

[ EACH FACE e 1 l l l f '- y_ o- = = { 1 1 1.. . all l 1 p. I . u ! l k. I i l . i l LOWER CRANE WALL i . q i ELEV. VIEW bMO[ l CETAIL CF #5 TIES j SPACED 3 4* 0.C. SEC*ON A-A 4 f l 1 SYSTEM 80+

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o r ) CRITICAL AREAS Ma 44 > ts7 4 Member Size and.Reinforciner Details t 7 TYDE #1 STIRRUPS 'N a 1 U- .l A. . AREA WITHOUT TES / .l / l

18 BARS 0 6" 0.C.

.i I i a ~

14 BARS O 6" C.C.

j / ,/ j j .t / f REFUEL CANAL 2CCR \\ f { g 9 ] n qrA [ Ay A. 1 .i u i 1 A. -l p i.. i f 'l I. J i-t l i 1 l 'l W NOTE: TIES M AY BE PLACED @ 3-1/2" O.C. ALONG EACH HORIZONTAL BAR OR 3-1/2" 0.C.' ALONG EACH VERTICAL BAR a a l i CETAll CF eB T'ES l SPACE 3 5" C C. VERTICAL SPACED 0 3.5' O.C. FUEL POOL WALL OF8M h HORIZONTAL SECTION A-A P ARTI AL ELEV. V.EW .CCKING NCRTH SYSTEM 80+ -

e, r CRITICAL AREAS "L M ' 9* 5 t Member Size and Zeinforcincr Details TACE OF EFENT TLEL OCOL WALL-\\ \\ 2" COVER (TYPICAL hvp C A 0 & 5ObCM / EACH FACE) / i 2F FLCOR SLA2) i

18 BARS @ 6" O.C.

j 3 LAYERS EACH FACE \\ .. e - ell S ARS 3 6* O.C. (TvPiCAL ~0? & SOTTOM

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ETA: L OF.5 *iES S? ACED @ 6" C.C.

j VERTICAL i SP ACED @ 3,5~ 0.0. FUEL POOL AREA qpgO g nORIZCNTAL I CECTON A= A P ARTlAL ELEV. V!EW ~ - LOOKING EAST i = SYSTEM 80+ j

.~

} ~ CRITICAL AREAS l Member ~ Size and Reinforcina Details N M --,i 23 80" 44" 60* f5 TIES O 4' O C. 's

5 U-BARS O 4' O.C.

f5 TIES 9 4' O.C. a

+

2 LAMRS F18 BARS H O 012' O C. E F. 3 L AYERS

18 OARS 912* O C. E.f.

A b en- = .~ 3 3 -k 'c r $wU L.. ) of = 3 "0 N' E I: .5 A 0 -u e n i bk MAIN STEAM VALVE HOUSE Watt 4 i CRITICAL ARL A i10 ' SEC A-A PLAN VIEW ELEY,. 115 + 6 SYSTEM 80+ m. ..,,m. -.mm. u. ,m._ 4 .._m..,_ __~>_u~wm., m ..,--_--.-,.2,~.- e.-m.-. v r-.r. ....A-.. .--..~...,..w.~-

i 4 e1 1 s CRITICAL AREAS EWL 4 A : P 4e i Steel Column Desicrn-Area 12 i 1 - 4Nr - *-'i a ~ :" '_ e, y p j NOT ~C 0~ ALE / LECL.PN

r!E_ CP': N)

_EVEL!NC L ATE AND ANGLE 23; v3;v -ICH STRENGTH 3!N IN COUBLE 0-EAR COLUMN-4... / BASE l ~ PLATE 1 ,1 a, f g r. 1 '\\ i"~ ,s / \\ / TLUSH \\ MOUNTE: 'I g \\ / BEARING PLATE \\ \\ / s / C~NC. %g snEaR LANE / \\ / \\ / \\ / \\ \\ / \\ / \\ .[ \\ / 4' \\ y / \\ LATE"g g 4 <!CKER 2 CAM T A'6: g s N/0x66 m \\ .A ) i l l t I. I SYSTEM 80+

y ;~ r w McL 4A : p. 4 g Steel Column Desicm-- Area' 12 l CENNCCTION AT EL US - 6 NOT TO SCALE C /. COL MN t 4 2 #19 'UAU COLUMbl bf e 4, Gr. 40 - DrARING TRANSFE: RE3ARS p[ ATE MEMBER = i / [ EL 1 5 + 6' WM / Li t .] /N y~. \\ R 3'l ~ } ) / N j ~% a / N SME4R / / / k \\ PLANES LOAD " SLAB TRANSFER BEARING f -- PLATES PLATE CRANE VALL ) V14 X.14 5. 1 CNLY TVD CF ~RE FE'JR SHEAR PLANES ARE SHOVN ABOVE. l THE TVO NOT SHOVN JRIGINATE FRGM THE SIDES OF THE l-STEEL 2 LATE. CONSERVATIVELY, CNLY THE FLAT (PLANE) PORTICNS ARE CCNSIDERED IN THE SHEAR STRENGTH DESIGN i, VHILE THE ROUNDED CORNERS ARE ;GNORED. i j / SYSTEM 80+

r F 'ABB-CESYSTEM Bd+ wt u :- p. q Tvuical Connection Details s i n- -4 umeu. a srues 1 '"IR $ $Vd M h*0PS e v -,. p ,,_ a THF.co4 Hour 3:41' Spues a 'N a a %w e _w y J, s =t i _. 4 q q n. z. ..............l l.l.... E = e 4b i 1 p'" c-a q T4 l s 7 1 I e o

I i

n, m m. %.w.,4 j SPM.mu. JHa f.aM6Tu'd* j IL ~. n,, w = ~~.. m._ a~ r.. .4 e,- H I r E_EVA~~ ON V Sl SYSTBit 80+-

i ; -(. o. l-r ABB-CE SYSTEM 80+ saet.9:p.g[ Tveical~ Connection Details fo" 11 4 MGGWitcht, 2'-e* Mw Stuc,( k 4 ust,#W< cat,,, - ~ seuca i L d66NtWA. MurdcW6 c.or.m s. f t a -l-ih6*We n 40s.g r. J = Jeg e wm w j. i-r u c ..._ T r-t 2 sv-1 2 om_ a s e sPmaa. 7 ^,., x- .- : !'=- f m..a v zoiar 2- ~ f 1* d 3 1 e 7.tAutvEg5E ifo&E @ 4ISPAcgWe n r wasra a' i l _~ c a ,_a P SYSTEM 80+-

r . ABB-CE SYSTEM 80+ estet. 4A : P i+. s [ Tvoical Connection Details 1 d = cleph / s e.c. en + L J ] ancre 'd" (wnc4g mamAss snuors Awar. s, _ _,,., v i . i i t c-j i i .I L g v I ' l p i a j Il I l I i 8I l de i t I t I I i I i i i 9 i ~.,. 1 o s ELEVA"0N 36 Kr WA__ s t SYSTEM 80+. 5

i y. r ' ABB-CE SYSTEM 80+ ENn-4 A : A 4s-Tvoical Connection Details i N CONFINED CORE' / ( i ELEVATibu j g ELE.YATloN kkN Y b a TRuCVIiRSE t$op @ V S? hang RuMi% Fou asien ep: CopFidEO COPE ~. ir L ELEVATION SYSTEM 80+-

.1 'j t ABB-CE SYSTEM 80+ P L4 0F 64 l i CESSAR-DC a Appendix 3.8A l } Structural Design Criteria i 3 i I i f J { SYSTEM 80+-

i 'I W ^)CL OS 4 5 E 48 P. II o F 8 i fff i , I CESSAR-DC Appendix 3.8A J; i i STRUCTURAL DESIGN CRITERIA i a F b I ' f

1.0 INTRODUCTION

WL 4 8 : P 2. This appendix provides the cnteria for the analysis and design of structures that comprise the System 50+ Standard Plant. The information presented in this appendix is to be used in the analysis and design of Seismic Category I and II. Safety Class 2 and 3, structural components comprising the System 80+ Standard Plant structures identified in Table 3.2-1. Design requirements for individual structures are based upon their seismic category and safety classificanons listed in Table 3.2-1. The Steel Containment Vessel is excluded from this appendix. All structures required to shut down and maintain the reactor in a safe and orderly condition or prevent the uncontrolled release of excessive amounts of radioactivity following a Safe Shutdown Earthquake have a classification of Seismic Category I. These structures shall be designed to withstand, without loss of funcnon, the most severe postulated plant accident or natural phenomena for the site. Safety classifications are defined in Section 3.2.2. Structural components required as part of the primary containment pressure boundarv or for its support and under the scope of the ASME Boiler and Pressure Vessel Code are Safety Class 2. All other structural components required to perform safety related functions are Safety Class 3. Safety Class 1 applies to the NSSS primary system components. Safety Classes 1 & 2 are not applicable within this appendix. Those non-Seismic Category I structures capable of impairing the functioning of any Seismic Categorv I structures or component in the event of failure are classified as - Seismic Category II. Seismic Category II structures are designed to prevent failure m the direction of a Seismic Category I structure or component under extreme environmental or accident conditions. The seismic design requirements for Category II structures under these conditions is equivalent to that of Seismic Category I l structures. I Seismic Category I and II, Non-Nuclear Island structures include the Turbine Building, Diesel Generator Fuel Oil Structure, Component Cooling Water (CCW) Heat Exchanger Structure, CCW Pipe Tunnel, Radwaste Facility, and Service Water Pumphouse & Intake Structure. Also included is the dike surrounding the outside CVCS Boric Acid Tank (Seismic Category I, Safety Class-3), Holdup Tank (Safety Class-NNS), and Reactor Makeup Tank (Safety Class-NNS) along with their surrounding concrete dike. The dike surrounding the Station Service Water Pond is site specific and is not addressed within this appendix. 3.8A-1

~ 'l j. s CMCL 4 Si P. 3. The Non-Seismic Category I & II Structures include the Service Building, Auxiliarv - Boiler Structure. Administration Building, Warehouse. Condensate Storage Tank and dike, and Fire Pump House. Primary structural components consist of concrete floors, roof slabs, foundation basemats, walls, beams, and columns. Steel beams and colunms will be included within this appendix if their pnmarv function is to provide support to walls. iloors, or roof slabs. Steel members whose primary function is equipment support will meet the code requirements of this appendix but specific load and functional requirements ~ will be addressed under specific design criteria / specifications. Information presented in this appendix is sufficiently comprehensive in nature to:

a. provide the criteria necessary to perform an analysis and translate that analysis into a final design.

b. provide correlation of analysis, design, and construction requirements with tnose in Sections 3.8.3,3.S.4, and 3.8.5.

Miscellaneous com onents, while not primary structural components, must be considered in the design of primary components as to their loads and method of - attachment. Design of these components is based upon the allowable loads and design requirements found in the ACI, ANSI, ASME and/or other specialized codes. Design parameters or information indicated "(by COL)" are delegated to the Combined Operating License Applicant for completion as part of the site specific final design. 2.0 DEFINITIONS and ABBREVIATIONS 2.1 Definitions Combined Combined Construction Permit and Operating License Operating License with conditions for a nuclear power facility issued in accordance 10CFR part S2 Subpart C Design Engineer For this criteria, the person given responsibility by the Plant Designer to provide final approval for any structural design activity Exceedance A value for a design parameter based upon a selected Value probability that the identified value will not be exceeded 3.8A-2

O 4 E M L. 4 8. p. A Plam Designer An amalgamation of architect engineer and NSSS vendor who have the responsibility to develop and complete the - System 80+ Standard Plant design Quali:v Class QA program classifications as identified by ABB-CE and included in CESSAR-DC Table 3.2-1. Safety related Category I & II structures will be Quality Class 1 Safety Class Relative importance of fluid system components and related equipment as classified in ANSI ANS 51.1 (reference CESSAR-DC Section 3.2.2) Safety Classes 1. 2. 3, and NNS Seismic Category Classification of structures (Category I, II,~or NS) with respect to requirement to withstand effects of SSE ' without loss of functional requirements. (Reg Guide 1.29) Zero Period The ZPA is the response spectrum acceleration Acceleration associated with the " rigid" range frequencies of the response spectrum for a structure or component. The ZPA is the acceleration value corresponding to the peak acceleration of the seismic input upon which the response spectra is based. The " rigid" or ZPA frequency. is the lowest frequency at which the acceleration due to the structural response approaches and is approximately equal to 1.0 times the ZPA. 2.2 Abbreviations AASHO American Association of State Highway Officials ABB-CE Asa. Brown Boveri-Combustion Engineering ABS Auxiliary Boiler Structure ACI American Concrete Institute ADB Admuustration Building AICE American Institute of Chemical Engineers - AISC American Institute of Steel Construction ALWR Advanced Light Water Reactor ANSI American National Standards Institute ASCE American Society of Civil Engineers ASME (BPVC) American Society of Mechanical Enginee.m (Boiler & Pressure Vessel Code) ASTM American Society for Testing and Materials AWS American Welding Society BGSA Bulk Gas Storage Area CC Control Complex 3.8A-3

e, CCW Component Cooling Water CESSAR-DC Combustion Engineering Standard Safety Analysis Report-Design Certification CFR Code of Federal Regulations COL Combined License /'Construenon Operating License (per 10CFR Part 52 Subpart C) CPA Condensate Polishing Area CS Containmen: 5crav 5vstem CT Cooling Tower' ~ ~ CTF Combustion Turbine Facility CTFS Combustion Turbine Fuel Storage CVCS Chemical Volume Control System ~ CWPS Circulation Water Pump Storage DBA Design Basis Accident DF Diesel Fuel DGADS Discharge Structure EFW Emergency Feedwater EPRI Electric Power Research Institute FHA Fuel Handling Area FPH Fire Pump House FSAR Final Safety Analysis Report GDC General Design Criteria / Criterion HIC High Integrity Container HVAC Heating Ventilation and Air Conditioning-HVT Holdup Volume Tank I&C(s) Instrumentation & Control (s) ICI In-core Instrumentation IRWST In-Containment Refueling Water Storage Tank IS Intake Structure ITAAC Inspections. Tests, Analyses and Acceptance Criteria LBB Leak-Before-Break MB CVCS & M intenance Area MS Main Steam Valve House MX Miscellaneous Buildings NA Nuclear Annex NFPA National Fire Protection Association NI Nuclear Island NRC Nuclear Regulatorv Commission NSSS Nuclear Steam Supply System NUREG NRC technical report designation PAP Personnel Access Portal PMF Probable Maximum Flood PMP Probable Maximum Precipitation PRT Pressurizer Relief Tank 3.8A-4

m

x. ; *. w. ;

'.ENel;4&r[94'lfj PRZ

Pressurizer

~ !:: 9 .QA" Quality Assurance - l ~ RA-Reactor Shield building Annulus - ~ l RB/RXB' . Reactor Building. RC ' Reactor Building Steel Containment Vessel RCP ' Reactor Coolant Pump ~ l RDT. Reactor Drain Tank 'RFAI Relay House 1 RS Reactor Building Subsphere. ^ RW Radwaste Facility SAR - Safety Analysis Report ' ti SB SCS ~ Station Service Building Shutdown Cooling System i SD Station Service Water Discharge Structure. 1 SER Safety Evaluation Report (NUREG-1462). SF Spent Fuel Storage Area j L SG Switch Gear Building 1, SI Station Service Water Pump Structure - 0 SIS Safety injection System-SP Station Service Water Pump Structure ' j SR Station Service Water Reservoir' - SRP Standard Review Plan'(NUREG-0800) SRSS' Square Root of the Sum of the Squares SSC Structure, System, and Component SSE Safety Shutdown Earthquake SSI Soil Structure Interaction j ST Sewage Treatment Facilities SY Switchyard TB Turbine Building' TBD To Be Determined UBC-Uniform Building Code - VA Vehicle Access Portal -t i WH Warehousei j' WT Water Treatment Area I XY Transformer Yard YA Yard, above ground ZPA Zero' Period Acceleration 10CFRSO Chapter 10, Code of Federal Regulations, Part 50 d

j i

f ? 4 3.8A-5

W ENCL A B - f? 3.0 PLANT DESCRIPTION 3.1.0 Nuclear Island Category I Structures The term " Nuclear Island" refers to the Basemat, the Reactor Building, and the surrounding Nuclear Annex. Re Reactc> Duilding consists of the Containment Shield Building, the Reactor Building Subsphere, Containment Vessel, and Containment Internal Structures. The Nuclear Annex is comprised of all other structures on the Nuclear Island basemat and surrounding the Containment Shield Building. The Nuclear Island, except for electrical and mechanical system tie-ins, is structurally isolated from adiacent structures. Refer to Section 1.2 for details of these structures. 3.1.1 Nuclear Island Foundation Basemat (see Section 10.1.0 of this appendix) The Nuclear Island foundation is a 10 foot thick reinforced concrete basemat which provides a common foundation for all of the Nuclear Island structures. Tne top. elevation of the basemat is at El. 50'-0" The basemat provides a barrier against release of plant fluids to the soil underiving the basemat. Drains are located at the top of the basemat and piped to strategically located sumps. Recessed pump pits are provided in the Containment Subsphere area for the CS, SCS, and SIS pumps which are connected to adjacent sumps. 3.1.2 Reactor Building The Reactor Building consists of the Containment Shield Building, Reactor Building Subsphere. Containment Intemal Structures, and the Containment Vessel. 3.1.2.1 Containment Shield Building (see Section 10.2.0 of this appendix) The Containment Shield Building is the concrete structure that surrounds the steel Containment Vessel and Reactor Building Subsphere and provides protection from postulated external missiles and other environmental effects. The Containment Shield Building provides an additional barrier against the release of fission products. The Shield Building has r.105' inside radius,4 feet thick, cylindrical reinforced concrete shell extending from the foundation basemat at El. 50'-0" to El.146'-0". The cylindrical wall extends upward from El.146' with a 3 ft thickness to the spring line at El.157'-0" The Shiei f Building is topped by a 3 feet thick reinforced concrete hemispherical roof. The curside apex of the dome is at elevation 265'-0". J 3.8A-6

ENCL-A R ? P8 ? 3.1.2.2 Reactor Building Subsphere (see Section 10.3.0 of this rppendix) The Reactor Building Subsphere is located inside the Shield Building and extemai to ti'e Containment Vessel. The Subsphere consists of reinforced concrete walls ano slahs and the Containment Support Pedestal. The purpose of the subsphere structures is to support the containment vessel and u.> Intemal Structures and isolate safety related equipment. 3.1.2.3 Containment Intemal Structures (see Section 10.4.0 of this appendix) Ihe Containment Intemal Structures are located inside the spherical steel containment vessel. The purpose of these intemal structures is to provide stmetural support, radiation and missile shielding, and space for the IRWST. These structures l are constructed of reinforced concrete and structural steel. These structures are described in Section 3.8.3.1. 3.1.3 Nuclear Annex (see Section 10.5.0 ci this appendix) Tne Nuclear Annex is a multi-level reinforced concrete structure surrounding the Reactor Building. The Nuclear Annex is integral with the Containment Shield Building and provides lateral bracing while providing partial tornado wind and missile protection. The Nuclear Annex provides protected areas (Control Complex. Diesel Generator Area, Fuel Handling Area, CVCS Area, and Main Steam Valve House) for safety related equipment. Structural components provide biological shielding required as a result of handling nuclear fuel or processing radioactive wastes. 3.2.0 Other Seismic Category I and II Structures Refer to Section 11.0 for detailed descriptions. 3.2.1 Diesel Generator Fuel Oil Structure - Cat. I 3.2.2 Component Cooling Water Heat Exchanger Structure - Cat. I 3.2.3 Radwaste Facility - Cat. II 3.2.4 Service Water Pumphouse and Intake Structure - Cat. I 3.2.5 Turbine Building - Cat. II 3.2.6 Dike for Outdoor Tanks - Cat. II 3.2.7 Component Cooling Water Tunnel - Cat. I 3.2.8 Buried Cable Tunnels, and Conduit Banks - Cat. I 3.8A-7

4.0 _ QUALITY ASSURANCE REQUIREMENTS i -4.1.0 General The requirements for a QA program are established in 1 1 requirements are identified in Reg Guides 1.28, and 1.94 by refer x ese NQA-1. The QA Program is based upon o ANSI rogram 3.2. The QA Program fulfills the requireme entified in e n ecnon 4.2.0 Quality Assurance Classifications The following Quality Class (QC) designations are applicable program: QC-1 is the highest level quality class and embodies all items and/or services which are required to meet 10 CFR requirements. n x QC-2 is an intennediate level quality class which is used which are neither Nuclear Safety-Related designation include non-standard comp in a harsh environment or with less than normal operator atte a y, maintenance. QC-3 is the quality class which applies to all items or serv assigned to another quality class. Quality requirements may quality plans, procurement documents and/or special proced necessarv. 4.3.0 Documentation All structures and components addressed by this appendix are documentation requirements defined in an approved Qua o the ram. 4.4.0 Materials QA requirements for materials assure that those materials, spe used meet the requirements in Section 9.0 of this append document. The quality of materials is assured by requiring suppliers to n certificatior; as required by applicable codes or specifications. For f materials, design / procurement specifications shall include accep 3.8A-8

ENCL 4 8. h h o '

assure, with the proper QA inspections, materials received match the requirements considered in the design qualification as well as those shown on design drawings.

4.5.0 Construction 4.5.1 Inspections Quality Control inspections are addressed in the ACI349 concrete and the ANSI N690 steel codes. Procedures shall t>e prepared by the COL applicant to assure that the inspections are conducted. The Plant Designer shall be responsible for having procedures prepared to assure that the requirements of ACI 349, Section 1.3 are met. Inspections procedures should include the more detailed provisions of ACI318 Section 1.3. Inspections of structural steel shall be conducted to assure compliance with Sections Q1.23 thru Q1.27 of ANSI N690 and AWS DI.1 Chapters 3 & 4. 5.0 STRUCTURAL DESIGN LOADS AND LOAD COMBINATIONS Design loads on Category I structural components for System 80+ are identified in Table 3.8-5. The loads used for the System 80+ Standard Plant envelop expected loads over a brc,ad range of site conditions. These loads are separated into four (4)' categories: normal loads, severe environmental loads, extreme environmental loads, and abnormal loads. For each site location, specific loads must be shown to lie - within the standard envelope or additional analyses must be performed to verify structural adequacv. The loads identified below are applicable to all structures. The specific loads for which each structure, or part thereof, should be designed shall depend on the conditions to which that particular structure could be subjected. 5.1.0 Design Loads General design loads applicable to all structures are identified below. Design loads applicable to individual Seismic Category I and II structures are identified in sections 10.0 and 11.0 of this appendix. Design loads may be either local er global in application. 5.1.1. Normal Loads Normal loads are those loads encountered during normal plant operation and ' shutdown. They include: Dead loads (D), Live loads (L), Hydrostatic fluid pressure 3.8A-9

3' E M f L A s p. II loads (F), Soil pressure loads iH), Thermal loads (TO), and Pipa reactions (Ro). 11.1.1. D - Dead load Dead load refers to loads which are constant in magnitude and point of application. Dead loads are the mass of the structure plus any permanently attached equipment loads. "D" may also refer to the internal forces and moments due to dead loads. Tne effects of differential settlement shall be considered with dead loads. Uniform dead loads represent the structural mass, miscellaneous equipment, and distribution system telectrical cable trays and mechanical piping or HVAC) loads. Specific loads for designated equipment are represented by concentrated loads at the point of application. 5.1.1.2. L - Live loads Live load, also referred to as operatmg load, refers to any normal load that may vary with intensity and / or location of occurrence. Variable loads include movaole equipment or equipment that is likely to be moved. "L" may also refer to the intemal forces and moments due to live loads. Live loads are applied to the structure as either concentrated or uniform loads. For-equipment supports, live loads should also consider contnbutory loads due to the effects of vibration and any support movement. 25% of the live load shall be considered applicable for SSE combinations. Design drawings prepared by the COL applicant should show allowable loads for the designated lavdown areas. 5.1.1.2.1 Precipitation Tne mimmum design live load due to precipitation (rain, snow,or ice) for Seismic Category I buildings shall be taken as 50 psf. This live load, equivalent to approximately 9%" of water, will be sufficient for the design peak rainfall of 19.4 in/hr or 6.2 in/5 min given in Table 2.0-1. The design load for rain shall also include the additional load that may result from ponding due to the deflection of the supporting roof or the blockage of the primary roof drains. 5.1.1.2.2 Compartmental Pressure Loads Compartments shall be evaluated for the potential for intemal pressurization. Pressure loads associated with tomadoes, LOCA's, or other explosive type loads shall be classified as extreme environmental or abnormal loads. See Sections 5.1.3.2.1 and 5.1.4.1. 3.8A-10

o s r.1.1.2.3 Truck Loads EM t* L.- 4 6. f.12.. i Loads due to vehicular traffic in designated truck bays is in accordance with standard AASHO truck loading or identified seem! b-Ms. Special loads may consist of construction or maintenance loads or routine shipments of fuel casks or other high level radioactive waste. 3.1.1.2.-l Rail Loads Design of the rail / truck bays is controlled by anticipated shipping weights. 5.1.1.2.5 Cranes, Elevators, and other hoists This criteria is applicable to permanently installed cranes required for station operation and maintenance as well as temporary construction cranes. The structural design shall consider the placement of construction hoists on iloors, walls, and columns. Design loads shall include the full rated capacity of the hoists plus impact loads as well as test load requirements. For construction cranes located adjacent to the structure, the structural design shall include soil surcharge loads produced by the full load of the crane. Cranes permanently mounted to structures shall be identified on general arrangement drawings. Pendant' operated traveling cranes and trolley hoists shall be designed for 110% of the rated load capacity, to account for impact as required by ANSI N690 Section Q1.3.2. Design loads for motor operated trolleys and cab operated traveling cranes shall be increased by 25% of the rated load capacity to account for impact. Minimum lateral design loads on crane runways shall be 20% of the sum of the rated hoist capacity plus the weight of the crane trolley to account for the effects of the moving trolley. Load shall be applied at the top of the railin either direction and ~ distributed according to the relative stiffnesses of the end supports. Minimum longitudinal load on each crane rail shall be 10% of the maximum crane wheel loads. Elevators live loads shall be increased by 100% for design of supports. 5.1.1.2.6 Load Allowances for Cable Trays 7 kips at mid-span on steel beams and columns. 7 kips at a spacing of 8 ft on center for slabs. 3.8A-11

i ENrL. 48 : P 13 These loads are to be applied in areas where multiple cable tray runs are identified. Acceptability of these design loads will be determined through review of the final electricallayout drawings prepared by the COL applicant. 5.1.1.2.7 Misc. Equipment and Large Bore Piping The followint load allowances are to be considered where multiple large bore piping runs are located or where large temporary loads are identified. A. In addition to major equipment located on general arrangement drawings, a l point load of 20 kips should be applied at the midpoint of each concrete floor slab and concrete beams. B. A point load of 40 kips shall be applied at the midpoint of steel collector i beams providing primarv framing., C. A point load of 30 kips shall be applied to the midpoint of other steel collector beams or be :ns provided for support framing. D. A point load of;

1. 30 kips at midspan on primary steel filler beams framing into steel collector beams P'

2. 20 kips on other steel filler beams or stringers.

. Note These loads are for added design margin on the beams and slabs ano are not to be carried beyond the beam support connection to the supportmc beam or column. E. A contmgency load of 80 kips should be applied to the top of each steel column. i 3.8A-12

L ~ E^IOLL 4 8. f. Q ~ MlM M - 'A O 30K Ccse C e $20KCase02 K8 30K Case C ,j O 40K Case B g 30K Case 01 B 0 30K Case C: rqure 5.1.127 5.1.1.2.8 Misc. Equipment, Small Bore Piping, Cabletray, and HVAC duenvork. The following load allowances should be included for areas with multiple runs of - - small bore piping, cabletray, or HVAC ducts. A load of 15 kips on steel collector beams - A load of 5 kips on other steel beams A load of 50 kips on steel columns 5.1.1.3 H-Soil load Lateral soil pressure shall be based upon the soil density and shall include the effects - - of ground water in accordance'with section 5.1.1.4 of this appendix. Normal soil loads shall consider a ground water level up to El. 88'-9",2'-0" below plant finished yard grade elevation (El. 90'-9"). The lateral soil pressure shall be based upon the-following soil properties: Soil Density-- 125 pounds per cubic foot (pcf), normal moist soil 3.8A-13 4

50 pci, drv EN (4-Q. p. /S-145 pci saturated Angie of internal friction, o; 35* Coefficient of friction, concrete on soil: use p = 0.7 based on p = tan o assuming concrete is poured directly on competent structural backfill without any interverung material, such as wateroroofing. The at rest soil pressure shall be calculated suing a coefficient of earth pressure at rest, IC, of 0.5. For use with seismic load combinations, the coefficient of passive earth pressure, 4 shall be determined based upon the angle of internal friction, o. The effects of buildings, vehicles, cranes, material stockpiles, etc. acting as surcharge loads on the soil adiacent to exterior building walls shall also be considered. For factored load combinanons the lateral soil load shall be based upon saturated soil associated with flooding and a ground water level l'-0" below the plant finished yard grade. 5.1.1.4. F - Hydrostatic Loads Hydrostatic loads are due to ground water, exterior flood waters, or fluid retention in internal compartments, including internal flooding. Maximum flood level is specified to be l'-0" below finished plant grade. Site specific ilood elevanons greater than this must be addressed by the COL applicant. 5.1.1.5 To - Thermal loads Thermal effects consist of thermally induced forces and moments resulting from plant operation or environmental conditions. Thermal loads and their effects are based on. the critical transient or steady state condition. 5.1.1.5.1 The following ambient temperature values during normal conditions shall be used as a basis for design. Site specific provisions may be taken to minimize the effects of the structural temperature gradients produced by these conditions. Extemal ambient conditions, reference Table 2.0-1 Outside air temperatures - 100 F max -10 F min. 3.8A-14

-e Ground Temperature-50'F s,y j, 4 g,. p, y, intemal ambient conditions, reference Appendix 3.11A and Sections 10 and 11 of this appendix Thermal analysis may be performed to determine concrete surface temperatures. 5.1.1.6 Ro - Pipe reactions Pipe reactions are those loads applied by piping distribution system supports during normal operating or shutdown conditions based on the critical transient or steady-state condition. The dead weight of the piping and its contents are included. Appropriate dynamic load factors shall be used when applying transient loads, such as water hammers. 5.1.2 Severe Environmental Loads Severe environmental loads are those loads that could infrequently be encountered during the life of the plant. Included in this category are Wind loads tW). 5.1.2.1 W - Wind Loads Wind loads are forces generated by the " Design Wind" of 110 mph at 33 ft above nominal ground elevation (Section 3.3.1.1). " Wind" does not include tomado force winds. Wind Loads are deternuned in accordance with ANSI /ASCE 7-88 or ASCE Papers 3269 and 4S33 as specified in Section 3.8.4.3.D. Loads calculated using ANSI /ASCE 7-88 are based upon a 0.01% annual probability of occurrence in an assumed 100 year recurrence period for Category I and II structures. Other non-safety related structures will use the same wind speed but with a 0.02% annual probability of occurrence during an assumed recurrence period ~ of 50 year. For safety related structures use an "importance factor" (I) of 1.11 with an exposure category of "C" as defined in ANSI /ASCE 7-88, Section 6.5.3. An "importance factor" of 1.0 should apply to non-safety related structures. " Recurrence interval" and "importance factors" are discussed in ANSI /ASCE 7-88 Commentary Section 6.S.2. 5.1.2.1.1 Design wind pressure, p (psf), shall be calculated by the formula p = q G C, where 3 p q = velocity pressure = 0.00256K. (IV)2, for V = 110 mph design wind speed G = gust response factor, ANSI /ASCE 7-88, Table 8 3 (dependent upon height, z, above ground) i 3.8A-15

i EAscL 4g, p. j 7 - C, = extemal pressure coefficient, dependent on shape of the structure, e neganve pressure is suction K: = velocity pressure exposure coefficient from ANSI /ASCE 7-88 Table 6 Reference ANSI /ASCE 7-88, Sections e.4 and 6.3 3.1.3 Extreme Environmental Loads Extreme environmental loads are those which are credible but are highly improbable. 5.1.3.1 E' - Safe Shutdown Earthquake (SSE) SSE loads are loads generated by an earthquake with a peak horizontal ground acceleration of 0.30g. Refer to Section 2.5.2.5.1 of CESSAR-DC. 5.1.3.1.1 Total loads for E'shall consider simultaneous seismic accelerations acting in three orthogonal directions (two horLontal and one vertical). Each of the three directional components of the earthquakes will produce responses in all three directions. Colinear responses due to cach of the 3 individual earthquakes may be combined using the " Square root of the Sum of the Squares" method. The resultant nodal loads are applied simultaneously to the structure. The seismic forces and moments may also be combined simultaneously using participation factors of 100% / 40% / 40% applied to the individual loads produced as a result of each earthquake to produce the design SSE loads. The critical load combination would'use 100% of the loads due to one earthquake and 40% due to the other 2 earthquakes. (i.e., E of F, due to 2100%E', + 40%E'. + m40%E'). 5.1.3.1.2 SSE loads are obtained by multiplying the dead load and 25% of the design live load by the structural acceleration obtained from the seismic analysis of the structure. Amplification of these accelerations due to ilexibility of structurai members should be considered. Construction loads are not required to be included when determining seismic loads. Other temporarv loads must be evaluated for applicability on a case by case basis. Construction loads are not required to be included when determining seismic loads. Other temporary loads must be evaluated for applicability on a case by case basis. j 1 3.8A-16

.s 5.1.3.1.3 SSE damping values used in design shall be as folk ws: Structure Tyoe % of Critical Damping Welded Steel 4 Bolted Steel 7 Reinforced Concrete 7 Prestressed Concrete 5 Equipment (steel assembly) 3 (reference NRC Reg Guide 1.61 and Tab.le 3.7-1) 5.1.3.1.4 Fluid sloshing loads in the IRWST, Spent Fuel Fool, and all other fluid reservoirs due to the SSE shall be considered in accordance with ASCE 4-86. 5.1.3.2 W,- Tomado Loads Loads generated by the design tornadc arc as identified in Section 3.3.2. Tomado loads include loads due to the tornado wind pressure (W ), the tornado created m differential pressure (W ), and tornado-generated missiles (W ). p m 5.1.3.2.1 The following parameters from Section 3.3.2.1 and Table 2.0-1 shall be used for the design basis tornado: Maximum wind speed = 330 mph Maximum rotational speed = 260 mph Maximum translat%nal speed = 70 mph Radius of maximum rotational speed = 150 ft Maximum pressure drop = 2.4 psi Rate of pressure drop = 1.7 psi /sec 5.1.3.2.2 Tornado winds loads shall be converted to wind pressure loads in accordance with ASCE 7-88. The tornado velocity pressure is to be considered constant with height, therefore Kz = 1.0. -In determining tornado wind loadings, the importance factor (I) and the gust factor (GJ for tornadoes shall be taken as being unity. Therefore, tornado wind pressure loads shall be computed by.the formula: p = 0.0256K.(VI)2acp.o.oo:56vg Tha external pressure shape coefficient is determined in accordance with ASCE 7-88, Figure 2.- .i 5.1.3.2.3 Tornado missiles shall be considered in accordance with SRP Section 3.5.1.4 Spectrum II, Region I, and Table 3.5-2. 3.8A-17

i li s EHn 4 8: P.I9 DESIGN BASIS TORNADO MISSILES AND THEIR IMPACT VELOCITIES Design Impact L Velocity - Missile Desenptions Dimensions Weight Impact Horizontal. Vertcal (Ibs) Area (in ) (ft/sec) (ft/sec) A Wood i 'ank 3.6" X 11.4" X 12' 115 41 272 191 B 6" Sch. 40 Pipe 6.6" e X 15' 2S7 34 171 119 C 1" Steel Rod. 1" e X 3' 8.8 0.79 167 117 D Utility Pole 13.5" e X 35' 1124 143 180 126 E 12" Sch. 40 Pipe 12.6" e X 15' 750 125 154 108 F Automooile 6.56' X 4.27' X 16.4' 3990 4030 194 136 Design for missile impacts shall be in accordance with Section 3.5.3 and ACI-349.- Appendix C. Minimum concrete wall and roof thicknesses shall be in accordance with Standard Review Plan 3.3.3 Table 1. Non-Category I structures shall not be l assumed to shield seismic Category I structures from tornado wind, differential pressure, or missile loads. 5.1.4 Abnormal Loads Abnormal loads are those loads generated by a postulated high-energy pipe break accident. This event is classified as a " Design Basis Accident". Included in this category are: Pressure loads (P ), Thermal loads (T,), Pipe reactions (R,), Load on the structure generated by the reaction on the pipe (Y,), Jet impingement loads (Y), and Missile impact loads (Y ). m 5.1.4.1 P - Pressure equivalent static load within or across a compartment and/or building, generated by the postulated break, and including an appropriate dynanuc load factor to account for the dynamic nature of the load 5.1.4.2 T, - Thermal loads generated by the postulated break and including T,. 5.1.4.3 R, - Pipe reactions generated by the postulated break and including R,. 5.1.4.4 Y,- Equivalent static load on the structure generated by reaction of the broken high-energy pipe during the postulated break, and including an appropriate dynamic load factor to account for the dynamic nature of the load. 5.1.4.5 Y, - Jet impingement equivalent static load on a structure generated by the postulated break, and including an appropriate dynamic load factor to account for - 3.8A-18

.= g q I ithe dynsmic nature of the load.' E N C L 4 8.- l p. M, .t 5.1.4.61Y, - Missil'e impact equivalent static load on the structure generated by or ' ,j: 'during the postulated break, such as pipe whipping, and including an appropriate: dynamic load factor to account for the dynamic nature of the load. '+ + 5.2.0 Design Load Combinations 5.2.1. General The following loading combinations from Table 3.8-5 shall be used for analysis and design.of Category I structures and their components.' y Live loads shall be applied (fully or partially), removed, or shifted in location and ,i pattern as necessary to obtain the worst case loading conditions for maximizing.. j internal moments and forces for allload combinations. Impact forces ~due to moving 1 y loads shall be applied where appropriate. i Where any load is determined to have a mitigating effect ' n the overall loading for a '- fi o steel or concrete structural member, a load coefficient of 0.9 ~should be applied to that: load component. The reducing coefficient should be used only for that lo'adLwhichi can be o monstrated to be always present or occurring simultaneously _with other loads. For loads which cannot be shown to be always present,' the coefficient for.the. counteracting load is set to zero. The 0.9 coefficient should be used in lieu ~of'the : calculated concrete and steel coefficients; 't 1 for concrete replace 0.75'1.4D or 0.75'1.7L with 0.9D or 0.9Li ACI 349' Section 9.2.3 y for steel 1.7*1.0D with 0.9'D j a hio increase in allowable loads due to wind in service load combinations is permitted fr 4.* teel'or concrete components, .J Loading Combinations for Seismic Category I Concrete Structures - .a TL following set of load combinations define ' design lirnits for all Seismic Category Ii 4 concrete structures; 5.2.2.1 Service Load. Combinations represent normal' operating conditions or combinations of normal loads with' severe environmental conditions. i a) U = 1.4D_ + 1.7L b)' U = 1.2D + 1.7W l L, 3.8A-19 l z q

y 1 9 'c) U = 1.4D - 1.4F + 1.7L - 1.~H - 1. W - L 48. F. 2 / If the thermal stresses due to R, and T are present, the following combinations shall be satisfied. d) U = (.75)(1.4D + 1.4F + 1.7L + 1.7H - 1.% + 1.7R,) e) U = t.75)(1.4D + 1.4F + 1.7L + 1.~H - 1.7W 1. R, For concrete structures,U is the section strength required to resist design loads based; upon the ultimate strength design methods described in ACI 349. 5.2.2.2 Factored Load Combinations represent combinations of normal operating-P loads with (either or both) extreme environmental loads or abnormal loads. a) U = D + F - L + H + T, - R, - E' ~ b) U = D + F + L + H + T, - R, -W. for W. use: W., W, or W, individually and in combination, p '(W - 0.5W.), (W. + W_), or iW., - 0.5 W - W,) m c) U = D + F - L + H + T, + R, - 1.5 P, d) U = D + F + L + H + T, - R, - 1.0P, + 1.0(Y,+Y,+Y,) - E' 5.2.2.2.1 For load combinations 5.2.2.2 c) & d) above, the maximum values of P,, T,, R,, Y,, Y., and Y, including an appropriate dynamic load factor, are used unless a-time-history analysis is pertormed to justify otherwise. Ductility ratios determined from ACI 349 Appendix C should be used. Deflections shall be evaluated for potential loss of function for safety related systems. 5.2.2.2.2 Load combination 5.2.2.2 b) shall first be satisfied without the tomado missile load. Load combination,5.2.2.2 d) shall first be satisfied without the Y loads. When including these loads however, local section strength capacities may be exceeded under the effect of these concentrated loads, provided there will be no loss of function of any safety related system. 5.2.2.2.3 Structural effects of differential settlement, creep, or shrmkage shall be included with the dead load, D. 5.2.3 Loading Combinations for Seismic Category I Steel Structures - t The following set of load combinations define design requirements used for all Seismic Category I steel structures. 1 5.2.3.1 Service Load Conditions 3.8A-20

5.2.3.1.1 If elasuc allowable strength design methods are used: E N (I_ 4 g *. p. 2.z, a) S=D+F-L-H b) S = D - F - L + H + W If thermal stresses due to T, and R a;e present, the tellowing combinations are also satisfied: c) 1.3 S = D - F + L + H + R, + T, d) 1.3 S = D - F + L - H + W + R, + T, For steel members, S is the required section strength based on _the elastic design methods and the allowable stresses defined in Par: 1 of ANSI /AISC N690 5.2.3.1.2 If plastic design methods are used: al Y = 1.7 (D - F - L + H) b) Y = 1.7 (D - F - L e H + W) c) Y = 1.3 (D - F + L + H + T, - R.,)_ d) Y = 1.3 (D + F + L + H + W

T - R,)

o For steel members Y is the section strength required to resist design loads based on the plastic design methods described in Part 2 of ANSI /AEC N690. 5.2.3.2 Factored Load Conditions 5.2.3.2.1 If elastic allowable strength design methods are used: a) 1.4 S = D - F + L + H + R, + T, - E' b) 1.4 S = D + F + L + H + R., + T, + W, (refer to item 5.2.2.2 b) for components of W,) c) 1.4 S = D - F + L + H + R, + T, + P, d) 1.6 S = D + F + L + H + F, < T, + (Y,+YgY ) + E' + P, m (The plastic section modulus for steel shapes may be used for this load combination.) 5.2.3.2.2 If plastic design methods are used: a) Y* = 1.0 (D + F + L + H + Ro + To + E') b) Y = 1.0 (D + F + L + H + R, + T + W,) o (refer to item 5.2.2.2 b) for components of W.) c) Y = 1.0 (D + F + L + H + R, + T, + 1.37 P,) d) Y = 1.0 (D + F + L + H + R, + T, + Y, + Y. + Y + E' + P,)_ m 3.8A-21

R3-

7Mv pg g,7

'use'0.9Y for Internal Structures -and 1.0 for all other Category I structures. - 1(reference SRP 3.8.3.II.5)- . 5.2.4 Loading Combinations for Sliding, Overturning, and Flotation Minimum Factors of Saferv Load' Combination Overturning Sliding. Flotation - a D + F + H +. W 1.5 '. ' 1.5 z n D + F + H + W. 1.1 ' 1.1-j, D + F - H + E' 1.1 1.1 i D+F 1.1 1 1 (reference Section 3.S.4.4 and Table 3.8-5) 25.2.5 Construction Load Combinations Service load combinations shall be used to evaluate construction methods and .i sequence and determine structuralintegrity of the partially erected structures. 1 1 5.2.6 Applicability of Loads Lateral loads due to soil bearing pressure shall apply to all exterior' walls up to. El. 90'-9". t Tornado loads shall be applied to roofs and all exterior walls of all safety-related cb j Category I Structures. Where required tornado pressure boundaries 'are not q established at the exterior walls, appropriate interior walls shall be designed as l tornado pressure boundaries. i External hydrostatic forces are applicable to the basemat and to all exterior walls of : the Nuclear Island up to elevation 89'-9". i. i 6.0 STRUCTURAL ANALYSIS AND DESIGN, REQUIREMENTS AND d PROCEDURES i

l 6.1.0 Analvsis

.,i s i 3.8A i 1

a ON CL 46: P. 2 4 Tne Seismic Category I and II structures are analyzed to accoun? for both global and local effects of design basis loads desenbed in Sections 3.8.3 through 3.8.5. 6.1.1 General The structures that make up the Nuclear Island are described in Section 3.1 of this appendix. Other structures are described in Section 10.0. He differences in analyses for the Non-Nuclear Island structures are idennfied in Section 10.0. The complete Nuclear Island is founded on a common basemat ' and is analyzed as a monolithic structure. A three dimensional finite element modet of the Nuclear Island is developed and equivalent static global loading conditions are applied to the t structure. These results are combined using the loading combinations identified in Section 5.2 of this appendix. The global results from the three dimensional finite element model are added to local loading results to develop input for the design of the walls, columns and slabs. The results are used to design for in-plane forces and moments onlv. Design out-of-plar. rorces and moments are determined by hand calculations or local area models. Local model end conditions such as displacements and forces are compared to equivalent in-plane results from the three dimensional global static model to ensure compatibility with global loading results. 6.1.2 Seismic Analysis 9 The seismic inertia loads are developed from a soil structure interaction analysis as described in Section 3.7B. The earthquake control motions and soil conditions considered are described in Section 2.5. Responses are determined for three independent orthogonal components of earthquake motion applied as separate loading _ cases. From the soil structure interaction analyses, the zero period accelerations within tne structure are determined for all of the control motion and soil case combinations. The envelope of the ZPAs for each location is applied to the three' dimensional stanc model to determine global seismic forces and moments. The enveloping ZPAs are used in the local analyses to determine the forces and moments from the inertia loads. The masses in the local models are accelerated by the appropriate ZPA value for the elevation being analyzed and the forces are applied as static point loads, static body forces, or static uniformly distributed loads. For each load the response from all three directional earthquakes are combined simultaneously. The independent directional responses are combined using the I square root of the sum of the squares (SRSS) method or the 100-40-40 Percent Rule i 3.8A-23

EWL A.8

p. y described in ASCE 4-86. Tne 10040-40 Rule is based on the observation that the maximum increase in the resultant for two orthogonal forces occurs when these forces are equal. The maximum value is 1.4 times one component. All possible combinations of the three orthogonal responses are considered. The 100-40-40 combination is expressed mathematically as:

R= ( 1.0R, = 0.4R = 0.4Rz) y ar, R= (20.4Rx = 1.0Ry = 0.4Rz) or, R= (=0.4Rx = 0.4Ry = 1.0Rz) The 100-40-40 Percent Rule may also be applied for combming responses in the snne direction due to different components of motion. Additional seismi'c loads due to accidental torsion is accounted for as required by SRP Secnon 3.7.2.II.11. This accounts for variations in material densities, member sizes, architectural variations, equipment loads, etc., from design assumptions. Due to these potential variations, an additional eccentricity of the mass at each floor. equivalent to 5% of the maximum building dimension is ir.cluded. The accidental torsion load is an additional shear force at each floor elevation determined based on a percentage of total accumulated shear at each elevation. The dynamic increment for horizontal soil loads on the exterior walls is determined using the elastic solution method in publication ASCE 4-86. The horizontal-- acceleration used is the maximum ZPA at the ground surface determined in the seismic analyses in Section 3.7. The dynamic increment for the surcharge loads on the exterior walls is determined by multiplying the surcharge static load by the maximum vertical ZPA at the ground surface determmed in the seismic analyses in Section 3.7. Inertial loads from sloshing fluids are determined by the method identified in standard ASCE 4-86 or ASCE Manual No. 58. 6.1.3 Thermal Analysis ACI 349 Appendix A, ACI report ACI 349.1R or thermal analysis computer programs are used to evaluate thermally induced forces and moments. Thermal analyses may be performed to determine actual concrete surface temperatures. Ambient temperature values are provided in Secnon 5.1.1.5.1. 6.1.4 Other Analyses 3.8A-24

EkJCL 48 - P 24 All other loads desenbed in Sectien 5.1 are analyzed as static point loads, static body iorces, or static umformly distnbuted loads. 6.2.0 Structural Desien 6.2.1 General Requirements 6.2.1.1 Concrete The requirements for the design and construction of Seismic Category I and II concrete structures shall conform to all requirements of ACI 349 and NRC Regulatorv Guide 1.142, except as modified by this appendix. The Seismic Category I concrete members are designed as if they were parts of ordinary moment frames. These frames shall be designed for strength based 'on the - Strength Design Method as defined in ACI 349. Deformations are assumed to be restricted with energy dissipation occurring due to elastic deformation. ACI 318 Chapter 212 is incorporated into the design configuration of member coruiections as if they were parts of special moment frames. Special moment frames assume larger deformations which could lead to the formation of hinges in areas of maximum moments. ACI 349 is used to determine the required quantity of shear, tension, and compression reinforcing,. ACI 318, Chapter 21 is used to determine the required anchorage and splicing of connections. ACI 318, Chapter 21 is also used to determme the configuration of reinforcing in the structural joints; and regions where reinforcmg-is spliced, and required placement of stirrups and hoop steel. Exceptions to use of ACI 349 Appendix B for the design of embedments and expansion anchors are defined in Section 6.2.1.1.2. Design provisinns for impulsive and impactive effects shall be in accordance with ACI 349-90, Appendix C. ACI Specification ACI 349 Appendix A, ACI Report ACI 349.1R or computer analysis programs are used to evaluate thermally induced forces and moments in Seismic Category I structural members. + 6.2.1.1.1 Reinforcmg IReference of Appendix A of 318 referenced in Reg Guide 1-142 and ACI 349-85 are now included in ACI 318-89 with limited revisions. 3.8A-25

~ EML. 4 8 : P. A J Required reinforcing for concrete members shall be det:rmined in accordance with ACI 349. Refer to Section 6.2.2.1, Basemat, for additional discussion of reinforcing requirements at typical construction joints. Concrete joints shall be detai'ed for ductility in accordance with ACI 318, Chapter 21. Supplemental reinforcing requirements based upon ACI 318 are: Mechanical or welded splices are permitted subject to a 50% limit at a given location with splices on remaining bars staggered at least 24" between centerline of adjacent splices, para. 21.3.2.4 Lap splices in beam and alumns shall have hoop reinforcement over the length of the splice. Hoop reinforcement will be sized per para. 21.3.2.3 and 7.10.5.1 Hoop reinforcing for beams and columns shall be installed as required by para. 21.3.3.1(1) and 21.3.3.2 and Section 7.10.5 Spacing t<4" or <d/4) of hoop reinforcing will be according to para 21.4.4.2 with crossties or legs spaced no more 14" per para 21.4.4.3 distributed over a length specified in para 21.4.4.4 Reinforcing at terminating ends of beam, walls and columns shall be in accordance with para 21.4.4.5 Transverse reinforcing at the edges of wall panels shall be anchored in accordance with para 21.5.3.5 and 21.5.3.6 Longitudmal reinforcing for beams shall be anchored according to para 21.6.1.3 with hoop reinforcement per 21.6.2.1 Development lengths for reinforcing will be according to para 21.6.4 Epoxy coated reinforcing shall be used for exterior walls and slabs when the existing groundwater is determmed to be sufficiently corrosive so as to adversely affect the bng term durability of the concrete structure. The required splice length given in ACI 349 Section 12.2.2 shall be increased using factors provided in ACI 318 Section 12.2.4.3. 6.2.1.1.2 Concrete Expansion Anchors Expansion anchors shall be of the wedge, sleeve, or undercut design as specified in Section 3.8.4.5. Mimmum design safety factors shall be: 4.0 for wedge and sleeve type anchors 3.8A-26

i-Q~' ,. i .s Ewl +g. p.2g I' . o.0 for undercut type ancn.ors ~ Expansion anchor embedments shall have a mimmum factor of safety of 1.5 for - concrete failure with respect to anchor minimum tensile strength. Selecnon of expansion anchors shall consider energy absorp~ tion capaLHity (i.e. ductility) of the anchors. 4 A specification for th(. design, installation, and use of expansion anchors should b e; developed by the COL Applicant and include; expansion anchor allowable loads expansion anchor minimum spacing spacing requirements for expansion anchors

q procedures for addressing baseplate flexibility's in calculating design loads on 1

expansion anchors procedures for addressing shear tension interaction required load reductions for cyclic loadings i When high capacity concrete anchors are specified, they should be of the direct bearing or " undercut" type. Load transfer for these anchors is achieved by bearing of-the expanded embedded tip against the undcrcut concrete hole produced by a special; flaring tool. Undercutting of the concrete is required for the anchor to provide the. concrete shear capacity to match the high strength bolts. g = For smaller safety related or non-safety related applicuions expansion anchors referred to as " Sleeves" or " Wedges" may be used, subject to the safety factors given above. 6.2.1.2 Steel' The design of Category 1 steel structures and/or components shall use Allowable Strength Design methods in accordance with ANSI /AISC N690. Supplemental: requirements (reference Section 3.8.4.5) are; " Secondary Stresses" applies only to temperature l'oadings, Q1.0.2 y Additional notes for Section Q1.3 Effects due to differential settlement shall be included with dead loads' ) Offsetting loads in any load combination shall have a load factor of 0.0 unless they are always present or act simultaneously with other loads in which case the factor should be 0.9 3.8A-27

!r N-y En tL. 4 g.

f. z Stress limit coefficients are modified as shown in Section 5.2.3.1.2c) & d) and Section 5.2.3.2.1, Table Q1.5.7.1 Change load factor for P, in equation 5.2.3.2.2 to 1.37P, Sec Q2.1 (equivalent to 1.5 /1.1xP,)

Painting requirements as given in Section Q1.24 and Q1.25 shall be supplemented by the following: Paintings or coatings for structural steel shall meet the requirements of Regulatorv. Guide 1.54 and ANSI /AlCE N101.4, " Quality Assurance for Protective Coatings Applied to Nuclear Facilities". As a supplemental requirement to ANSI N690, steel materials are to be shop painted, prior to delivery, in accordance with Section M3 of the AISC MANUAL OF STEEL CONSTRUCTION. " Allowable. Stress Design" and its Commentarv. Steel surfaces exposed after installation are to be field painted or coated in accordance with this same reference. Duculity factors tu) in Table Q1.5.8.1 shall not apply to constrained (rotation-and/or dispa:ement) members under load combinations 5.2.3.2.2d) and e). Ductility factors from Appendix A, II.2 of SRP Section 3.5.3 shall be substituted for Table Q1.5.S.I. Uniform depths of steel beams and connect;ons should be maintained. Bolted connections should be used for field erection of structural steel beams and I columns. Load indicator bolts are recommended. The design of bolted connections shall be in accordance with ANSI N690 Section Q1.16 and the " Specification for Structural Joints...', reference 5.4.1. Bolted connections shall be designed to be " slip cntical" unless justified otherwise. Welded connections shall be designed in accordance with ANSI N690 Section Q1.5 and AWS D1.1. Maximum utilization of shop fabricated connections should be considered to avoia weldmg in hazardous environments. Transverse welds across the flanges of rolled Sections of Seismic Category I or II stee: members are prohibited without approval of the design engineer. All transverse j welds on Category I or II members shall be shown on approved drawings. l 1 Structural members with restrained end conditions and thermal loads shall be evaluated for potential buckling. 6.2.1.3 Missile Protection 3.8A-28

r_ EHrL AS: Exterior walls and roof slabs are required to iunction as missiis barri:rs for to generated missiles. Design of missile barriers shall assure that the structure will not collapse under the missile load nor will there be penetration through the barrier. Safety related structures, systems and components shall be protected from secondary missiles as a result of backface scabbing. 6.1.1. 4 Fire Protection Fire protection is provided in the form of fire rated walls and barriers as identified in Figure 3.8-3. In addition to passive fire protection offered by fire rated structural barriers, the structural design shall offer protection to the active fire suppression system to assure that they will not be made inoperable due to the failure of any structural member. 6.2.1.5 Flooding Flooding is addressed in Section 3.4.4. Flood barriers are identified in Figure 3.8-5. Protection of the Ca;egory I structures against flooding shall be insured by; allowing no access openings in the exterior walls lower than 1 foot above plant grade having no unsealed exterior wall or floor penetrations below plant flood level (El. 89'-0",1 foot below fuushed yard grade) having water stops in all below grade exterior construction joints-providing floor drainage 6.2.1.6 Construction Support 6.2.1.6.1 Modular Design Cost saving may be achieved by reducing the duration of the construction schedule. Durations may be reduced by standardizing details and using modular designs that will allow offsite fabrication and assembly. Modular designs must consider transportability to the point of installation. Connections / fit-ups with previously erected components must be considered. t 6.2.1.7 Security 10CFR Chapter I Part 73 provides the regulatory requirements for physical protecton i 3.8A-29

~ E MtL.AC P 3I ci the piant against sabotage as a result of unauthonzed access. Plant designs shall prevent use of unauthonzed access routes. In accordance with Part 73 Section 45M(1)(i), barriers shall be provided to channel access through protected area entrv control points or delay any unauthorized penetration attempt sufficiently to allow detection by security personnel. 6.2.2 Special Design Criteria 6.2.2.1 Radiation / Contamination Control Tne design of structural elements shall provide surface features to prevent the spread of contamination and facilitate plant cleanup. Sumps for drain lines that may collect potentially contaminated liquids will be lined with stainless steel over the potentially wetted surface. Concrete surfaces should be protected by a smooth surface epoxy coating where the potential exists for contamination. Walls or curbs shall be meluded around locations of potential leaks of contaminated luids. Penetrations in walls or floors shall be fitted with appropriate seals to prevent the spread of contaminated fluids. 6.2.2.2. Grout Grout shall be selected based upon required bearing strength and exposure conditions. A field specification should be prepared by the COL Applicant to provide instructions in selecting site approved grouts. The grout specification should also include instructions for concrete repairs. 6.2.2.3 Rooi Drains Primary and secondarv rooi drains shall be provided on all structures with parapets to assure that the load resulting from rainfall will be less than the design load of 50 psi, Rooi drains shall be located to eliminate ponding where the potential for excessive roof deflections may exist. A minimum roof slope of %" per foot is recommended to further reduce the potential for ponding. Scuppers may be used as secondarv roof drains. 6.2.2.4 Adjacent Structures Non-Seismic Category 1 Structures shall be designed or located to prevent any unanalyzed interaction with Seismic Category I Structures. 1 6.2.2.5 Wall / Floor Penetrations Requirements All openings in walls and slabs shall be shown on construction drawings. Openings 3.8A-30

EN/L. 4 3 ': P

3 2..

shall be acceptable without analysis if they meee the criteria idennfied in ACI 349 Secnon 13.5.2. Penetrations shall not be added to an erected safety related Seismic _ Category I or II concrete wall or slab without prior evaluation by the Design Engmeer. Round pipe sleeves shall be used in lieu of rectangular penetrations except where required by other design criteria. Each comer of rectangular openings in walls or slabs should be provided with diagonal reinforcing to reduce cracking due to stress concentration at these locations in accordance with ACI 349 Section 14.3.4. 6.2.2.6 Miscellaneous Components 6.2.2.6.1 Platforms, Ladders, and Manways Seismic Category I safety related platforms shall be designed and installed in accordance with Sections 6.2.1.2 and 7.2.1 of this appendix. Access structures not supporting Safety Class equipment shall be designed as Seismic Category II. 6.2.2.6.2 Electrical Cable Tray Design of structural steel for support of cable trays shall meet the requirements of Appendix 3-9.A. 6.2.2.6.3 Support / Restraints for Piping and Its Components _ Design of structural steel for supporting piping and its components shall meet the requirements of Appendix 3-9.A. l 6.2.2.6.4 Fabricated Embedments The walls and floors of Seismic Category I Structures shall be provided with unique : and miscellaneous typical embedments for the mounting or attachment of structures and components. Additional typical embedments should be provided for welded structural attachments which will reduce the number of attachments utilizing _ expansion anchors. Tolerances for fabrication and installation of embedments shall be provided on design drawings or in specifications issued by the COL Applicant. The anchorage for structural emb'edments shall be designed based upon ACI 349-85, Appendix B with the following exception. The assumed concrete failure cone projects I out at an angle of 35' instead of 45*. The angle shall be measured from the plane 3.8A-31

~ '

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p. 3 3 normal to the axis of the embedment. This exception appli*s to structural embedments and headed anchors, such as " NELSON Studs", and expansion anchors.

The exception is to prevent an overlappmg of the concrete shear cones when anchors are spaced at a "2d" spacing (reference :section 3.8.4.5) and to avoid a less than required minunum edge distance. A reduction in load capacity for embedn ents shall be applied for placement of anchors in the tension zone of concrete members. 7.0 CONSTRUCTION; FORMING, FABRICATION, and ERECTION 7.1.0 Concrete Concrete work shall conform to all requirements of ACI 349 and ACI 301 except as. modified by tnis appendix. 7.1.1 Concrete Mix Design Concrete mix design, see Section 9.2 of this appendix, shall be determined based upon field testing of trial mixtures with the materials to be used. Testing shall evaluate: ultimate concrete strength as well as early strength in support of an aggressive construction schedule concrete workability and consistency required concrete admixtures heat of hydration and required temperature control for large or thick concrete pours special exeosure requirements when identified on design drawings 7.1.2 Concrete Placement Requirements and/or limitations on concrete placement will be determined in conjunction with the construction schedule. A site specific construction specification should be prepared by the COL Applicant to address requirements and procedures for concrete placement. The concrete specification should address; desired volume of concrete pours and rate of deposition special forming requirements maxunum height of purs temperature limitations; weather conditions and concrete mix, including approved 3.8A-32

a methods for temperature control curing requirements and procedures-7.1.3 Reinforcmg Fabrication and placing of reinforcing b.- for concrete shall conform to the requirements and tolerances specified in ACI 349 Section 7.5 and in ACI 301 Sections 5.5, 5.6, and 5.7. Consideration shall be given for modular assemblies of reinforcing and that these assemblies can be moved without changing their alignment. Lap splices shall be prohibited for locations with tension stresses normal to the plane for the splice and for bar sizes greater than #11. except as provide by ACI 349 Sect:on 12.14.2.1. Welding of remforemg shall be prohibited except as provided for in approved splice details. 7.1.4 Construction Sequencing Construction sequence will be determmed by the COL Applicant. Additional design requirements due to the construction sequence will be determined by the COL Applicant dunng the final design. 7.2.0 Structural Steel 7.2.1 Structural Steel; fabrication and erection Fabrication and erection of safety related steel members shall be in accordance with AISC N690, Sections Q1.23 and Q1.25. Additional requirements are applicable as provided for in this appendix. 7.2.2 High Strength Bolted Connections Bolts shall be instaPed and tightened in accordance with Section 8(d) of reference 5.4.1. The use of " load indicator" bolts or washers should be used where possible. " Snug tight" installation of bolts in " slip critical" connections shall not be permitted. . 8.0 STRU'CTURAL ACCEPTANCE CRITERIA Structural Acceptance Criteria are specified in Section 3.8.4.5. 3.8A-33

c i EML. 4G

p. 35 Separation Criteria for Seismic Category I and non-Seismic Category structures and components shall be verined.

9.0 MATERIALS 9.1 General Material shall conform to requirements for Section 3.8A.6.1 and this appendix. Materials used should be selected based upon a proven record of service in other nuclear facilities. Materials shall be specined based upon approved codes and = standards. Additional material restrictions or requirements may be added by the design engineer to meet anticipated design or field conditions. With suitable qualification and no applicable material restrictions, substitute materials may be used. Materials used shall be qualified to withstand environmental conditions for normal and accident conditions. Site specific design specifications prepared by the COL Applicant should identify required qualifying environmental conditions. 9.2 Specifications The materials identified below and in Section 3.8.4.6.1 shall be considered acceptable for the analysis and design of System 80+ Standard Plant structures. Additional materials may be added to this criteria when qualified by appropriate codes and standards. 9.2.1 Concrete Concrete - f'c = 4000 psi (5000 psi for the of the Muclear Island superstructure) Normal weight concrete with a density of 135 to 160 pcf. 9.2.1.1 Cement - material shall conform to ASTM C 150 per ACI 349 par. 3.2. Cement ' hall conform to Type I or Type II designations except where additional s qualifications are conducted for special applications. i 9.2.1.2 Aggregates - material shall conform to ASTM C 33 per ACI 349 par. 3.3. ASTM specificanon C 637 may apply where deemed necessary for radiation shielding. Limestone based aggregates should be considered for use in the floor of 3.8A-34 1 b

~- M the reactor cavity for core concrete interaction concerns. 9.2.1.3 Admixtures - Admixtures conformmg to applicable ASni standards are acceptable when qualified by testing to verify required mix design. 9.2.1.4 Water shall conform to requirements of ACI 349 Section 3.4 and Section 3.8.4.6.1.1. Use of non potable water shall be restricted in accordance with ACI 349 Section 3.4.3. 9.2.1.5 Reinforcing Steel - ASTM A615 Grade 60, Fy = 60,000 psi or - ASBI A706 Fy = 60,000 psi Epoxy coating of reinforcing shall be in accordance with AShi A775 (ACI 318 ' paragraph 3.5.3.7). 9.2.1.6 Rebar Splice Systems Tha use of welded splices and mechanical connections is addressed under paragraph 12.14.3 of ACI 349. Mechanical reinforcmg coupler devices shall be acceptable. 9.2.2 Steel 9.2.2.1 Structural Steel Structural Shapes - ASni-A36, Fy = 36,000 psi additional material per ANSI /AISC N690 Section Q1.4.1 (excluding round & tubular shapes) Structural Tubing - ASni-A500 Grade B, Fy = 42,000 psi Steel Plates - ASTM A240 Type 304L Stainless Steel ASTM A36 9.2.2.2 Structural Bolts Structural Bolts shall comply with ASTM material specifications identified in Section Q1.4.3 of the ANSI /AISC Standard N690 or other materials identified in the " Specification for Structural Bolting Using AShi A325 or A490 Bolts". Bolts shall. have nuts and washers as identified below: r Bolts - A193, A320, A325, A490, etc. Nuts, for A32S - A194 Grade 2 or 2H nuts or A563 Grade C, O, D, DH, or DH3 Washers - F436 hardened steel washers 3.8A-35

s DNt'L-48: P.1 ~) High strength threaded rods such as A193 Grade B7 or A320 Grade L43 may be used in lieu of A325 bolts with qualifying documentation identifying the installation. 9.2.2.3 Welding Welding materials shall conform to the requirements of the Structural Welding Code (AWS-DI.1). AWS DI.1 Table 4.1.1 shows the compatibility of filler metal with base metal. ANSI /AISC N690 provides supplemental information on weld matenals for stainless steel. 9.3 Restricted Material The use of the restricted materials should be based upon a proven need and avoided where possible. Materials that are restricted include: Use of teilon based low friction sliding bearing plates such as "Flurogold" or neoprene based gaskets, seals, or bearings shall be kept to a minimum due to presence or fluoride or chloride ions and the increased potential for stress corrosion cracking. Low melting point metals (lead, zinc, etc.) have been identified for their deleterious effect on corrosion resistance and ductility of metallic components. Restrictions on zine will also mean a restriction on galvanized materials. This restriction is particularly applicable inside Containment where the zinc in the galvanized coating can result in chemical reactions producing additional hydrogen ~ 10.0 Supplemental Design Criteria for Nuclear Island, Category I and II Structures All structures located on the Nuclear Island are Seismic Category I, Safety Class 3, and Quality Class 1. Refer to Figure 10.1 of this appendix for location of structures addressed in this section. 10.1 STRUCTURAL FOUNDATION /BASEMAT 10.1.1 Description The Basemat is a 10 foot thick reinforced concrete slab that supports the Nuclear Island structures. The Basemat measures 334 feet by 442 feet, which includes an extension of four feet beyond the Nuclear Island perimeter along all four sides. 10.1.2 Design Requirements 3.8A-36

E*)CL 4B: P $8 The basemat is designed for the envelope of reactions consid ring all soil cases. The basemat analysis provides support reactions assuming a homogeneous foundation subgrade. These reactions are used to determine an effective soil bearing pressure under the basemat. Reactions are represented by vertical soil springs. Spring constants are calculated based upon contributory areas and the underlying soil stiffness. The basemat shall use a symmetrical reinforcing configuration based on the maximum required reinforcing,either top or bottom of the basemat to account for differential settlement. Design of the basemat shall consider stresses due to pouring sequence of the mat as well as the erection sequence for components located above the mat. Pour layouts should mimmize skewed intersection of construction joints with walls due to conflicts in placement of wall dowels. Concrete pours shall require engineered construction joints detailed on concrete and reinforcing design drawings. Details shall allow for proper spacing and stagger of individual rebar splices and shear reinforcing required by ACI 349 Sections-12.14 through 12.17. Design of the construction joint shall consider the requirements for additional shear reinforcing identified in ACI 349 Section 11.7. Shrinkage cracks in the exposed vertical faces of concrete pours shall be controlled by mimmum reinforcing as specified in ACI 349 Section 7.12. This reinforcing shall apply to temporarily exposed faces of interior construction joints. Design of the basemat includes blockouts needed for equipment sumps. At these sump locations, basemat thickness is reduced. Additional horizontal reinforcing shall be added in the sump sidewalls to accommodate basemat design moments. The basemat shall be founded on competent structural backfill. The backfill material shall meet the requirements of the Unified Soil Classification System for SP, SM, GP, or GW soils, except that the maximum percentage of soil passing through No. 200 sieve shall be no greater than 12 percent. The soil shalll' compacted to be a maximum of 95 percent as determmed by ASTM D1557. 10.1.3 Design Loads Refer to Table 10-1 of this appendix for additional Basemat design loads. 10.2 CONTAINMENT SHIELD BUILDING 3.8A-37

10.2.1 Description ' EAjdt 4 g, 9 3 9 ne Containment Shield Building is the concrete structure that surrounds the steel Containment Vessel and Containment Subsphere and provides protection from postulated external missiles and environmental effects. The Containment Shield Building provides an additional barrier against the release of fission products. The Shield Building consists of a cylin' rical 4 feet thick reinforced concrete shell wall d with a 105' inside radius extending from the foundation basemat at El. 50'-0" to El.146'-0". The cylindrical wall extends upward from El,146'-0" with a 3 ft thickness - to the spring line at El.157'-0". The Shield Building is topped by a 3 ft thick reinforced concrete hemispherical roof. De outside apex of the dome is at elevation 265'-0". 10.2.2 Design Requirements The Containment Shield Building penetrations shall be sealed to maintain the annulus ventil:. tion boundary. 10.2.3 Design Loads (reference Section 3.8.4.3) ASCE Paper 4933 applies to wind loads on the Containment Shield Building. For tomado winds, the extemal pressure shape coefficient (C ) used in the formula in p Section 5.1.3.2.2 of this appendix is taken from the tables in ASCE 7-88. The wind load distribution curves for the Containment Shield Building are on in Section 3.3. Refer to Table 10-1 for additional design loads applicable to the Containment Shield Building. 10.3 REACTOR BUILDING SUBSPHERE 1 The Reactor Building Subsphere, located inside the Shield Building and extemal to the Containment Vessel, consists of reinforced concrete walls and slabs and the Containment Support Pedestal. - The purpose of the subsphere structures is to support the Containment Vessel and the Intemal Structures and isolate safety related equipment. Refer to Table 10-1 for Reactor Building Subsphere general design loads. 10.3.1 Containment Support Pedestal 10.3.1.1 Description The Containment Support Pedestal is the intermediate concrete support between the 3.8A-38 s

Containment Vessel and the Nuclear Island Foundation Basemat. The pedestal is comprised of a circular columnar support 66 feet in diameter, with an additional area extending out 8'-7" under the Upper Guide Structure Laydown Area, and a 3 ft thick curved dish pedestal. The center column extends from El. 50'-0" to the Containment Vessel invert at El. 57'-0" The Dish Pedestal extends around the containment vessel from the center column upward to El. 91'-9". 10.3.1.2 Design Requirements Resistance for the Containment Vessel against sliding and overturning on the Containment support pedestal is provided by shear connectors welded to the Containment Vessel. Compressible material is provided around the upper edge of the dish pedestal dish to - reduce bearing stresses between the dish and the Containment Vessel at El. 91'-9" Design details shall allow for insertion of the compressible material and containment inspectability. Preventive measures are required in this bearing area to reduce or prevent containment corrosion. These measures include; Sealing of the concrete to keep out moisture Use of sloped floors and drains to prevent collection of surface water in the transition area t i 3.8A-39

E N l t + 8.- P Al Containment penetrations that pass through the support pedestal concrete must allow for inspection and testing at the Containment Vessel in compilance with General Design Criterion 53. Provisions for inspection and testing must be included in the design. 10.3.1.3 Design Loads (reference Section 3.8.4.3) Refer to Table 10-1 for additional design loads applicable to the Containment Support Pedestal. 10.4 CONTALNMENT INTERNAL STRUCTURES The Containment Internal Structures are located inside the spherical steel containment vessel. The purpose of these internal structures is to provide structural support, radiation and missile shielding, and space for the IRWST. These structures are constructed of reinforced concrete and structural steel. These structures are described in Section 3.8.3.1. Refer to Table 10-1 for general design loads for the Containment Intemal Structures. 10.4.1 Reactor Vessel Primary Shield Wall 10.4.1.1 Description The Primary Shield Wall is a reinforced concrete enclosure that surrounds the Reactor Vessel. The Primary Shield Wallis a mirumum of six feet thick.. 10.4.1.2 Design Requirements The Primary Shield Wall provides protection for the vessel from intemal missiles. The Primary Shield Wall provides biological shielding and is designed to withstand the temperatures and pressures following LOCA. In addition, the primary shield wall provides structural support for the Reactor Vessel. (Reference Section 3.8.3.1) 10.4.1.3 Design Loads (Reference Section 3.8.3.3) 'Ihe Primary Shield Wall shall be designed for normal dead loads as well as equipment live loads and related seismic forces. In addition the PSW shall resist the dynamic loads due to the NSSS components. The inner face of the lower Primary Shield Wall will be provided with projecting reinforced concrete corbels to be used as the support bases for the Reactor Vessel steel support Columns. Corbels shall be designed for the potential upward loads resulting from an ex-vessel steam explosion (Section 3.8.3.3.H) 1 3.8A-40

WL <& : p.42 Refer to Table 10-1 for additional design loads that are applicabl2 to the Primary Shield Wall. 10.4.2 Crane Wall (Secondary Shield Wall) i 10.4.2.1 Description The Crane Wall is a reinforced concrete right cylinder with an inside diameter of 130 feet and height of 118'-3" from its base. The top elevation is at El. 210'-0". The Crane. Wall is a minimum of four feet thick. 10.4.2.2 Design Requirements The Crane Wall provides supports for the polar crane and protects the steel containment vessel from internal missiles. In addition to providing biological shielding for the coolant loop and equipment, the Crane Wall also provides structural support for pipe supports / restraints and platforms at various levels. The design shall address the vertical alignment of the Crane Wall with the - corresponding structure below the Containment Vessel and provides special construction tolerances, as necessary, to ensure potential misalignment is appropriately considered. The design also considers potential differential basemat sett:ement and the effect on the Crane Wall alignment. 10.4.2.3 Design Loads (Reference Section 3.8.3.3) Refer to Table 10-1 for additionalloads that are applicable to the Crane Wall. 10.4.3 Refueling Cavity 10.4.3.1 Description The Refueling Cavity is the reinforced concrete enclosure that provides a pool filled with borated water above the reactor vessel to facilitate the fuel handling operation without exceeding the acceptable level of radiation inside the Containment Vessel. The Refueling Cavity has the following sub-compartments. A. Storage Area for Upper Guide Structure B. Storage area for Core Support Barrel C. Refueling Canal The Reactor Vessel flange is permanently sealed to the bottom of the Refueling 3.8A-41

E NCL. 48 : P. 43 Cavity to prevent leakage of refu: ling water into the reactor cavity. The Fu:1 Transfer Tube connects the Refueling Cavity to the Spent Fuel Pool. The shield walls that form the Refueling Cavity are a minimum of six feet thick. 10.43.2 Design Requirements The Refueling Cavity walls and floor shan be covered with stainless steel plate for leak rightness and for contamination and corrosion control. 10.43.3 Design Loads (Reference Section 3.833) Refer to Table 10-1 for additional design loads that are applicable to the Crane Wall. 10.4.4 Operating Floor 10.4.4.1 Description The Operating Floor at El.146'-0" provides access for operating personnel functions and provides biological shielding. Inside the Crane Wall, the operating floor is a reinforced concrete slab with a covered hatch that is aligned with hatches in the two lower floors. Outside the Crane Wall, the Operating Floor consists of steel grating. 10.4.4.2 Design Loads (Reference Section 3.833) Refer to Table 10-1 for additional design loads that are applicable to the Operating Floor. 10.4.5 In-Containment Refueling Water Storage Tank 10.4.5.1 Description The IRWST provides storage of refueling water, a single source of water for the Safety Injection and Containment Spray pumps and a heat sink for the Safety Depressurization System. The IRWST is dishlike in shape and utilizes the lower section of the Internal Structures as its outer boundary. 10.4.5.2 Design Requirements The IRWST is provided with a stainless steel liner to prevent leakage. Design of the IRWST considers pressurization as a result of the contamment systems Design Basis Accident. 10.4.53 Design Loads (Reference Section 3.833) 3.8A-42

EN#L d #- Refer to Tabl: 10-1 for additican:1 design loads cpplicable to the IRWST. 10.4.6 Lower Concrete Di:,h 10.4.6.1 Description The lower concrete dish, or the Containment concrete base is the base support for all of the Reactor Building internal structures and NSSS components. The dish is comprised of a segment of a sphere from the containment invert up to the reactor cavity floor at elevation 62'-0", and a three feet thick inner liner to the Containment up to El. 91'-9". The reactor cavity floor is provided with a sump within the lower dish concrete. The lower concrete dish transfers loads via direct bearing and shear connectors to the Containment Vessel through to the containment support pedestal. 10.4.6.2 Design Reauirements Resistance for the tower wncrete dish against sliding and overtuming is provided by shear connectors welded to the Containment Vessel. 10.4.6.3 Design Loads (Reference Section 3.8.3.3) Refer to Table 10-1 for additional oesign loads applicable to the Lower Concrete Dish. 10.5 Nuclear Annex The Nuclear Annex is composed of the Control Complex, Diesel Generator Areas, Main Steam Valve House Areas, CVCS and Maintenance A es, and Fuel Handling Area. The Nuclear Annex is a reinforced concrete structure composed of rectangular walls, columns, beams, and floor slabs. The Nuclear Annex shares common walls and foundation basemat with and is monolithically connected to the Containment Shield Building. In addition to these structural components, there are components designed to provide biological shielding and protection against tornado and turbine missiles. Structural components, as well as members serving as shielding components, vary in thickness from approximately one foot to five feet. 10.5.1 General Design Requirements Exterior walls shall be designed to withstand the soil loads due to the normal finished yard grade. In addition the walls shall be designed for surcharge loads due to adjacent structures and / or temporary construction or maintenance loads. Dynamic loads due to seismic soil structure interaction shall be included with 3.8A-43

y s 3.. ' j- - applicabla f:ctored load combinations. MN ft. MM l L The exterior walls and roof slabs provides protection for the interior of the Nuclear? Annex against environmental loads. Refer to Table 10-1 for general design loads! 1

applicable to the Nuclear Annex.

t /! 10.5.2' Diesel Generator Areas y 10.5.2.1 Description j J The Diesel Generator Areas provide protection to two diesel generators installed in. l separate compartments located on opposite sides of the Nuclear Annex. n; 10.5.2.2 Design Loads (Reference Section 3.8.43)' c; These components shall be designed for the general requirements given in Section 10.5.1 of this appendix and the additional loads given Table 10-1. j 10.53 Control Complex H 10.5 3.1 Description l The Control Complex consists of the' Vital Instrument & Equipment Rooms at El. 50'+0" and those areas located above them. The Control Complex provides two - physically separate divisions for electrical distribution, control, and instrumentation systems leading to the Control Room. 10.53.2 Design Requiremmts i The upper floor of the Control Complex contains the Control Room which shall be - j! designed to provide security, fire, and environmental protection to the control-equipment and the Control Room operators. 10CFR Chapter I Part 73 Section 55(c)(6) specifies that walls, doors, ceiling,' and floor of the Control Room shall be bullet-resisting. j 10.533 Design Loads (Reference Section 3.8.43)' Refer to Table 10-1 for additicaal design loads applicable to the Control Complex.~ 10.5.4 Main Steam Valve House l l r 10.5.4.1 Description o 3.8A-44 b

E N t*L 4 D t 9: N ( Thf Main St:am Valve is a compartment located above th2 EFW Tank Areas on th: north and south sides of the Nuclear Annex. The compartment floor elevation is El.106'-0". The Nuclear Annex roof at El.156'-0" is the top of the compartment. 10.5.4.1 Design Requirements The Main Steam Valve House shall be designed to provide environmental protection, primarily missile protection, for the Main Steam and Feedwater Line safety related valves and piping. The Vcive House also provides protection to the Nuclear Annex penetrations through the inside walls of the Valve House. 10.5.4.2 Design Loads (Reference Section 3.8.43) In addition to the applicable design loads given in Table 10-1, the walls of the Valve House shall be design to resist loads due to potential pipe rupture loads from the Main Steam and Feedwater Lines. 10.5.5 Fuel Handling Area 10.5.5.1 Description The Fuel Handling Area includes the Spent Fuel Pool, Refueling Canal, Cask Laydown and Washdown Areas, truck / rail shipping bay, and New Fuel Storage Area. The spent fuel pool is an open stainless steel lined reinforced concrete vessel used for submerged storage of radioactive spent fuel assemblies. The pool is approximately 32'-6" by 43' with a depth of 42'. The walls and floor of the spent fuel pool are a minimum of 6' thick. Fuel assemblies are transferred from the Fuel Pool to the Refueling Cavity via the Refueling Canal at the end of the Fuel Pool and the Fuel Transfer Tube through the Shield Building and the Steel Containment. The Refueling Canal measures 6 feet wide by 49'-5" long. The mmimum wall thickness, on the fuel pool side, is 6'. An opening in the fuel pool wall allows for passage of fuel between the Fuel Pool and the Refueling Canal. A steel divider is provided for the opening. 10.5.5.2 Design Requirements Seals are incorporated to allow draining of the refueling canal while maintaining the water level in the spent fuel pool. The fuel pool liner plate is designed for impact loads due to dropped fuel assemblies. 3.8A-45

a. c, 10.5.5.3 Design Lords (Reference Section 3.8.4.3) N 48! P 47 An overhead bridge crane with a capacity of 150 tons must be provided over the. shipping bay and extending over the fuel pool and refueling canal. The maximum water depth in the Spent Fuel Pool is 40'. Refer to Table 10-1 for additional design loads applicable to the Fuel Handling Area. 10.5.6 EPN Tank Areas 10.5.6.1 Description The two EFW tanks consist of paired stainless steel lined reinforced concrete rooms. Each pair of rooms comprise a single tank adjacent to each Diesel Generator Area. The tanks extend from EL.70'-0" to the underside of the floor slab at El.106'-0". 10.5.6.2 Design Loads Refer to Table 10-1 for additional design loads applicable to the EFW Tank Areas. 10.5.7 CVCS & Maintenance Areas 10.5.7.1 Description The CVCS Area consists of a number of smaller rooms used to isolate components for water treatment required by operating systems. Individual rooms are required for radiation shielding. An underground pipe chase through the wall along Column Line "W" is provided to tie in components in the CVCS Area to the Radwaste Building. Other areas at El. 91'-9" are designated for equipment decontamination and El 146'-0" for personnel decontamination. A rail / truck shipping bay is provided for material deliveries for the rVCS area and shipments involving access to the Reactor Building Equipment Hatch. 10.5.7.2 Design Loads (Reference Section 3.8.4.3) A 225 ton overhead bridge crane must be provided over the shipping bay. Refer to Table 10-1 for additional design loads applicable to the CVCS Area. 3.8A-46

EN CL +g ; ep. *4g.. 11.0 Supplemental Design Criteria for Non-Nuclear Island, Seismic Category I and II Structures 11.1 DIESEL FUEL STORAGE STRUCTUPJ 11.1.1 Building Classification Quality Class 1 Safety Class 3 Seismic Category I 11.1.2 Description There are two Diesel Fuel Storage Structures; one on each side of the Nuclear Island. The main reinforced concrete structure is approximately 25 ft high,63 ft long and 44 ft wide founded on a two foot thick reinforced concrete mat located 13'-6" below the grade elevation of 90'-9". The walls and the roof are two foot thick. There is a two foot thick center reinforced concrete wall that divides the structure into two separate bays. Each bay encloses a diesel fuel oil tank, a tank vent, a sump with a sump pump, and necessary piping. The bays are separated from each other and from the equipment room by two-hour rated fire barrier (i.e.,2 ft thick walls). A steel ' platform at elevation 91'-0" surrounds each of the fuel tanks'. The outside doors are protected against tomado missiles by a concrete missile barrier. There is also an attached outside Seismic Category II equipment room that is approximately 9 ft high,12 ft long and 28 ft wide founded on a 6" reinforced concrete mat. The equipment room is a steel framed structure witn insulated metal siding and a metal deck roof. The Diesel Fuel Storage Structure shall be located a minimum of 50 feet from any 'Wk hydrogen storage area to preclude loading to the structure from a potential hydrogen p ty b explosion. 11.1.3 Elevations El. 77'-3" Bottom of base mat for the main structure El. 90'-9" Bottom of base mat for the equipment room structure El. 90'-9" Top of steel platform El.102'-3" Top of roof 11.1.4 Codes and Standards The codes and standards applicable to Seismic Category I buildings shall be met for the Diesel Fuel Storage Structure including the equipment room. 3.8A-47

E n c t. A 3, p. 4 g 11.1.5 Loads In addition to the minimum design loads requirements of Section 5.1.0 of this appendix, the following additional specific load requirements shall be met. Should conflicting values occur between this section and Section 5.1.0 of this appendix, the values specified in this section apply. 11.1.5.1 Dead Load (D) The foundation slab shall be designed to include the reactions imparted by the steel fuel tank support frames. The weight of each tank and oil is approximately 402 kips. (The site specific SAR shall verify the tank volume is adequate for the diesel generators purchased, such that they meet their design criteria.) The tank support frame is not covered by this criteria and shall be designed in accordance with the rules of Reference ASME Section III, Division I, Subsection NF. 11.1.5.2 Live Lo,i (L) The Diesel Fuel Storage Structure shall be designed for the following floor live load. Item Live Load Basemat Floor 250 psf Steel Platform 150 psf Roof 100 psf 11.1.5.3 Temperature Loads (T ) The normal concrete surface operating temperature within the building ranges from 60 F to 90 F. The ambient temperature range outside of the building shall be -10 F to 100*F. Site specific provisions may be taken to mimmize the effects of the structural. temperature gradient produced by these conditions. i 11 1.5.4 Seismic Loads (E') The seismic accelerations shall be as specified in the Table 11.5-1. TABLE 11.5-1 SSE-Accelerations in G's Elevation 1.cng Direction Short Direction Vertical Root 0.53 0.58 0.42 3.8A-48

y- !S U! ~ x - ~ $ N f L A $ v f j f g ** ~ Basemat. 0.36 : 0.36-0.31-

l C

x ( .11.1.5.5 Oil Leakage : All building,valls shall be designed to:contain the contents of the 45,000 gallon oil j tanks in the_ event one tank fails.' 11.1.5.6 = Other Loads All abnormal loads (i.e., P,, T,, R.,-Y,, Y. and Y,) are zero. 11.1.6 Loading Combinations and Acceptance Criteria 11.1.6.1 Concrete ' The requirements of Section 5.2.2 of this appendix shall be met. a 11.1.6.2 Stability 1 The requirements of Section 5.2.4'of this appendix shall b'e met. - 11.1.7 Other Requirements The building is to be founded on competent structural backfill as' defined in Section = 10.1 of this appendix. The bearing pressure shall not exceed the allowable'value.. j - given in Table 2.0-1. L 11.2 COMPONENT COOLING WATER HEAT EXCHANGER STRUCTURE -1 11.2.1 Building Classification 1 u, Quality Class 1 = Safety Class 3 : Seismic Category I j 11.2.2 Description. t There are two Component Cooling Water (CCW) Heat Exchanger Structures, each j . structure houses two heat exchangers. : The CCW system is a redundant system with -. i .only two heat exchangers required for plan; operation.; The first floor houses the heat .E L 3.8A-49 l 4

EN C L 48: P.sl [ exchanger, while the basemat 1:v::Is contains piping and equipment. Each structure is a two story reinforced concrete structure approximately 34 ft high, from the top.of the mat,110 ft long, and 44 ft wide founded on a four fciot thick reinforced concrete mat located 17'-6" below grade. The walls and the roof are two foot thick. The first floor of the structure is three floor thick and is suppcrted by three rows columns approximately twenty two feet on center with the two outer rows located directly under the two heat exchangers. The center row of these columns is continued through the first floor to provide additional support for the roof. The roof supports two fan rooms on one end of the building and two air inlet rooms on the opposite end of the building. Both of these rooms extend the width of the building and are approximately 23 feet wide with a partially open face covered with a bird screen. A concrete overhang is provided and serves as a missile barrier for the open face. The outside doors are protected against tornado missiles by concrete missile barriers. CCW heat exhanger maintenance sumps are located in the basemat at one end of the structure. The sump has a capacity equal to the fluid contents of the shell inside of one heat exchanger. There are floor drain sumps located at the opposite end of the structure. The CCW Heat Exchanger Structures shall be located a minumum of 50 feet away 3 At from any hydrogen storage area to preclude loading to the structure from a potential qM hydrogen explosion. An underground tunnel is connected to each CCW Heat Exchanger Structure from the Nuclear Annex for the CCW piping. The top of the tunnels basemat is at the same elevation as the top of the CCW Heat Exchanger Structure basemat. 11.2.3 Elevations El.120'-9" Top of roof of fan / air filter room El.110'-9" Top of Roof El. 90'-9" Top of the first floor (grade) El. 72'-9" Bottom of basemat 11.2.4 Codes and Standards The codes and standards applicable to Seismic Category I buildings shall be met. 11.2.5 Loads In addition to the muumum design loads requirements of Section 5.1.0 of this 3.8A-50

EAICL 4: P-st < appendix, th2 following cdditionr.1 specific load requirements shtll be mr.t. Should conflicting values occur between this section and Section 5.1.0 of this appendix, the values specified in this section apply. 11.2.5.1 Dead Load (D) The weight of each heat exchanger when full of water is approximately 250 Kips excluding the heat exchanger saddle and leg supports. The heat exchar.ger support is not covered by this criteria and shall be designed in accordance with the rules of ASME Boiler and Pressure Vessel Code, Section III, Division I, Subsection NF. 11.2.5.2 Live Load (L) The CCW Heat Exchanger Structure shall be designed for the following live loads. Item Live Load Fan and Air Inlet Room 150 psf Roof 100 psf First floor 150 psf Basemat 250 psf 11.2.5.3 Temperature Loads (T ) The normal concrete surface operating temperature within the building ranges from 60 F to 90"F. The ambient temperature range outside of the building shall be -10'F to 100 F. Site specific provisions may be taken to minimize the effects of the structural temperature gradient produced by these conditions. 11.2.5.4 Seismic Loads (E') The seismic accelerations shall be as specified in the Table 11.2-1. TABLE 11.2-1 SSE Accelerations in G's Elevation Long Direction Snort -Vertical Direction Koot 1.61 1.04 0.56 First Floor 1.30 0.79 0.50 Basemat 0.93 0.62 0.44 11.2.5.5 Internal Flooding 3.8A-51

E^NL 46. P S g a The structure is designed for an intemal water pressure to elev.110'-9", (i.e., tha bottom of the roof) due to flooding resulting from a potential rupture of the CCW or Station Service Water (SSW) piping. One side of the building shall be considered-flooded. 11.2.5.6 Other Loads All abnormal loads (i.e., P, T,, R, Y,, Y, and Y,) are zero. 11.2.6 Loading Combinations and Acceptance Criteria 11.2.6.1 Concrete The requirements of Section 5.2.2 and 8.0 of this appendix shall be met. 11.2.6.2 Structural Steel The requirements of Section 5.23 and 8.0 of this appendix shall be met. 11.2.63 Stability The requirements of Section 5.2.4 of this appendix shall be met. 11.2.7 Other Requirements The building is to be founded on competent structural backfill as defined in Section 10.1 of this appendix. The bearing pressure shall not exceed the allowable value given in Table 2.0-1. 113.0 RADWASTE FACILITY 113.1 Building Classification Quality Class 2 Safety Class NNS Seismic Category II 113.2 Description The Radwaste Facility is a non-safety related reinforced concrete building located adjacent to and on the west side of the Nuclear Annex. The building houses the liquid and solid radioactive waste management systems. The building is a four story L shaped reinforced concrete structure with a thick stepped mat foundation with the major dimensions of the L being approximately 167 3.8A-52

. kdU45 9 34. ' - ft long and 153 ft wids. The mrjor floors are at eizvstionsil15'-6",91'-9",- 70'-0" and: d 3 t50'-0".D The elevations at the top of the stepped mat are 50'-0" and 34'-0". l The basement'and the first two floors are a labyrinth of walls that create numerous, compartments utilized for radwaste management' system components. - There is a. 'i truck bay located at elevation 91'-9.". A bridge crane, supported just below. the roof, on the west end of the building traverses tife 1.ntire width of the building in the i north-south direction. The area serviced by the crane is.open to elevation 91'-9". ]j 113.3 Elevations - El.135'-6" - Top of rooff El.115-6" Top of the third floor 1 El. 91'-9" Top of the second floor (Grade is at el. 90'-9") - El. 70'-0" ' - Top of.the'first floor l + - El. 50'-0" Top of the basemat on the North side . El. 34'-0" Top 'of the basemat on the South side-y l j 1 i 1 -)o -3

q

't .i .. j -q i 1 a 3.8A-53 e 4 i ?

4

11.3.4 Codes and Standards -

EWL 4 A # p.3 7 The codes and standards applicable to Seismic Category II buildings ~shall be' met. ~ 11.3.5 - Loads _ ,i In addition to the mmimum design loads rqairements of Section 5.1.0 of this appendix, the following additional specific load requirements _ shall be met. Should conflicting values occur between this section and Section 5.1.0'of this appendix, the values specified in this section apply. 11.3.5.1 Dead Load (D) j The weights for major equipment are listed in Table 11.3-1 below. Table 11.3-1 Location Item Quantity Weight. f (Kips) Basemat North

Demineralizer 15 15 i

Basemat North Chemical Waste Ianks 2-90 Basemat North Chemical Sample Ianks 2-90 Basemat North Detergent Sample Tanks 2 64 Basemat North Laundry & Hot Shower Tanks 2, 64-Basemat North Waste Morutor Tanks 4 305 -: a Basemat North Floor Drain Tanks 2 305 Basemat North Equipment Waste Ianks 2 306 l Basemat South . Low Activity Spent Resm Tank 2 35 Basemat South High Activity 5 pent Resin Tank 1 35 becond Moor Low Act. Spent Resm Surge Tank 1 18 Second Hoor High Act. Spent Resm Surgelank 1 18 The above weights are the operating weights of each' item and includes the weigh't of ' i contained fluids. i .I 3.8A-54 m =,

.~ ". fi E A/ d 4. 4 g l,.( p'. g p, '113.5.2 i Live Load (L). = The live loads are listed in Table 11.3-2 below. Table 113-2. Location Area Live Load j ' psf a Basemat All areas 250 -l First Floor Corridors - (l BD) Platform Grating 150 All other areas 250-Second Floor Corridor (lBD) Platform Gratmg .150-Full Cask Storage Area 500-HIC Storage Area Note 1 Truck Bay Note 2 All other areas 250 Third Hoor Corndors 150 All other areas (1 UU)- ? Root Root 100 Note 1 1000 psf or HIC impact load Note 2 The tmck loading shall be HS20-44 highway loading. 11.3.53 Temperature Loads (T.) The normal concrete surface operating temperature within the building ranges from 60 F to 90 F. The ambient temperature range outside of the building shall be -10 F to 100*F (Section 5.1.1.5.1 of this appendix). Site specific provisions _may be taken to minimize the effects c,. *he structural temperature gradient produced by these conditions. B t 1 I ~ 3.8A-55

gc w y" _11.3.5.4 Seismic Loads'(E'). EN/L.f48j.Pj37 The seismic accelerations'shall be as specified in the Table 11.3-3. ._ TABLE 11.3-3 ' SSE Accelerations in G's Elevation - NS EW - Vertical - Root. .(15U). . (I BU) - - (I SU) Second Floor .(I dD) (15U) (IBU) [ First Floor (l BU) -, (l BU)- . (l BU) Basemat - (15U). (IBU). _(15U) i 11.3.5.5 Intemal Flooding. L The foundation and walls shall be designed ~to include the containment of the maximum inventory of the solid and liquid waste management system contents to_ a: height of (TBD). 11.3.5.6 Crane Loads The main bridge crane at grade shall be designed for 15 tons. A bridge crane above ' ~ the HIC storage resin dewatering area shall be designed for,5 tons. All monorails shall be designed for 5 tons. The crane haunches shall be designed in accordance with Section 5.1.1.2.5 of this appendix. 11.3.5.6 Other Loads All abnormal loads (i.e., P., T., R., Y Y, and Y,) are zero. y 11.3.6 Loading Combinations and Acceptance Criteria 11.3.6.1 Concrete The building shall be designed for the DBE using Seismic Category I criteria. The - requirements of Section 5.2.2 and 8.0 of this appendix shall be met.- 3.8A-56

~~ 11.3.6.2 Structural Steel Enet. L43 p,g7 .,f ! c-The bhilding shall be designed for the DBE using Seismic Category I criteria. The j . requirements'of Section 5.2.3 and 8.0 of this appensix shall be met.=- i 11.3.6.3 Stability - I The requirements of Section 5.2.4 of this' appendix shall be met. - 11.3.7 Other' Requirements 1 The building is to be founded on competent structural backfill as defined in Section-1 10.1 of this appendix. The bearing pressure shall not exceed the allowable.value. i given in Table 2.0-1. t

[

-l P t 1 l I

I 1

1 I i I j i 3.8A -

2 OkCL l4R. P.g' + L11.4.0 SERVICE WATER PUMPHOUSE AND INTAKE STRUCTURE 11.4.1 Building Classification-E a . : Quality Class l' Safety Class 3 - { Seismic Category I! l Y ~ 11.42 Description j .The Service Water Pumphouse and Intake Structure are Category.I structure (s) and are not included in the scope of design certification due to their specific site design? 4 requirements. The building includes a mat type foundation and a reinforced concrete superstructure with rigid. walls. - The service water pump room and its supporting J elements will be protected against flooding. j 'i -11.4.3 Elevations i j Site Specific t 11A.4 Codes and Standards l The codes and standarda applicable to Seismic Category I buildings shall be met. 11.4.5 Loads J. In addition to the minimum. design loads requirements of Section 5.1.0 of this appendix, the following specific additional load requirements 'shall be met. - Should ' j conflicting ~ values occur between this section and Section 5.1.0 of this appendix, thei values specified in this section apply. j 11.4.5.1 Dead Load (D) The weight of each Station' Service Water (SSW) pump is dependent on site specific - j considerations. i l L i 3.8A-58 i P .ne

11.4.5.2 Live Lord (L) EWL 46: P. 4 o The SSW pump supports are designed for thrust loads per vendor drawings. Item Live Load Concrete Floors (Later) psf Roof (Later) psf Operating Conditions Normal water level El. (Note 1) Extreme low water level El. (Note 1) Maximum water level (flood) El. (Note 1) Note 1 These elevations will be established based on site specific data. 11.4.5.3 Temperature Loads (T,) The normal concrete surface operating temperature within the building is site

pecific. The ambient temperature range outside of the building shall be -10 F to 100 F (Section 5.1.1.5.1 of this appendix). Site specific provisions may be taken to minimize the effects of the structural temperature gradient produced by these conditions.

11.4.5.4 Seismic Loads (E') The seismic response of the structure is site specifi:. 11.4.5.5 Flooding Flood loads on the Service Water Fumphouse and Intake Structure shall include internal flooding and hurricane induced wave forces. 11.4.5.6 Other Loads All abnormal loads (i.e., P, T., R., Y,, Y, and Y,) are zero. t 3.8A-59

i o -11.4.6 Loading Combinations and Acceptance Criteria 54 tL. ' 4 8. p

g, I 11.4.6.1 Concrete The requirements of Section 5.2.2 and 8.0 of this appendix shall be met.

11.4.6.2 Stability The requirements of Section 5.2.4 of this appendix shall be met. 11.4.7 Other Requirements Site Specific 3.8A-60 i

ENfL 48 : P ;6i' ' 11.5.0 TURBINE BUILDING 11.5.1 Building Classification Quality Class 2 Safety Class NNS Seismic Category II 11.5.2 Description The Turbine Building is located adjacent to and on the cact side of the Nuclear Annex. The Turbine Building is approximately 200 ft by 370 ft, has a ground floor, a mezzanine floor, an operating floor and a roof that has several different elevations. The ground floor is a reinforced concrete slab. In the area of the condensers the foundation is comprised of a stepped mat. The three turbines are founded on a reinforced concrete slab that is supported by pedestals that extend down to the basemat. The outside wall above grade is a steel framed superstructure with metal siding. The major portion of the roof spans approximately 135' and is comprised of prefabricated trusses with built-up roofing consisting of metal decking. There is a 125 ton main crane and a 25 ton auxiliary crane that traverses the length of the building. The cranes are supported by the outside steel columns. Railroad service is provided at the east end of the building with the track running through the inside of the building in the north-south direction. 11.5.3 Elevations El. xxx'-x" Top of roof El. xxx'-x" Top of main crane rail El. xxx'-x" Top of auxiliary crane rail El. xxx'-x" Operating floor El. xxx'-x" Mezzanine floor El. xxx'-x" Top of the ground floor 3.8A-61 J

f WfL 48: P. (,3 11.5.4 Codes and Standards The applicable codes and standards applicable to Seismic Category II buildings shall be met. 11.5.5 Loads in addition to the minimum design loads requirements of Section 5.1.0 of this appendix, the following additional specific load requirements shall be rnet. Should conflicting values occur bet 1"een this section and Section 5.1.0 of this appendix, the values specified in this section apply. 11.5.5.1 Dead Load (D) The estimated weights for major equipment are listed in Table 11.5-1 below. Table 11.5-1 Location Item Quantity Weight (Kips) Ground Hoor Londensers (1) 3 2750 Operatmg Floor Reheater 2 450 Reheater Drain Iank 2 27 1st Stage (2) Reheater Drain Tank 2 27 2nd Stage (2) Operatmg Hoor / Low Pressure Turbme 3 8500 Turbine Pedestal Operatmg Hoor Deaerator FW 5 tor. Ik 1 1700 MS Drain Iank (2) 2 31 Mezzanme Moor F1 Heater 4 290 (1) Includes LP Feedwater Heaters (2) Supports below the operating floor The above weights are the operating weights of each item and includes the weight of contained fluids. (The site specific SAR shall verify the above information based upon the turbine purchased.) 3.8A-62

a w 11.5.5.2. Liva Load (L) FNt'L 4 8 : p. (4 The live loads are specified in Table 11.5-2. TABLE 11.5-2 Location Beams and Girders', Columns Slabs (psf) and Footings (psf) Basemat floor, concrete 250' 100' basement floor, gratmg 100' 100 Mezzanme floor, concrete 250-100' Mezzanme floor, gratmg 125 75 Operatmg floor, concrete 250' 175 Operatmg floor, grating 125 100 All other gratmg and 100' 75' checkered plate floors Notes:

1. Carrying over 400 sq ft of floor area.

2. Check for equipment laydown and stator erection loadings.

3. The slabs are designed for 750 psf in the laydown area as shown on the mechanical arrangement drawings.

4. Accumulation of live load from all grating floors, walkways and miscellaneou:.

platforms does not exceed 25 kips to any column or footing.

5. Grating, checkered plate and framing in trucking aisle is designed for a 5 ton capacity fork lift truck.

11.5.5.3 Temperature Loads (T,) The normal operating temperature within the building ranges from 40 F to 100 F. - The ambient temperature range outside of the building shall be -10 F to 100 F' (Section 5.1.1.5.1 of this appendix). 3.8A-63 h -m mJ

11.5.5.4 Seismic Loads (E') E Att c. 4 g

p. f g The seismic accelerations shall be as specified in the Table 11.5-1.

TABLE 11.5-1 SSE Accelerations in G's Elevanon NS " EW Verncal Ground Hoor (IbD) (Ibu) (IBU) Mezzanme Hoor (lSD) (lbD) (l UU) - Operanng Hoor (lUD) (lSU) (IBD) 11.5.5.5 Pipe Loads Where the piping loads are not known at the time of design, beams and girders are designed for a concentrated load applied at midspan as indicated below.

1. In areas where the main steam and steam generator feedwater lines are located, use the weight of the lines full of water.

2. In areas where large bore piping is heavily concentrated:

Girders (column to column) 55 kips Primary beams (column to column) 45 kips Secondary beams 30 kips For the design of the columns, a load of 110 kips applied at the operating floor level.

3. For all other areas not included above:

Girders (column to column) 30 kips Primary beams (column to column) 20 kips Secondary beams 10 kips 4 3.8A-64

L 11.5.5.6 Trip-out and Thermal Loading . G A/ c L. 4 g. P. 6(, Trip-out and thermal loadings are provided by the turbine vendor. 11.5.5.7 Equipment Laydown Loads All floor laydown areas are designed for equipment laydown loads obtained from the equipment manufacturer. Dismantling and equipment laydown areas designed to carry the above loads are indicated on the drawings. 11.5.5.8 Pedestal Design Since the pedestals will vibrate at the forcing function, namely the RPM of the turbine, due consideration shall be given to the pedestal frequency to avoid a resonance condition. Criteria for the relative displacement for the turbine and - generator shaft supports are provide by the turbine manufacturer. 11.5.5.9 Transmission Line Provision is made on the east wall of the building for transmission line pull of (Later) Kips. 11.5.5.10 Rail Loads Design of the rail bay and foundation shall include loads from trains with the heaviest equipment transported by rail. 11.5.5.11 Other Loads Other loads to be considered include reactions due to the circulating water lines, machine unbalance load, thermal expansion of the equipment, normal unbalance of the rotating equipment, condenser vacuum and emergency _ loads such as short circuit torque, broken rotor blade, and bowing of the rotor. This data is provided the turbine manufacturer. 3.8A-65

c [ 11.5.6 Loading Combinations and Acceptance Criteria - ML.48 : P 67 11.5.6.1 Concrete The concrete portion of the building shall be designed using Seismic Category I criteria. The requirements of Sections 5.2.2 and 8.0 of this appendix shall be met. 11.5.6.2 Structural Steel The Turbine Building lateral resisting steel frame shall be designed for the SSE using Seismic Category I criteria. The requirements of Sections 5.2.3 and 8.0 of this appendix shall be met. 11.5.6.3 Stability The requirements of Section 5.2.4 of this appendix shall be met. 11.5.7 Other Requirements Only one emergency load shall be assumed to act at one given time. Emergency load factors and additional load combinations are to be considered. The building is founded on competent structural backfill as defined in Section 10.1 of this appendix. The bearing pressure shall not exceed the allowable value in Table 2.0-1. 3.8A-66

O ' #' [ 11.6.0 DIKE FOR OUTDOOR TANKS t 11.6.1 Building Classification . Quality Class 3 . Safety Class NNS . Seismic Category II 11.6.2 Description Two foot reinforced concrete dikes will surround the CVCS outdoor tanks and the Condensate Storage Tank. The wall height of the dike will be approximately six feet and the plan dimensions will be determined from the amount of liquid the dike must contain. 11.6.3 Elevations Site Specific 11.6.4 Codes and Standards The applicable codes and standards applicable to Seismic Category I buildings shall be met. 11.6.5 Loads In addition to the mimmum design loads requirements of Section 5.1.0 of this appendix, the following specific additionalload requirements shall be met. Should conflicting values occur between this Section and Section 5.1.0 of this appendix, the values specified in this Section apply. 11.6.5.1 Temperature Loads (T,) The ambient outside temperature range shall be -10*F to 100 F (Section 5.1.1.5.1 of this appendix). J 3.8A-67

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11'.6.5.2fSeismic Loads (E') WfEM.87.. p. ; 6y" The seismic accelerations shall be,as specified in the Table 11.6-1. ' TABLE 11.6-1 H SSE Accelerations in G's Elevation. NS EW . Verncal 1oundanon, ISD IUU-1UU-11.6.5.3 Water Slosh - l The' affects of water slosh loads, including the wall flexibility shall be considered in ' accordance with Section 5.1.3.1.4 of this appendix. I ~ 11.6.5.4 Other Loads g a All abnormal loads (i.e., P., T,, R,, Y Y, and Y,) are zero. j y 11.6.6 Loading Combinations and Acceptance Criteria 3 i 11.6.6.1 Concrete' The dikes shall be designed using Seismic Category 1 criteria. The requirements of [ Sections 5.2.2 and 8.0 of this appendix shall be met. 11.6.6.2. Stability The requirements of Section 5.2.4 of this appendix shall be met. 11.6.7 Other Requirements The dike is to be founded on competent structural backfill as defined in Section 10.1. i of this appendix. The bearing pressure shall not exceed the allowable value in Table 2.0-1. j I f i 3.8A-68 l

7- " " 48: Y'7( I 11.7.0 COMPONENT COOLING WATER TUNNEL 11.7.1 Building Classification j Quality Class 1 Safety Class 3 Seismic Category I 11.7.2 Description I' There are two component cooling water tunnels that connect the CCW Heat Exchanger Structure with the Nuclear Annex. Both ends of the tunnel shall have a l separation of 4 inches from the adjoining structure. A watertight rubber seal shall be used at each end of the tunnel. The inside clear span dimensions are eight feet by eight feet. The roof, walls and mat are constructed of reinforced concrete and are 2 ft thick. I i 11.7.3 Elevations Tunnel Configuration is Site Specific. ] 11.7.4 Codes and Standards The codes and standards applicable to Seismic Category I buildings shall be met. l 11.7.5 Loads ~ l In addition to the minimum design loads requirements of Section 5.1.0 of this appendix, the following specific additional load requirements shall be met. Should conflicting values occur between this Section and Section 5.1.0 of this appendix, the values specified in this Section apply. 3.8A-69

r -el 11.7.5.1 Live Load (L) F-Nol 45 : P. // ne tunnel floor shall be desi,ned for a live load of 100 psf. The roof shall be designed for soil overburden pressure, AASHO H20-44 truck loading and construction equipment loading as applicable to the specific site. 11.7.5.2 Temperature Loads (T,) The normal concrete surface operating temperature and ambient ground temperature is site specific. 11.7.5.3 Seismic Loads (E') The seismic accelerations shall be as specified in the Table 11.7-1. TABLE 11.7-1 SSE Accelerations in G's Elevatic-NS EW Verncal Root iSD 1SD 1BU Mat 1UD 1HD 1BD The tunnel shall be sasmically designed to sustain soil movement during earthquake ground motions. The structural integrity of the tunnel is evaluated by accounting for the two primary effects of earthquake motion, namely;

1. Strains and associated stresses induced in the tunnel by the free-field vibration resulting from motions of the sr ounding soil mass (seismic wave passage).

2. Seismically induced differential movements of the ends of the tunnel (i.e., the Nuclear Island and the CCW Heat Exchanger Structure).

Equivalent static analysis shall be performed considering the tunnel as a beam on an elastic foundation. Axial stress caused by seismic waves, soil friction, thermal expansion and differential movement shall be considered. Friction between the tunnel and the surrounding soil shall be considered using conservative estimates of the associated frictional forces. 11.7.5.4 Other loads All abnormal loads (i.e., P., T., R,, Y Y, and Y,) are zero. y 11.7.6 Loading Combinations and Acceptance Critcria 3.8A-70

11.7.6.1 Concrete E WL. 48.

p. h1 The tunnel shall be designed using Seismic Category I criteria. The requirements of Sections 5.2.2 and 8.0 of this appendix shall be met.

11.7.6.2 Stability The requirements of Section 5.2.4 of this appendix shall be met. 11.7.7 Other Requirements The building is to be founded on competent structural backfill as defined in Section 10.1 of this appendix. The bearing pressure shall not exceed +he value given in Table 2.0-1. -11.8.0 BURIED CkBLE TUNNELS, AND CONDUIT BANKS 11.8.1 Conduit Classificaricn Quality Class 1 Safety Class 3 Seismic Category I 11.8.2 Description Buried cable tunnels and conduit banks are reinforced concrete box type structures,- generally rectangular in cross-section that house conduit for electrical distribution. 11.8.3 Codes and Standards The codes and standards applicable to Seismic Category I buildings shall be met. 11.8.4 Loads In addition to the minimum design loads requirements of Section 5.1.0 of this appendix, the following specific additional load requirements shall be met. Should conflicting values occur between this Section and Section 5.1.0 of this appendix, the values specified in this Section apply. j i 3.8A-71 1

11.8.4.1 E Dead Load (D) ENU. 48 9 73 The weight of the contents of the cable tunnel and/or conduit bank. 11.8.4.2 Live Load (L) The structure shall be designed for soil overburden pressure, AASHO H20-44 truck loading and construction equipment loading as applicable to the specific site. 11.8.4.3 Seismic Loads (E') The reinforced concrete buried cable tunnels and/or conduit banks shall be seismically designed to sustain soil movement during earthquake ground motions. The structural integrity of the cable tunnel and/or conduit bank is evaluated by accounting for the two primary effects of earthquake motion, namely;

1. Strains and associated stresses induced in the tunnel by the free-field vibration resulting from motions of the surrounding soil mass (seismic wave passage),

t

2. Seismically induced aifferential movements of the ends of the tunnel (i.e., the Nuclear Island and the CCW Heat Exchanger Structure).

Equivalent static analysis shall be performed considering the conduit tunnel as a beam on an elastic foundation. Axial stress caused by seismic waves, soil friction, t thermal expansion and differential movement shall be considered. Friction between the tunnel and the surrounding soil shall be considered using conservative estimates of the associated frictional forces. 11.8.4.4 Other Loads All abnormal loads (i.e., P,, T, R, Y,, Y, and Y,) are zero. 11.8.5 Loading Combinations and Acceptance Criteria i 11.8.5.1 Concren The cable tunnels and conduit banks shall be designed using Seismic Category I criteria. 11.8.5.2 Stability The requirements of Section 5.2.4 of this appendix shall be met. I 3.8A-72 ) f

11.8.6 Other Requirements EAICL (g.. p j 4 The cable tunnels and conduit banks are to be founded on competent structural backfill as defined in Section 10.1 of this appendix. The bearing pressure shall not '~ exceed the value given in Table 2.0-1. G W 9 P 3.8A-73

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CESSAR-DC Appendix 3.8A S'. Structural Design Criteria Design Loads for Nuclear Island Category I Structures \\ Table 10-l' Loadings Structures Equipment /Imad Dead Live Rain & Sni - Fluid Tomado Temp?F - Remarks lead load . Wind Pressure Mm/ Max (D) (I.) - (L & W) (II) (F) (W,) - (f.) ' Nuclear Island Foundation Basemat N/A N/A (TBD).- Notes: 1.2,13.14 (* _ __..e Internal strudure - N/A N/A N/A (TBD) Notes: 1,2,12 Primary Shield Wall Operating Floor, EL 146'+0* ' 50 psf 200 psf El.115'+6*- 50 psf 200 psi EL 91'+9* : 50 psf 200 psi -[ Imwer Concrete Dish - (TBD) Se IRWS1 ' Crane Wall Ni te 14 IRWST Water level ~ EL 82*+6' Refuehng Cavity Water Level - El.144*+0* ~ Note: 13 Reactor Vessel Components Nine 10 Equipment Reador Vessel ' 2050K (Operating) _ St?am Generators 2 e 1770K Dry i 2 e 26anK Wet. Pressurizer - 44SK Wet i Reador Coolant Pumps 4 W 279K Dry y 4 e 285K Wet -- NSS Piping 2tt0K Dry -A - Reador DrainTank ~ 33.9K Wet gs. Safety Inpiion Tank 261K Wet - Polar Crane 630K-(TBD) _ Se Note 11 i N M: Sheet I of 5 i m. __-..a._,. ...m. 2.-.

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CESSAR-DC. Appendix 3.8A Structural Design Criteria Table 10-1 Loadings Structures Equipment, ad Ikad Live Rain & S eil Fluid Tomado Temp.*F Renweh load lead Wind Pressu Mm/ Man (D) (L) (L & W) (II) re (W) (T.) (F) Iteactor Buildina Subsphere N/A N/A N/A (TBD) Nots 1,2 Containment Support Pedestal See lower Concrete Dish 1 Walls 10 psf D.115'+6* 50 psf 200 psf EL 91'+T 50 psf 200 psf D. 70'+0* 50 psf 200 psi Equipment Minifbw Ila Menorails 4 e (IllD) $ ton Cont. Spray 11 Monorail 2 e (TBD) 5 ton Shutdown CS Ilx Monorail 2 e (115D) 5 ton El. 50's U" Si psi 200 psf Equipment Containment Spray hx. 2e(TBD) Shutdown Cooling ilx. 2 e (TBD) Safety inWien Pumps 4 e (TBD) Cont. Spray Miniflow lix 2 e (TBD) g Shutdown CS Mmiflow Hz - 2 e (IllD) Containment Shickt Building N/A N/A (TBD) Notes: 1,2,12 h Nuclear Anneu PD) hm Nuclear Annes Interior Walls 10 psi Nuclear Annex Exterior Walls Notes 3,4,5.6 Nuclear Annes Roof Slabs 50 psf 50 psf N/A Nids 4,7 N% Sheet 2 of 5 9

-i 2 CESSAR-DC Appendix 3.8A Structural Des gn Criteria i Table 10-1 Loadings Structures Fe}uipment/ bud Lkad Ove Ram & Sml f luul Tomado lernp.*I: R m arks had load Wmd Pensu Mm/ Max (D) (I.) (l. & W) (11) re (W,) ( l'.) (F) Control Cometes (TBD) See Ntricar Annes B.115'+6* 55ps! 200 psf B. 91*+9" 55 psi 200 psi B. 70'M 55 psi 20tisf B. 50'M 55 psi 200 psi Main Steam Valve flouw 40/115 Note: 8, See Nuclear Annex B.106'+0" Sigmi 200pd E.Tmima, Feedwater Tank Areas 4 EFW Tanks 11,0 e EL l'0'+0" Note: 15, See Nuclear Annen Diesel Coerator Areas (TBD) See Nuclear Annex Equipment Dwsel Generators 2 e 2tK)K Bridge Crane 2 0 20 tons B. 50'+0" 75;wf 75 psi CVCS Area ' . (IUD) Sr Ninlear Annex ' Crane 225 ton Dralge Crane 27HK (rBD) B.170*+0* 75 psi 300 psf B.146* + 0* 75 psi 300 psf EL 130*+0" 75pd 300 psf D.115'+0" 75 psf 300 psf qu;pc.a c.t Monorails for EL 91'+0" 4e2 %D tons EL 91"+0" 75 psf 300 psf A Rail Actess / Truck Day Shipping buds (TBD) $4 t-M -A Sheet 3 of 5 -a

^CESSAR-DC ] + Appendix 3.8A - Structural Design Criteria Table 10-1 Loadings Structures Equipment /lA44d IMad biWe Nam h $Od flugd Tomado lemp *F Mcmarks ' inad Imad Wmd Pressu Men / Max (D) (L) (L & W) () 4 re .(W) (T ) (F) 4 D181'+0* (TBD) '= C,7tr+r 75pst 300 psi Equipment Fuel Pool Purincation IX 4 e (TBD). - Deborst Ion Exchanger 'te(TBD) Pee lloidup lon Exch.. I e (TBD) Boric Acid Cond. Ion Exch. 1e(IBD) Spre Ion Exchanger lloldup Pumps 2e(IBD) B.5(T+0" 75 psf. 300 psi Equipment Spent Resin Shce Tanks 2 e (IDD) ' Resin Sluice Pumps.- 2 e (TBD) Fuelllandling Area ' (TBD) See Nuchar Annex Fuel Pool Crane 150 ton bridge crane '433K - (TBD) Note: 11 J El.170*+0* - 75 psi 300 psf

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.14 ~ CESSAR-DC - Appendix 3.8A ^ Structural Design Criteria j Table 10-1 l l Notes: j' 1. The mass of all structures shall be included in all load combinations as dead loads. l_ 2. All structures shall be designed for seismic loads. 3. See Section 5.1.13 of this appendix for design soil loads, including groundwater, Section 5.1.1.4 of this appendix. 4. See Section 5.1.1.6.1 of this appendix for thermal loads. 5. See Section 5.1.2.1 of this appendix for wind loads. 6. See Section 5.13.2 of this appendix for tornado loads.- l 7. See Section 5.1.1.2.1 of this appendix for added live load due to precipitation. 8. Preliminary abnormal loads due to Main Steam and Feedwater line breaks are provided. 9. Reference provides loads for one piece steam generator removal as; 1130K at El.146, Crane load won!d be 1920K max on one rail with 480K simultaneously on the other rail.

10. Refueling Cavity is used for temporary support of RV Components; Core Support Barrel, Upper Guide Structure, Reactor Vessel Head.

11. Design crane loads shall include rated lifting capacity with required safety margins, impact load factors, and applicable crane hold down requirements at crane rail.

12. Extreme external temperatures must 1,c evaluated to determine temperatures to be combined with extreme internal temperatures.

13. Soil surcharge load on exterior walls due to construction loads.

14. Differential settlement shall be accounted for. See Section 10.1.2 of this appendix for basemat. See Section 10.4.2.2 of this appendix for Crane Wall.

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4S*s 4 ENCLOSURE 5 EARTHQUAKE RESEARCH CENTER CIVIL ENGINEERING DEPARTMENT CITY COLLEGE OF NEW YORK ' NEW YORK, NEW YORK 10031 212-650-8003 914-354-2602 12 November,1993 l Lawrence Livermore National Laboratory Mail Stop L197 P. O. Box 808 Livermore, CA 94550 : ATTN: Dr. Quazi Hossain Re: Trip Report for Audit of System 80+ Evaluation Held at Duke Engineering Services Inc. .g (DESI), Charlotte NC on 28/29; October,1993

Dear Dr. Hossain,

This trip report summarizes my activities at the meeting held at DESI to review the: I current status of the design of the safety related structures of the System 80+ reactor system. Although the meeting extended for two days, I was in attendance only on the second day. The j issues discussed during my attendance included the status of the SSI analyses performed for the Category I structures on the nuclear; island (NI) as well as' adjacent;to>it, geotechnical l considerations for foundation design, the status of those issues which were considered as open items or with which I still had questions, and the evaltation of calculations for overturning and / sliding response. The order of the following. comments is not meant to indicate any priority of 1 importance. 1 .) 1. The personnel from ABB-Impell described their calculations using'the two dimensional. SASSI computer code to generate ground responses adjacent to the NI at ranges; a associated with the location of adjacent facilities. The structural.model used in the 2D'- SASSI model was indicated to have been developed to provide the proper mass per unit; j thickness as well as frequencies and mode shapes of the 3D model. I did not audit or : ~ check the details of these 2D calculations. In the original calculations discussed the week l l .previously with the' project personnel, the computed horizontal motions'along the ground. i surface (using the Al soil column) at ranges from 60' to 120' from the NI indicated high spectral peaks at freq:encies above 10 hz which exceeded the. input free-field surface j spectrum. These were felt to be associated with surface wave effects induced by the-i horizontal motion of the NL The motions immediately adjacent to the NI did ~not show-

i such amplifications but rather indicated spectra similar to those of the NI itself. This

{l CAALnAUDrDAUDir.010

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s conclusion was reinforced by reviewing similar results incorporating artificial wall flexibility into the NI model as well as from runs using the rigid NI model in softer soil columns with deeper depths to bedrock. These high frequency motions were felt not to be particularly significant to the response calculations of the adjacent structure since the adjacent foundation mat would respond rigidly in the horizontal direction, eliminating the effects of differential motions and/or - wave passage. To evaluate this presumption, ABB-Impell presented results from similar 2D calculations in which a massless rigid link was incorporated into the free field model linking nodes located from 60' to 120' from the NI. These results indicated that the high frequency peaks were substantially reduced by the action of the link. In addition, they indicated that the spectra of the computed surface motions were reduced from the input free-field spectrum in the lower frequency range from 5 hz to 10 hz, and this behavior was true at ranges up to 200' from the NI. Beyond these ranges, the spectral results are similar to the input motions. Wall flexibility was also artificially included into the NI' model by reducing stiffnesses of the wall elements. These effects were indicated to be important within 60' of the NI. This overall behavior was indicated by the project personnel to being further investigated by Prof. E. Kausel using an independent approach, although details of this alternative approach were not further discussed. The results of these 2D SASSI calculations satisfy the behavior expected intuitively in the regions immediately adjacent to the NI. It is felt that this approach provides important information on behavior in the vicinity of the NI. 2. Following the description of these SASSI results, additional discussions ensued concerning the approaches contemplated for the stmetural response calculations for the structures adjacent to the' NI. The original plan was to use the horizontal and rocking motions computed from the rigid massless horizontal link placed in the 2D SASSI model - as input to the computer programs used by Stone & Webster (SW) to compute responses of the adjacent facilities. These programs use lumped parameter structural models of the adjacent structure and foundation mat, and frequency dependent impedance functions accounting for both halfspace and sidewall SSI effects. Several problems with this approach were discussed. First, mass feedback effects between the NI and the adjacent structures are obviously not incorporated in this respense calculation. It was noted, however, that the mass ratio of these structures is less than 1 %, minimizing the potential effects of feedback. Secondly, the typical impedance functions used for halfspace and depth of burial effects in SSI calculations cannot account for the ~ effects of the NI being immediately adjacent to the structure. This effect can be overcome if these functions are taken from the SASSI computations and used directly in the SW-- computations. Thirdly, the SW computer codes can only.take input foundation motions. (horizontal and rocking motions of the rigid link) at a single depth, although the mat of the adjacent structure extends into the halfspace to a depth of about 15'. Thus, the effects of vertical spatial variation of the ground motions cannot be captured in this approach. C:\\ALI\\AUDrnAUDrT.010 2 of 6 t

hw.', To overcome these disadvantages, it was indicated after some discussion that the project will incorporate the adjacent structural model directly into the 2D SASSI mode 2 of ABB-Impell and responses of the adjacent facility computed directly. These motions will then be used as fixed-base input to the SWtc: ailed structural models to perform detailed structural evaluations. This approach eliminates the concerns expressed above. 3. The project team presented some discussions of the simplified model of the NI being used to evaluate potential sliding motions of the NI. The analytic model proposed is a simple single mass stick model (with a fixed-base horizontal. frequency set at 7 hz) connected to the free-field elastic halfspace by means of a single horizontal spring with a nominal spring stiffness and which has a limit to the shear force than can be transmitted through the spring. The maximum force that can be transmitted is determined from a. simple Coulomb model defined by F = tan (p) * (W-B) m where W is the weight of the NI, B is the comparable uplift buoyant force potential and p is a " friction angle" to account for the slippage of concrete on the foundation soil / rock material. This friction angle has been assumed to be 35 degrees. Several comments should be made for the approach being evaluated. In general, fTom an engineering perspective, the model appears to capture the gross behavior intended, particularly for estimating a HCLPF value of potential horizontal differential displacements of the NI. However, several parameters seem to be rather arbitrarily defined. Some of these concerns are as follows: The initial spring stiffness (slope of the initial force-displacewet mrve) was o described as being a "large" value, but not related to the anticipN & meters of the site and the NI. The potential effect of coupling between horizontal and rocking stiffnesses of the NI-o is not incorporated in the model, The friction angle of 35 degrees used in the calculations is significantly higher than - o values typically assumed in similar sliding analyses for blocks of concrete on soil. The criteria for selection of this parameter was not discussed. Vertical motions of the NI are not incorporated in the calculations which can modify o the effective weight of the NI. Potential variations in sidewall (lateral) soil loads were not incorporated in the o model. At displacements of 3 inches (indicated to be associated with assumed ground motion levels of 1.2 g's), the effective lateral loads on one side may be expected to CAALI\\AUDrTMUDrr.010 3 of 6

y (- CD approach passive earth pressure levels (depending on soil type) - while the corresponding pressures on the opposite side would reach active pressures. It would seem appropriate that this model be exercised enough to indicate the importance of these parameters as well as the sensitivity of the results to the parameters selected. 4. A discussion was held with the project team concerning site design criteria which are felt to be potentially incompatible. It was indicated that the design is to be appropriate for the case of soils with shear wave velocities as low as 750 fps. At the same time, the design assumes that foundation bearing capacity must achieve a value of 12 to 15 ksf. However, each of these parameters may be related to a single parameter such as SPT blow counts which appears may lead to incompatible results. For example, a typical relation between shear wave velocity and blow count is V, (fps) = 200/R At the same tirae, the ultimate bearing capacity (depending upon desired safety factors) may be limited to a relationship such as %c (ksf) = 0.2 N where N is the blow count. Thus, a shear wave velocity of 750 fps will indicate a soil with a blow count of about 14 bpf, yielding in turn a comparable allowable bearing capacity of only about 3 ksf. Depth of burial effects obviously will tend to increase this value. However, the final results may still indicate inconsistent criteria. The importance of this apparent discrepancy on site selection is not clear. 5. A discussion was held on the convolution calculations performed for the project to estimate vertical motions for the various soil columns being used in the evaluation. It was indicated in previous project material provided to me that the position was taken that the current state of the art for selection of damping associated with P-wave motions is equivalent to damping associated with S-wave propagation. I disagree with this statement and provided support for this position from results available in a current draft EPRI siting document being prepared for similar evaluations. Although low strain damping values are recommended to be equivalent for both P and S wave motions, the damping associated with iterated strains in the S-wave calculations is typically much higher than thc P-wave values. It was indicated that this issue of an appropriate vertical convolution calculation and the-development of an appropriate vertical site specific spectrum will be left to an evaluation at the time of the site license application. A similar situation exists for selection of appropriate values of Poisson's ratio to use for those situations in which ground water is involved in the soil column. The evaluation of exceedances of vertical spectra for a particular site over the vertical design spectra curTently being used in the design will be l t CAA1.hAUDrr\\AUDrr.010 4 of 6

P Vn} 4 [ postponed to that time. On this basis, this issue of appropriate vertical design spectra can be considered closed. 6. It was indicated that my previous concerns with the cutoff frequency used in the SHAKE calculations was in fact-intended to apply to frequency cutoffs used in the SASSI calculations for the particular sites being evaluated.- All SHAKE calculations were indicated to be carried out *.o a cutoff frequency of 40 hz. In the SASSI calculations, interest in the higher frequencies of the motion of the NI on softer soil sites is minimal, and the use of a lower cutoff frequency is considered appropriate. On this basis, this issue is considered closed. 7. As discussed at the previous meeting that I attended in June, simplified criteria were to be developed to ensure that surface spectra generated for sites which possess spectral peaks which fall between the peaks from the criteria spectra will not lead to exceedances of multimodal responses. The project staff indicated that such simplified models of the NI have been utilized to arrive at such a criteria and they would provide this description 7... to me for further review. 8. At the June meeting which I attended, I raised a concern with the method for developing site specific criteria motions which are to be used for comparison with the plant design motions. If the site specific surface motions are computed for a low seismic input, for - example, the spectral amplification function (spectral acceleration at the ground surface divided by the spectral acceleration at the rock outcrop) may exceed the design 1 amplification factors obtained from the design soil columns. This is due to the fact that the lower site specific input motions will lead to lower modulus degradation as compared ' to the design computations. If the site specific surface motions are then simply scaled to a 0.3g rock input, the site specific results may then exceed the design surface motions. This issue was not discussed at this meeting and I am unaware if any discussions or conclusions were held to resolve this question. f' 9. No discussion was held on a previous question raised of the potential impact of nonvertically propagating motion on the response of the NI. 10. A preliminary calculation was reviewed which was concerned with the overturning and sliding evaluation of the NI. The approach taken was to apply static horizontal forces to all structural node points obtained from the node mass times the upper bound ZPA from all soil column cases. Forces so obtained were computed for each directicn and for each control motion. Overturmng and sliding resistances were computed using the effects of total weight as well as dynamic lateral pressures computed on the side walls of the NI. In this calculation, reduction in vertical force due to vertical accelerations was included but not buoyancy effects, which is the opposite approach taken in the relative-displacement study described in item 3 above. Safety factors are then to be calculated using standard approaches of maximum resistance divided by maximum demand. CAALhAUDmAUDfr.010 5 of 6

l 1 ~% p Apparently, buoyancy is being omitted using an argument that suction pressures would develop under the mat if overturning would. develop. However, since sliding' and overturning are considered separately, such suction effects may not develop for cases where overturning does not develop but sliding is critical. In addition, if computed safety factors are unity or greater, overturning with suction will not occur. Yet the OT safety factor is still desired to be greater than unity. Thus, it is not clear to me that the effect of buoyancy should be neglected. Another issue associated with this calculation has to do with methods to reasonably incorporated load combination effects for loads applied in the two horizontal directions simultaneously. Due to the preliminary nature of these calculations, this area is to be reevaluated for review at a later date. I1. L.ateral pressure were computed in the 2D SASSI models by incorporating as part of the structural model a single row of soil elements surrounding the NI and outputting the horizontal stresses developed in these elements as the effective dynamic lateral pressures on the walls. The 2D results were scaled to try to account for the differences between d 2D and 3D SASSI runs. The amount of scaling was not presented at this meeting. Plots of pressures computed by static (from overburden and surface founded adjacent structures, if any) and maximum dynamic conditions were presented for both EW and NS slices through the NI. The dynamic pressure at each depth was determined as the largest stress computed from each soil island calculation, and is thus a conservative estimate of the dynamic pressure distribution. Unfortunately, the plots of static pressures did not incorporate the effects of pressures from the dead load of the adjacent plots. This " surcharge" effect was, however, stated to be incorporated within the computation of total shear and moment for inclusion in the wall design calculations. The results indicate that the maximum dynamic pressures exceed the approximation presented in ASCE 4-86. Comparisons of pressures from individual runs for each soil column were not available to try to determine the influence of soil condition on the dynamic pressure distribution. The stresses at the bottom of the walls (in the vicinity of the foundation slab) were noted to be significantly higher than those stresses immediately above the basemat level. This is due to the relative horizontal displacement of the NI to the free-field. Comparisons were not presented with any relations such as the M-O method of analysis. Respectfully submitted, Carl J. Costantino Professor CAALRAUDTRAUDTr.010 6 of 6 /}}

ML20059D019

Contents

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SUBJECT:

Enclosures:

SUMMARY

1.0 INTRODUCTION

SUMMARY

3.0 CONCLUSION

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1.0 INTRODUCTION

Dear Dr. Hossain,

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ML20059D019

Text

SUBJECT:

Enclosures:

SUMMARY

1.0 INTRODUCTION

SUMMARY

3.0 CONCLUSION

::

1.0 INTRODUCTION

Dear Dr. Hossain,

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