ML20063B755
| ML20063B755 | |
| Person / Time | |
|---|---|
| Site: | 05200003 |
| Issue date: | 01/21/1994 |
| From: | Liparulo N WESTINGHOUSE ELECTRIC COMPANY, DIV OF CBS CORP. |
| To: | Borchardt R NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| Shared Package | |
| ML19303F807 | List: |
| References | |
| AW-94-573, NUDOCS 9402020309 | |
| Download: ML20063B755 (87) | |
Text
-
(
Westinghouse Energy Systems Da 355 Electric Corporation P'"Sb"* Pe'"SYS""'8 ' 5230 0355 AW-94-573 January 21,1994 Document Control Desk U.S. Nuclear Regulatory Commission Washington, D.C. 20555 ATTENTION:
MR. R. W. BORCHARDT APPLICATION FOR WITHHOLDING PROPRIETA.RY INFORMATION FROM PUBLIC DISCLOSURE
SUBJECT:
PRESENTATION MATERIALS FROM THE JANUARY 20 & 21,1994 MEETING ON AP600 SEISMIC AND STRUCTURAL ISSUES
Dear Mr. Borchardt:
The application for withholding is submitted by Westinghouse Electric Corporation (" Westinghouse")
pursuant to the provisions of paragraph (b)(1) of Section 2.790 of the Commission's regulations. It con *.cd.r.s commercial stategic information proprietary to Westinghouse and customarily held in coafidence.
The proprietary material for which withholding i3 being requested is identified in the proprietary version of the subject report. In conformance with 10CFR Section 2.790, Affidavit AW-94-573 accompanics this application for withholding setting forth the basis on which the identified proprietary information may be withheld from public disclosure.
Accordingly, it is respectfully requested that the subject information which is proprietary to Westinghouse be withheld from public disclosure in accordance with 10CFR Section 2.790 of the Commission's regulations.
Correspondence with respect to this application for withholding or the accompanying affidavit should reference AW-94-573 and should be addressed to the undersigned.
Very truly yours, j
N. J. Liparulo, Manager Nuclear Safety And Regulatory Activities
/nja ec:
Kc.in Bohrer NRC 12H5 9402020309 940121
""^
PDR ADOCK 05200003 A
I COPYRIGIIT NOTICE The reports transmitted herewith each bear a Westinghouse copyright notice. The NRC is permitted to make the number of copies of the information contained in these reports which are necessary for its internal use in connection with generic and plant-specific reviews and approvals as well as the issuance, denial, amendment, transfer, renewal, modification, suspension, revocation, or violation of a license, permit, order, or regulation subject to the requirements of 10 CFR 2.790 regarding restrictions on public disclosure to the extent such information has been identified as proprietary by Westinghouse, copyright protection not withstanding. With respect to the non-proprietary versions of these reports, the NRC is permitted to make the number of copies beyond those necessary for its internal use which are necessary in order to have one copy available for public viewing in the appropriate docket files in the public document room in Washington, D.C. and in local public document rooms as may be required by NRC regulations if the number of copies submitted is insufficient for this purpose. The NRC is not authorized to make copies for the personal use of members of the public who make use of the NRC public document rooms. Copies made by the NRC must include the copyright notice in all instances and the proprietary notice if the original was identified as proprietary.
0330A
PROPRIETARY INFORMATION NOTICE Transmitted herewith are proprietary and/or non-proprietary versions of documents furnished to the NRC in connection with requests for generic and/or plant specific review and approval.
In order to conform to the requirements of 10 CFR 2.790 of the Commission's regulations concerning the protection of proprietary information so submitte.' to the NRC, the information which is proprietary in the proprietary versions is contained within brackets, and where the proprietary information has been deleted in the non-proprietary versions, only the brackets remain (the information that was contained within the brackets in the proprietary versions having been deleted). The justification for claiming the information so designated as proprietary is indicated in both versions by means of lower case letters (a) through (f) contained within parentheses located as a superscript immediately following the brackets enclosing each item of information being identified as proprietary or in the margin opposite such information. These lower case letters refer to the types of information Westinghouse customarily holds in confidence identified in Section (4)(ii)(a) through (4)(ii)(f) of the affidavit accompanying this transmittal pursuant to 10 CFR2.790(b)(1).
0330A
AW-94-373 AFFIDAVIT COMMONWEALTH OF PENNSYLVANIA:
ss COUNTY OF MiEGHENY:
Before me, the undersigned authority, personally appeared Brian A. McIntyre, who, being by me duly sworn according to law, deposes and says that he is authorized to execute this Affidavit on behalf of Westinghouse Electric Corporation (" Westinghouse") and that the averments of fact set forth in this Affidavit are true and correct to the best of his knowledge, information, and belief:
e/] /-
A Brian A. McIntyre, Manager Advanced Plant Safety & Licensing i
i Sworn to and subscribed i
before me this M day of W W D 1994 Y
Q
/
- / QAqW, u'
Notary Public tJenal snai R=0 f.2 3 Fcy03.tbry Ptt(::
lb!<?.A [,10.hq,; any Cany th Com:nsson Expvtc f ku 4,1996 Mete, Penrsy!va'ua Am'nahan of trugs 1439A
1 1
AW-94-573 (1)
I am Manager, Advanced Plant Safety and Licensing, in the Nuclear Technology Division, of the Westinghouse Electric Corporation and as such, I have been specifically delegated the function of reviewing the proprietary information sought to be withheld from public disclosure in connection with nuclear power plant licensing and rulemaking proceedings, and am authorized to apply for its withholding on behalf of the Westinghouse Energy Systems Business Unit.
(2)
I am making this Affidavit in conformance with the provisions of 10CFR Section 2.790 of the Commission's regulations and in conjunction with the Westinghouse application for withholding accompanying this Affidavit.
(3)
I have personal knowledge of the criteria and procedures utilized by the Westinghouse Energy Systems Business Unit in designating information as a trade secret, privileged or as confidential commercial or financial information.
(4)
Pursuant to the provisions of paragraph (b)(4) of Section 2.790 of the Commission's egulations, the following is furnished for consideration by the Commission in determining whether the information sought to be withheld from public disclosure should be withheld.
(i)
The information sought to be withheld from public disclosure is owned and has been held in confidence by Westinghouse.
(ii)
The informat:on is of a type customarily held in confidence by Westinghouse and not customarily disclosed to the public. Westinghouse has a rational basis for determining the types of information customarily held in confidence by it and, in that connection, utilizes a system to determine when and whether to hold certain types ofinformation in confidence. The application of that system and the substance of that system constitutes Westinghouse policy and provides the rational basis required.
Under that system, information is held in confidence if it falls in one or more of several types, the release of which might result in the loss of an existing or potential competitive advantage, as follows:
3459A
AW-94-573 (a)
The information reveals the distinguishing aspects of a process (or component, structure, tool, method, etc.) where prevention of its use by any of Westinghouse's competitors without license frorn Westinghouse constitutes a competitive economic advantage over other companies.
(b)
It consists of supporting data, including test data, relative to a process (or component, structure, tool, method, etc.), the application of which data secures a competitive economic advantage, e.g., by optimization or improved marketability.
(c)
Its use by a competitor would reduce his expenditure of resources or improve his competitive position in the design, manufacture, shipment, installation, assurance of quality, or licensing a similar product.
(d)
It reveals cost or price information, production capacities, budget levels, or commercial strategies of Westinghouse, its customers or suppliers.
(e)
It reveals aspects of past, present, or future Westinghouse a custorner funded development plans and programs of potential commercial value to Westinghouse.
(f)
It contains patentable ideas, for which patent protection may be desirable.
There are sound policy reasons behind the Westinghouse system which include the following:
(a)
The use of such information by Westinghouse gives Westinghouse a competitive advantage over its competitors. It is, therefore, withheld from disclosure to protect the Westinghouse competitive position.
(b)
It is information which is marketable in many ways. The extent to which such information is available to competitors diminishes the Westinghouse ability to sell products and services involving the use of the information.
1450A
AW-94-573 (c)
Use by our competitor would put Westinghouse at a competitive disadvantage by reducing his expenditure of resources at our expense.
(d)
Each component of proprietary information pertinent to a particular competitive advantage is potentially as valuable as the total competitive advantage. If competitors acquire components of proprietary information, any one comnonent may be the key to the entire puzzle, thereby deprising Westinghouac of a competitive advantage.
(c)
Unrestricted disclosure would jeopardire the position of prominence of Westinghouse in the world market, and thereby give a market advantage to the competition of those countries.
(f)
The Westinghouse capacity to invest corporate assets in research and development depends upon the success in obtaining and maintaining a competitive advantage.
(iii)
The information is being transmitted to the Commission in confidence and, under the provisions of 10CFR Section 2.790, it is to be received in confidence by the Commission.
(iv)
The information sought to be protected is rat available in public sources or available information has not been previously employed in the same original manner or method to the best of our knowledge and belief.
(v)
Enclosed is Ixtter NTD-NRC-94-4046, January 21,1994, being transmitted by Westinghouse Electric Corporation (E letter and Application for Withholding Proprietary Information from Public Disclosure, N. J. Liparulo (E, to Mr. R. W. Borchardt, Office of NRR. The proprietary information as submitted for use by Westinghouse Electric Corporation is in response to questions concerning the AP600 plant and the associated o sip certification applio.. ion and is expected to be applicable in other licensee submie as in response to (ertain NRC requirements for justification of licensing advanced nuclear power plant designs.
1459A
AW-94-573 l
This information is part of that which will enable Westinghouse to:
(a)
Demonstrate the design and safety of the AP600 Passive Safety Systems.
(b)
Establish applicable verification testing methods.
(c)
Design Advanced Nuclear Power Plants that meet NRC requirements.
(d)
Establish technical and licensing approaches for the AP600 that will ultimately result in a certified design.
l (e)
Assist customers in obtaining NRC approval for f *ure plants.
Further this information has substantial commercial value as follows:
(a)
Westinghouse plans to sell the use of similar information to its customers for purposes of meeting NRC requirements for advanced plant licenses.
(b)
Westinghouse can sell support and defense of the technology to its customers in the licensing process.
1 l
Public disclosure of this proprietary information is likely to cause substantial harm to the competitive position of Westinghouse because it would enhance the ability of competitors to provide similar advanced nuclear power designs and licensing defense services for commercial power reactors without commensurate expenses. Also, public disclosure of the information would enable others to use the information to meet NRC requirements for licensing documentation without purchasing the right to use the information.
i l
The development of the technology described in part by the information is the result of applying the results of many years of experience in an intensive Westinghouse effort and the expenditure of a considerable sum of money.
1439A
1 1
AW-94-573 In order for competitors of Westinghouse to duplicate this information, similar technical programs would have to be performed and a significant manpower effort, having the requisite talent and experience, would have to be expended for developing analytical methods and receiving NRC approval for those methods.
Further the deponent sayeth not.
F i
I i
l l
1450A
ATTACHMENT 1 Sleeting Agenda for Seismic Analysis and Strvetural Design Criteria -
1 I
Westinghouse Energy Center, Stonroeville, Pennsylvania
'Rursday, January 20,1994 1
General l
l Introduction P.R.Mandava ~ 8.00 am Purpose of meeting l
AP600 Design status NRC review status G.Bagchi 8.15 am Future NRC structural audit NRC Staff Positions on Advanced Plants AP600 ITAAC Status B.McIntyre 9.00 am Summary of Structural Differences from Prior PWR Plants R.Orr 9.15 am Site Interface Parameters SSAR Chapter 3.3 - Wind and Tornado Loadings (RAI 220.24)
R.Orr SSAR Chapter 3.7 - Seismic Design Seismic Classification (RAI 230.24 thru 26)
R.Orr Seismic Input (RAI 230.27 thru 30)
K. Gross 9.30 am
{
J Seismic System Analysis of Nuclear Island Structures Soil sensitivity studies (RAI 230.31-33)
Soil Structure Interaction Analyses (RAI 230.34 thru 45)
Effects of Concrete Cracking for C-1 Structures (RAI 220.40)
)
Accidental Torsio (RAI 220.46)
(1.0,0.4,0.4) Method for Seismic Loads (RAI 220.29 and 44) 3.8.4 Other Category 1 Structures K. Gross 11.00 am j
Embedded Portion of Exterior Walls of NI(RAI 220.41)
Settlement of Adjacent Buildings (RAI 220.43)
Stability Evaluation for Safety-Related-Structure (RAI 220.43)
Safety-Related-Structure Roof Drainage (RAI 220. 42)
Use of Epoxy Coated Reinforcing Steel (RAI 220.46)
Critical Stress Locations RAI 220.48 i
Lunch 12.00
k Seismic Category 11 Structures (RAI 220.47 and 49)
R.Orr 1.00 pm 3.8.5 Fou ndations K. Gross 1.15 pm Basemat design and analysis Foundation Mat Construction Procedures FS agamst Sliding and Overturning of NI due to Tornado and Wind (RAI 220.50)
Passise Containment Systems D.McDermott 2.00 pm Containment System Passive Containment Cooling System Impacts on structural design 3.8.2 Steel Containment R.Orr 2.30 pm Design Description (RAls 220.26, 27, 29, 35, 36, 37)
Penetrations Requirements Most Stressed Portion of SCV Pre-Operational SIT Measurements Corrosion Dynamic Stability of CV and CIS (RAI 230.47)
K. Gross 3.00 pm Seal Material at Transition Region (RAI 220.25)
Ultimate Capacity (RAls 220.30 thru 34,38 thru 39)
R.Orr 3.8.4 Air Baftle (RAI 220.28)
R.Orr 4.00 pm Design and Effects on SCV and SB Flexible Seal Connection to SB Roof Summary P.R.Mandava 4.30 pm G.Bagchi
Q h
Sleeting Agenda for Seismic Analysis and Strvctural Design Criteria Westinghouse Energy Center, Monroeville, Pennsylvania Friday. January 21,1994 Passive Core Cooling Systems T.L.Schulz 8.00 am Impacts on structural design l
1 3.8.3 Concrete and Steel Internal Structures i
Potential Sources of a Missile or High Pressure inside/outside R.Orr 8.30 am SCV from High-Energy Line Break (RAls 220.27 and 45)
IRWST Design for Service Level C l
1 SSAR Appendix 3A Structural Modules K. Gross 9.00 am i
General Description of Modules Procedures for Design and Fabrication l
Design Examples l
Integrity of Joints l
Seismic Damping Values Stiffness Degradation QA and OC Requirements for Transportation and Installation l
Verification Testing atter Installing Modules j
Codes Analys is Methods and Design Criteria for Severe Accident impulse Loads j
l Test d. La related to structural modules R.Orr 11.00 am -
l i
I
'l SSAR Chapt < r 3.7.3 Seismic Design
(
Seism c Analysis of Miscellaneous Structures, including R.Orr 11.30 Equipi.:ent and Piping Modules (RAI 230.49) l l
Summary P.R.Mandava 12.00 G.Bagchi i
-. ~,, -
ATTACHMENT 2 t.
I el;i aa l
il i
l Westinghouse Electric Corporation i
Presentation on AP600 i
i Seismic and Structural Issues 4
i i
to l
l United States l
Nuclear Regulatory Commission i
l Westinghouse Energy Center j
January 20 & 21,1994 l
@ Westinghouse Elecide Corp.1994 i
^
Z (D
uJQ O_
E m
M N.
4 l
j l
l sY l
N
3.7l SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES SOIL SENSITIVITY STUDIES PROCESS USED TO SELECT THE DESIGN SOIL PROFILES USED IN THE SEISMIC SSI ANALYSIS OF THE AP600 NUCLEAR ISLAND STRUCTURES SURVEY OF SELECTED EXISTING NUCLEAR POWER PLANT SITES IN THE U.S.
22 COMMERCIAL POWER PLANT SITES IN THE U.S. WERE SURVEYED TO IDENTIFY THE RANGE OF SOIL PROFILES, PROPERTIES, AND PARAMETERS AT THESE PLANT SITES A SET OF HISTOGRAMS FOR DEPTH TO BASE ROCK, DEPTH TO WATER TABLE, AND EMBEDMENT DEPTH OF MAJOR STRUCTURES IN THE PLANTS WERE PREPARED SOIL PROFILES AND LAYERING SEQUENCE FOR THE PLANTS WERE PLOTTED SHEAR WAVE VELOCITY PROFILES FOR THE PLANTS WERE PLOTTED
=~
.z m
- _ -,. ~
~
m.
m
...a
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES i
M2 e
I TnOJet k
a
[
' msm
= =a F-J onvis. L LaENCA
==
r., sr. -
x I
CM1AWAY waraux f
,-j w-r e.J
,=r
=
COMMERCIAL NUCLEAR POWER STATIONS SURVEYED
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES M
U* *r
- I~A I8I h tD MmM 1% m piumemme Ptmas and Umsta) l-- (Sang TW lisabedams CB er D
$5E Oesti g%ng
%g i
us,. Cs.m. U-t Me. s.s y swr nG Ises28ao le e
e2 e3 2
can==y. U-t ha-awi FWR 20 Se 2e 65 e2 e 82 3
Phan Vasen, U-I.2.5 Asunema FWR Se G 394 M-s 44 e2 e
4 AAsumme Musemer Oms, U-2 AAmmame FWR Me G M
Nems te e2 et 5
Catwest CoAn. U-1,2 IW FWR
- O 2388 Nems 35 e 15 e ce e
Wolf Censk, U.
Eemsnm FWR 4eR G 2e Nema 3
e 82 e ce
?
Usamed omW. U-8,2 teammenngys SWR 47%-TB
> le5 Namma 47%
e i5 e e75 e
h U-2 C-FWR 538 G 53 Nees 19 e ti e c9 9
Ewtuy, U I,2 Atuhmuna FWR e8R G So Nems 5
ei e e5 Ves n, U-l.2 Genree FWR 46G 950 52 55 0.2 e 12 se e
It Hane, U-2 Gesseen SWR 55-TB 488e Nems 55 e 15 e se 32
. U-R,2 DWR SIR O 3e Name e
e to 0 05 13 temmeneste temnummsen SWR 4eG 40 Name 2e e ce(tel) 54 Dew = 9mmes Ohne FWR 4eR G M
Nema e
e 15 e se 35 WNr.2 Westuneene SWR S&G 557 9
es e 25 e i25 le seman Taman, U-1.2 Tesem FWR SS G Name 5
e se e e5 37 Sam Omsfre, U-2,3 Cohfasuma FWR 4e G eSe Name at e 67 e ll to Fast SL Vauen Denver MTuu SSR G 55 Nams 23 e le e 65 39 Asemas le==
BWR 49R G 49 Name 37 e 12 e e6 20 Immasus, U-8,2
~
BWR SSR G 8 5 _.
Nema M
e Il e e75 2t Tsugam (5
FWR 33R O
<5 Name
> 31 e 25 0 45 22 eessamme, U-3,2 tamessen FWR 57 G 3ee Name 39 e Il e et J1 CB = C thedesse; TB = TuAmes Bestdae. R = I,msndmaamm en Bee; U = Uma
SUMMARY
OF COMMERCIAL NUCLEAR POWER STATIONS SURVEYED f%
__.m.._____,_._.___._.____________.__________,_._____,_._,.m
,m.
..m, _.,
m.m
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 50 -
45 --
40 --
~
~
MMER OF STES SURVEYED: 22 3o __
FREQUENCY 25 -
(X) 20 --
6-g__
5-l l
l 0
10 20 30 40 50 60 70 80 90 10 0
>100 DEPTH (Fil HISTOGRAH FOR DEPTH TO BASEROCK
3.7 SEISMIC DESIGN EEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 30 --
NUMBER OF SITES SURVEYED: 22 20 --
8 U5 8
E 10 -
0 10 20 30 40 50
>50 DEPTil (FT)
HISTOGRAPH FOR DEPTH TO WATER TABLE
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 35 --
NUISER OF SITES SURVEYED: 22 30 -
T' 25 --
8 20 --
8 15 -
m-5-
0 l
0 10 20 30 40 50
>50 DEPTH (FT) tilSTOGRAPH FOR EMBEDMENT_ DEPTH
l 3.7 SEISM!C DESIGN l
SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES l
SHLMt WAvt WLOQiY (fi/101 0
200 400 600 800 1000 1200 1400 E00 Eco 2000 l
j l
I I
I 0
,1.
l q.
i j
j.n....
a i
i i3 20 -
i;.
u:.
.y
.. g
- f "fI!"
40 --
~ ',....'
f 60 --
16
_7 KPiH tFil Above Basernot Below Bournet go __
e X)O -
_g i20 --
E 14 0 --
P6mt brter an 1dde 2A-1(lypcdl 13 5
3 5
11 B
g_
SURVEYED NUCLEAR POWER PLANT SITES. Vs < 2000 fos.
000 j 2
1 S
t ta o mm E
e e 2
t s s R
oo BB u
U 0
e w f
0 v o T
0 i' ol mB 0
e 0
C 1
0 U
0 R
2 T
9 S
t D
0 0
s N
0 I'
V 8
A
)0 2
L 1
S 1
/
S E
1 I
E T
N R
8 S
I Y
1 G
A Q
O 0 0
I T
S E
L 0
E 0 I'
2 L
V 6
4 N
E 1
D C
A EV 4
A U
L W
C N
i 2:
I 2
P 1
1 5
I M
F f
1 R
9 E
E O
l 0
L 0 ii W
6 0
E S
4 I
..]
6 O
S 2
I S
P 7
Y 1
L R
1 3
9 A
9 0
.,2 l-A
. :. i i
?-
g
~
2 N
- .
- I
?.
2 7
E 2
- . I L
7 A
0 i.
g 0
C 2
O,
. [I;
.ii.
M U
L
]
1 r -
N E
'd ; 2 h *:;
eA
.,3.'
t2)
T
.I d
i g: $Et:
kl ic D
e S
b p i:8 t
ay E
nli Y
. 'S g
2 l
a 2
...[i!:[I i nt Y
S f
o~
E 0
~
C V
0 0
0 a
R I
0 0
g M
)
2 4
M U
0 y
2 4
X 1
1 S
S IE
)
I S
F(
l li P
K
1.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES NORWAUZED SHEWI WAVE VO.0Cil'Y 0
1 2
3 4
5 6
1 I
l l
l t
0 8
i i
i 4'
iii:Es.t-..(f),-;C':T"*
'5**:.'$.h.'}}} i i...j...i......f?'.J ' " ' " " ' " ' "' i 50 -
- n un o,tttttttt"2t.
,.s l \\ l__ un -- - -.. -- Above Booemot - y Below Bosenet 15 0 -- 2 DEPTH (FT) 200 -- l 7 7 250 -- 4 5 8 I 300 -- 11 I i 13 5 bl N 14 3 g7 on Table 2A-1 i 350 -- 18 (IYP cad 2 15 400 - 9 21 19 6 i SURVEYED NUCLEAR POWER PLANT SITES. V PROFILE NORMALIZEG s
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES t e GENERIC SOIL PROFILES WERE ESTABLISHED BASED ON THE PLANT SURVEY i l l SOIL DEPOSIT THICKNESS DEPTH TO BASE ROCK (FT) NOTES O ROCK SITE 40 N.I. EMBEDDED TO THIS DEPTH 120 THIS DEPTH CORRESPONDS TO THE AVERAGE WIDTH OF THE N.I BASEMAT DIMENSION i VERY DEEP DEEP SOIL PROFILES DEPTH TO WATER TABLE 3 1 DEPTH TO WATER TABLE (FT) NOTES _ J O SUBMERGED SITE 40 WATER TABLE AT THE BASEMAT LEVEL OF THE i N.I. VERY DEEP DEEP WATER TABLE LOCATIONS d 1 m -,w---,, u..
1 1 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES SHEAR WAVE VELOCITY PROFILES HARD ROCK (HR), CONSTANT SHEAR WAVE VELOCITY OF 8,000 FT/SEC SOFT ROCK (SR), SHEAR WAVE VELOCITY OF 2,400 FT/SEC AT THE GROUND SURFACE, INCREASING LINEARLY TO 3,200 FT/SEC AT 240 FT SOFT SOIL (S), BASED ON THE RESULTS OF THE SURVEY, THE LOWER-BOUND VELOCITY PROFILE HAVING A SHEAR WAVE VELOCITY OF 1,000 FT/SEC AT THE GROUND SURFACE, WITH A NOMINAL INCREASE TO 1,200 FT/SEC AT 240 FT SOFT-TO-MEDIUM SOIL (SM), SHEAR WAVE VELOCITY OF 1,000 FT/SEC AT THE 't GROUND SURFACE, INCREASING LINEARLY TO 2,400 FT/SEC AT 240 FT LAYERED SOIL PROFILE WITH STEP-WISE CHANGE IN SHEAR WAVE VELOCITY SIMILAR TO THE WNP-2 NUCLEAR STATION t 4 I i + m ,w,-.- v
j J 3.7 SEISMIC DESIGN d SElSMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 4 INITIAL SHEAR WAVE VELOCITY vs DEPTH i e ..i....i....i. .ii i - - HARD ROCK l - 1 SOFT ROCK - SOFT TO MED. SOIL i SOFT 50!L l l 2e' - -~ 5W#lLf LMERED l. 5 i q l -. 48 . _.l .I- .il j .1 I. I-se- - i. i ! I-l- i;i es. i i I. l i. i 1-. tee i l _~ r I. u. .I I-. w i r tas. - i I a 1 l g-kJ O i i i .i -.
- 14. - -
i i I l i i. I-- l 160 i i. 1 i i I I 1 l-- tee-1- l i l i i i I-l 2ee i i I-l i l l-- t 229 t I I l i 1 i i 1.. i I i i 24, e 2.ee see. ees. l SHEAR HAVE VELOCITY (FT/SEC) GENERIC SHEAR WAVE VELOCITY PROFILES l
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES
- 2D SOIL-STRUCTURE INTERACTION ANALYSIS TO IDENTIFY THE GOVERNING SOIL PROPERTIES AND PROFILES 2D SSI ANALYSIS METHOD - SASSI STRUCTURAL AND FOUNDATION MODELS - REPRESENTATIVE, TWO-DIMENSIONAL, LUMPED-MASS STICK MODELS OF THE N.I. AND BASEMAT WERE DEVELOPED INPUT MOTION - HORIZONTAL AND VERTICAL TIME HISTORIES 2D SSI ANALYSIS CASES 2D SSI ANALYSIS RESULTS AP600 DESIGN SOfL PROFILES i
i e HARD ROCK (R1) e SOFT ROCK (A2) e SOFT-TO-MEDIUM-SOIL (B2W1) I m ~ ,.,-.m--,.--- ..-c.e--.. .-m--.e..-i-~--
3.7 SEISMIC DESIGN ^ SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTUBES Shear Wave Depth to Bene Depth to SSI Case ID Nines Vebcity Pro 68e Rock (R) Water Table (ii) (X4haking) (Y-Shaking) (Z-Shaking) Hani Rock RIX RIY RIZ rigal beoc Sot Rock deep deep AIX AIY AIZ degah to bene nxk 120 deep A2X A2Y A2Z enaly Sot 4o-Medwsn deep deep BlX BlY BlZ degah to base riwk Sod 120 deep B2X B2Y B2Z study 40 deep B3X B3Z SoA Sod deep deep ClX ClY ClZ depth to base nwk 120 deep C2X C2Y C2Z etimly SoR to-he s+a 120 8 0 B2XWI B2ZWI degth to weier table 0 Son 40 B2XW2 B22W2 erudy deep B2X B2Z 60 B2XA B2YA B2ZA layeral sec study S:cpMaec Layesal Sod M,. 41 120"8 0 C2XWI C2ZWI deith to water table 40 C2XW2 C2ZW2 study l deep C2X C2Z The governing case corresponding to the depth to base rock study is used Site parameters similar to the WNP-2 nuclear station is used 828 2D SSI ANALYSIS CASE IG2NTIFICATIONS
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALTSIS OF NUCLEAR ISLAND STRUCTURES SOIL SENSITIVITY STUDIES FREE FIELD SITE RESPONSE ANALYSIS A SERIES OF ONE-DIMENSIONAL FREE-FIELD SOIL COLUMN ANALYSES, USING THE COMPUTER PROGRAM SH AKE, WAS PERFORMED TO OBTAIN THE STRAIN-COMPATIBLE SOIL PROPERTIES FOR SSI ANALYSIS 1 4
1 3.7 SEISMLC_DESLGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES e 3D SOIL-STRUCTURE INTERACTION ANALYSIS PERFORMED FOR ALL 3 DESIGN SOIL PROFILES HARD ROCK SOFT ROCK l SOFT-TO-MEDIUM-STIFF FOR HARD ROCK SITE WHERE THE SHEAR WAVE VELOCITY IS IN EXCESS OF 8,000 FT/SEC, THE SOIL-STRUCTURE INTERACTION EFFECT IS NEGLIGIBLE. THEREFORE, THE N.I. IS ANALYZED AS A FIXED-BASE STRUCTURE, USING BSAP WITHOUT THE FOUNDATION MEDIA. FOR THE OTHER DESIGN SOIL PROFILES THE SElSMIC SOIL-STRUCTURE INTERACTION ANALYSIS OF THE COUPLED N.I. AND SOIL FOUNDATION MODEL IS PERFORMED USING SASSI. PROCEDURE USED FOR MODELING i " ""'L" ""= ='MODel' a*?"e" "l %"a"UR S ^ eU e 3D LUMPED MASS STICK MODELS ARE USED IN THE SSI ANALYSIS
')/XD(Vf/\\ AV A M A M u\\ # $ \\ A \\ M /\\ VA\\v u u A \\/Al \\\\h VN NVlij/\\\\j l w E vu,wur-a ? \\ %_ \\ \\\\ \\/! wwm e\\ o g /ra nvnzt:4Hdew' = ' ' ' NN A \\81:yN/id36r@ Mf\\b S ll Y Mi MadMkiisG Y(/ 8 E (NAA4fih/Aizidi4AMt g 0 T(\\M\\ Y W9Tnt \\LgdA E m J % l8 \\k \\)\\ \\\\M \\ g ~ = ' g a \\ \\\\ \\\\\\\\Y1 \\\\ \\ i ! O hV 98tN i (f) O { }\\ JV ' /UV\\ \\/l W \\AMM\\ # VR \\ \\ W i V w D m \\ M\\V\\\\\\M\\\\M !\\ Ik l N M\\ NNTA1A\\ 5 = 5i / /\\\\/\\\\\\\\ ^\\ H\\\\\\RWW/o\\\\ s \\\\- X/ X)Y\\\\f/\\v/MuN M V M iy g s u~ . ~g MW 'W\\\\ '\\ \\ \\A/hVMVH u. d O uw m - wa u y \\VMWMVM4 \\\\ \\\\ \\ y \\M kNiivMh\\A V 't ~, a l 5 V\\\\k\\TNtMMX\\h V a" m ^\\X^\\XA\\%XV V kMAAAI\\A \\/ m j mMMMv i V V/ V/ V! V
i s i l i i i l M\\ /\\ /\\/ >t1//ll llNTN] A i / /\\_ W ' \\/ 'i\\ //f% TMJ A fx / N / / W y l\\\\ ^ in / Avr s ii n vs X i A / / t Z \\ n a n ~ E . A/ V \\/ \\l /M A/X M A'gn.,j g /'\\] /\\ /\\ \\/k\\ N / V il \\i\\V \\dr[(\\$/M8 " ~ d /\\/ W ^ g / jV \\ 8 i; 58 V i \\i\\ 'i ih s J\\ /\\/V TD H //\\ s> / i ^ // VV Ag #n\\p /\\WA r\\ y v g 1 m / \\X/ / I\\f M _/ tA w/ g / ^ ^ V \\ y1\\ A \\/ s\\ a g v \\ l N N W/\\nct!! V\\RY/ \\, / / s s /\\ / \\ '\\ !\\\\ l ( F/ N/i_\\\\ / AY l M'!' Y AUa m /! / m a 4 m a; ms o w <1 -. m _- m a mw\\N=Mi'!v NM Y 'l / y r\\l\\ /\\ u \\\\ m i z. m n w w munfm w,- - - -,;m \\/\\ g m e 4 i NAK/V /\\\\fD#ffMN jypwf0f V/\\ /\\ \\/ 5 s\\ b \\/ \\ H Aa o O 2 m ta i n wv ...;- x 3 k A\\ l \\/A\\V> V a ;,1 az 3 r>\\ Au \\ ev ar/\\,1 n\\\\r. v. \\ m o g /~ -W V ,u 4 / :jf A/ \\\\ %)\\iVtA MA 0Wdh \\'s" j N u. w A a .u i s i' ru v,sn a_<, r m O 5 m \\/ / \\\\ /\\ !/W l Y /4 /V V\\ N /J [h bh Y b E ')3 gA \\l!NO!k/ \\'TVish A /ni,u/ / \\ /\\ / Z U5 i / l \\/ y 4 N / j/h rl i A in m. ri si w m i Ag m[yty'1'il / " ses - ; H / T1 /f (v) / d J \\ j// \\ /Nt/ \\ AW W wFn./ \\ dy"'A' '\\ 5 Et /A \\ g z A A !\\\\Il W VA\\/ in V 5 m is ( 1 A / \\ /\\ 14 i f\\ 1 A/ W / \\1 /\\ IA -l 3 YA /Y / \\A \\ / \\ Pl%'*d 4 YAV/m/m ) 8 4 a V M )( V \\^\\/l\\\\^ 1 Y^ W // Fl/ / \\ / s ^ l s ~ ~ ~ i Wy' /\\ t o . mvar /v g /ww V \\ V if / A / V / 3 b// \\/ f 3 m y jf V N / V// /i V U ~,/V,I \\,,/ Y A// / \\ m v ~ ) i I f I l 2 i e t - - =
M 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES AZ ss ll E7m 15 NW ll as4.41' e umasannaar X ll 271 M O cm lhw i Tw h gg pay ll 24t m _,w II 231w ll 2ttuxr M IN ) o i.a. )6 r te e: i== 1 l dQ-e 117 M l 1 10tl e i l( R2 M ~~ =x -m na w w er w c pg COUPLED SHIELD & AUXILIARY BUILDINGS. N-S STICK MODEL
i ) i 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 4 &Z f R 2 3 5 lg 337.25' a me e mm. - n au av i X meertwear 1 0 '*""** u mm l seem w l Tn - 4 1 a
== %w li 24: n a mao s ll 210 m i V '$5 lM I i ino m 4 3511XT s I m 6 'xx l l i < t si7 m l \\ i i imm Q i I um >c-g: i aa " J g ;wgpg j COUPLED SHIELD & AUXILIARY BUILDINGS. E-W STICK MODEL A r
3.7 SEISMIC DESIGN i f l SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES 9 Mass center X shear center v Centroid i i Beam element A2 Truss element - Rigd link D, Containment 158.0' SC l t 1 )Os XC : hc 148.0' I I I i l t 1 I 1 135.25' )pg
- 3 l
t 1 I I I I I l 1 1 yh 107.17' g( I 103.0' qgg 98.08' ) ( i i i I ( la 82.5' s -15' $0' -5' 5' 10' 15' (North) CONTAINMENT INTERNAL STRUCTURES. N-S STICK MODEL
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES O Vass center X snear center O C entreic 1Z Beam element i O Containment Truss element 1580' - Rigid knx 1 148.0' i )gg g i i 5c 135 2s* )C O ): 0 i t i t i I i I t I 1 I i l 107.17' )g ; Jb 0: 0 '03 0' t ghc ,o 08'_ i l i 82.5' _ Y a ~ 10' MMD," 10' 20' 30' 40' (West) -40' -30' -20' CONTAINMENT INTERNAL STRUCTURES. E-W STICK MODEL l l l i I
1 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES f NP) e. . u,, g.m O - 25s.333' O - 24a.333' l M*'ar e 0 - 240.333' 6%' spring O - 229.521' O - 218.70e' Polar Crans 0%4 -20s.33x 0 - 190.000' O 170.000' O - 1s2.000* O - 144.500' O - 132.250' O - 118.857 O - 112.500' O - 104.125' yyy 100.000' STEEL CONTAINMENT VESSEL, LUMPED MASS ST!CK MODEL i
l 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES l SG2 ~ l
- 3 4.*s.x..e
~- l ^**% ^sue. 85% g- ~ 23 4,,
- 1. -7 s o. is7 se.
w Y contal E SG1 _. e2r ves _m c... , s. so iv. as gi' 47,, - s a : -ai n,o: 7,..sy, g2:,, _j
- 7 2e
- f*',7, ' 1 5
~ D,, 4: 3
- - 2. 4 se
'5 ' (Ctml. .Tr 2 7 f i_ . e'd 2r g e a: X e - ,.,2" 43: l Y', q o 102.71 -g er l l e'3 i 'So i,, g_ ,,,,, - A "' gg l ,7, Tr 'To h,7; ; ee ,,_r /f '"/ 'a e t s, RCP4 , me, ur j (, L* >. - i 'o RCP3 T f ,_ 4,, ' &, Tag;;, 5 L-3$ "8'y g / ~ 1 -l 4 72.3143 '02 7%esQ ge$y '? 26'> g_' ' l v-l (
- Node Point RPV C8 " '"i
@ Mass Point mo tg
- --* Member l-l
- Rigd link gl ,g Support / restraint RCP1 Qg;;, -3 Node number RCP2 @ Coordinates (ft) i REACTOR COOLANT LOOP. LUMPED MASS STICK MODEL
0 = ga oiz 8E5 m:M!z0E a go55* yo mgc2$m \\x / \\) )/ / / /\\ / N x/ ) ) / \\ / / \\'x \\ / /\\ / N / \\) )/ -/ y\\x/ / / x / / /- /\\ l \\ A / x -/ / l -/ / \\ / s / / \\ / / f / / / / /]/ x\\x / / / / \\ X's / / x /F / / / /x N / / \\ / / / x f N/ / / v / / / / /x y\\ f / / /lx f? ;j-e s sh-8O 3 E'5 !i g- + m 8 5 "; 6 $ 8 l g E 5 2 z E j g
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES I
- DEVELOPMENT OF FLOOR RESPONSE SPECTRA GENERATED ACCORDING TO R.G.1.122 COMPUTED USING THE NODAL TIME-HISTORY RESPONSES DETERMINED I ROM THE N.I. SEISMIC TIME-HISTORY ANALYSIS OF THE THREE DESIGN SOIL PROFILES DEVELOPED FOR ASME CODE CASE N411 DAMPING AND FOR DAMPING VALUES EQUAL TO 2,3,4,5,7,10, AND 20 PERCENT OF CRITICAL DAMPING FLOOR RESPONSE SPECTRA FOR THE DESIGN OF SUBSYSTEMS AND COMPONENTS ARE DEVELOPED BY ENVELOPING THE NODAL RESPONSE SPECTRA DETERMINED FOR THE THREE DESIGN SOIL PROFILES ENVELOPED FLOOR RESPONSE SPECTRA ARE SMOOTHED AND BROADENED BY i15%
l l l l 1
i l l [ 3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES AP600 NUCLEAR ISLAND SlHUCTURES ,,,i i r,,,,, j 15.0 12.5 -15% of 15% at t11 G Acceleration Resgoose Spectrum " 10.0 z Floor Response Spectrum
- ii!
Q" i 5 U i uj 7.5 O< J F O 5.0-- l t Q.* -15% at // 15% of 2.5 e g_ { -r- - I " " a" ~" a a s a A_j __ _g, g __g,.g, _ } a a a a a a a a g 10-8 10 10' 103 8 iHLQUENCY (til ) TYPICAL DESIGN FLOOR RESPONSE SPECTRUM
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES e EFFECTS OF CONCRETE CRACKING FOR C-1 STRUCTURES EFFECTS OF CONCRETE CRACKING ARE INCLUDED IN THE 15% BROADENING OF THE FLOOR RESPONSE SPECTRA THE 'ASCE WORKING GROUP ON STlFFNESS OF LOW RISE REINFORCED CONCRETE SHEAR WALLS APPEAR TO ENDORSE THAT POSITION 4 \\
3.7 SEISMIC DESIGN SEISMIC SYSTEM ANALYSIS OF NUCLEAR ISLAND STRUCTURES e ACCIDENTAL TORSION THE LUMPED MASS STICK MODELS OF THE NUCLEAR ISLAND STRUCTURES ARE BASED ON FINITE ELEMENT MODELS WHICH ACCURATELY REPRESENT THE ACTUAL ECCENTRICITIES; THEREFORE, ADDITIONAL TORSION NEED NOT BE CONSIDERED THE COMMENTARY TO ASCE STANDARD 4-86 FOR SEISMIC ANALYSIS OF SAFETY-RELATED NUCLEAR STRUCTURES, SEPTEMBER 1986 ALSO INPLIES THAT IF AN ECCENTRICITY BETWEEN THE CENTER OF MASS AND THE CENTER OF RIGlDITY IS ALREADY CONSIDERED, ADDITIONAL ECCENTRICITY NEED NOT BE CONSIDERED. i E
. _ _ m__. t 3.7 SElSMIC DESIGN (1.0. 0.4. 0.41 METHOD FOR SEISMIC LOADS
- REFERENCES ASCE STANDARD 4-86 FOR SEISMIC ANALYSIS OF SAFETY-RELATED NUCLEAR STRUCTURES, SEPTEMBER 1986 DEVELOPMENT OF CRITERIA FOR SEISMIC REVIEW OF SELECTED NUCLEAR POWER PLANTS, NATHAN M. NEWMARK CONSULTING ENGINEERING SERVICES, MAY 1978 (NUREG/CR-OO98) a I
L + 0 f ..m.u..
3.8.2 STEEL CONTAINMENT SEAL MATERIAL AT TRANSITION REGION b .C DETAIL I '3 s [ M ' ' " -2* u ior. 2 4 \\ _/ ~ ..,.s. . i.. ~ EL.tO& # ~ DETAll 2
- a. se -a-
- u. sr-s-p.
~- .4
- n. es -o-u, or..
~ 4-s p ~ p st -. f ,~ r 4 ^ g ,-a g - 3, rt.so -s- ~.
3.8.2 STEEL CONTAINMENT SEAL MATERIAL AT TRANSITION REGION i i l 1 / 1 %" STEEL = CONTAINMENT [/ l VESSEL 2"X " TRANSCO SILICONE / ADHESIVE SEALANT / (P/N TCO-041) 2" [ (STEEL AC ONLY) EL 108'-2" h, / (P/N TCO-022) k .TF@N d. BOND BREAKER TAPE '.*, kl.*f-[ i l; OR CERAMIC FELT ,. r'. -* l .. ~. > ~.: 4 1 DETAIL I (DETAIL 2 Similor) i
3.8.2 STEEL CONTAINMENT SEAL MATERIAL AT TRANSITION REGION SEALS ARE NOT SAFETY-RELATED FUNCTION OF SEALS IS TO PREVENT MOISTURE INGRESS BETWEEN VESSE ANTICIPATED OPERATING CONDITIONS, INCLUDING TESTING, NORMAL OPERATION, AND TRA CONDITIONS TO 150 F. FUNCTION OF SEAL IS NOT REQUIRED FOR MORE SEVERE EVENTS (LARGE OR SMALL LOCA, O EXTENDED OPERATION OF PASSIVE RHR). SEAL WOULD BE INSPECTED AND REPLACED, PRIOR TO RESTART AFTER SUCH AN EVENT. MAXIMUM RADIAL DEFLECTION OF CONTAINMENT AT ELEVATION 108'2" UNDER A OPERATING CONDITIONS IS APPROXIMATELY 0.5". SEAL IS DESIGNED TO ACCOMMODATE THIS DEFLECTION. t 6
- l k
3.8.2 STEEL CONTAINMENT SEAL MATERIAL AT TRANSITION REGION SEAL MATERIAL BEING EVALUATED IS A TRANSCO SILICONE ADHESIVE SEALANT (P/N TCO-041), WHICH IS A NEUTRAL METHANOL CURE SILICONE DESIGNED ESPECIALLY FOR CONCRETE AND MASONRY SUBSTRATES. THIS SILICONE SEALANT IS A ULTRA-LOW MODULUS MATERIAL WITH THE FOLLOWING AS CURED PROPERTIES: DUROMETER HARDNESS (Shore A, points - ASTM D2240) 15 ULTIMATE TENSILE STRENGTH (psi) @ MAXIMUM ELONGATION j (ASTM D412) 100 l ELONGATION, PERCENT MAXlMUM (ASTM D412) 1600 PEEL STRENGTH (#/in, MIL-S-8802) 25 TENSILE ADHESION WITH 25% EXTENSION (ASTM C1135) 15 TENSILE ADHESION WITH 50% EXTENSION (ASTM C1135) 20 JOINT MOVEMENT CAPABILITIES, EXTENSION: 100 % JOINT MOVEMENT CAPABILITIES, COMPRESSION: -50% STAYS RUBBERY FROM -45 TO 300*F AGED IN ATLAS WEATHEROMETER (TT-S-001543) FOR 6000 HRS. WITH SLIGHT REDUCTION IN I HARDNESS, ELONGATION, AND TENSILE / PEEL STRENGTHS. I RADIATION DATA IS NOT AVAILABLE. HOWEVER, WE EXPECT IT TO HAS A HIGH RADIATION RESISTANCE CAPABILITY SIMILAR TO OTHER SILICONE COMPOUNDS. e AGING TESTS (RADIATION AND TEMPERATURE) FOLLOWED BY. PRESSURE TEST WILL BE PERFORMED TO DEMONSTRATE BOTH DESIGN FUNCTION AS WELL AS DESIGN LIFE. 1 _ _ _ _ _. - _ _ _ _ _. _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~., _ _ _ _ _ - -, - -.. -.... - - _. -. -.., - - . - - -, _ _.,. _ _ ~
l CONTAINMENT STABILITY - SLIDING I, .1 l W \\ f r; h h V i i l Bi \\ l l l l au i ,_ ________8 l \\ _____r_. p y l \\ y-rn \\ ( h, I \\ s 4 / y \\ J, N X \\ _. 'FvM / y g k'., l \\ h a s e e s l = - i, e f, N s l l s ', '( l . ^,: y y l EL. 66'-6' l Total Weight of Stmetures, W = 70,137 Dps SSE Loads @ Elevation 66'-6': Fx = 27,782 Kips, Fy = 23,382 Kips, and Pz = 23,002 Kips Myy = 1,742,453 Ep-ft, Mxx = 1,359,953 Dp-ft, and Mt = 160,830 Kip-ft Fh - /(Fx):. (p )2 36,312 Kips, Fv F - Fz = 47,135 iip = y $ = Tan-1 E = 37.61
- Fv R = /(FA):. (gy): = 59,500 rips,
Mr = /(Mxr):. (y )2 2,210,343 rips-A yy = Mr A 60.87 A
-
FA i SM.: (96.45 - h) x Sin (180 - 6) l 0 13.01" = = 96.45 S = R Sin 0 13,395 Kips, N =RCos0 $7,973 Kip = = E = 0.23 s 0.3 reg'd = N
l CONTAINMENT STABILITY - OVERTURNING l A i i I t t I' j i i i i l l l l l l l l /- --t---- p- . f. _ _ _ _ _ _.:. 4 1 i h ~ l l i .C I \\ .g _b I j i A ,[.. 4- ,( / \\ EL. 66*-6* h A \\ fy; s. Fv Total Weight of Structures, W = 70,137 Kips SSE Loads @ Elevation 66'-6": Fx = 27,782 Kips, Fy = 23,382 Kips, and Fz = 23,002 Kips Myy = 1,742,453 Kip-ft, Mxx = 1,359,953 Kip ft, and Mt = 160,830 Kip-ft }(F1)* + (Fy) = 36,312 Kips Fh = Fv W - Fz = 47,135 Kips = /(Mn)2. (y )2 = 2,210,343 Kips-ft Mr yy = Assumed Overturning above Point "A" @ El.82'-6" and 53.2'from Center of Containment (Fv x 53'2) Factor of Safety 1.54 s 1.1 = = Mr - (Fh x 16)
u ? SE R UTCU R TS I YR O G ETAC R E HT O 4 8 3
3.8.4 OTHER CATEGORY l STRUCTURES EMBEDDED PORTION OF EXTERIOR WALLS OF N.I. DESIGN e CODE ACI-349-90 e LOADS DEAD LOADS LIVE LOADS SSE LOADS HYDROSTATIC LOADS DUE TO GROUNDWATER AND PROBABLE MAXIMUM FLOOD STATIC SOIL PRESSURE LOADS SURCHARGE LOADS SOIL PRESSURE INDUCED BY EARTHQUAKE (SSE)
3.8.4 OTHER CATEGORY I STRUCTURES EMBEDDED PORTION OF EXTERIOR WALLS OF N.I. e BACKFILL AND DESIGN ASSUMPTIONS GROUNDWATER 2 FT BELOW GRADE PROBABLE MAXIMUM FLOOD LESS THAN THE FINISHED GRADE SURCHARGE 250 PSF OR ADJ. STRUCT. DRY UNIT WEIGHT OF BACKFILL 120 PCF SATURATED UNIT WEIGHT OF BACKFILL 150 PCF SUBMERGED UNIT WElGHT OF BACKFILL 87.6 PCF ANGLE OF INTERNAL FRICTION OF BACKFILL 35 ANGLE OF FRICTION FORCE OF BACKFILL 17-1/2 1 J
3.8.4 OTHER CATEGORY l STRUCTURES EMBEDDED PORTION OF EXTERIOR WALLS OF N.I. I STATIC SOIL PRESSURE e WALLS BELOW GRADE ARE DESIGNED FOR AT - REST SOIL PRESSURE o COEFFICIENT OF EARTH PRESSURE FOR THE AT - REST CONDITION (K,) IS DETERMINED AS FOLLOWS: K, = 1-sin p THE AT - REST UNIT EARTH PRESSURE IS CALCULATED AS FOLLOWS: i P, = K, y H y = DRY UNIT WElGHT OF BACKFILL ABOVE WATER TABLE i y = SUBMERGED (BUOYANT) UNIT WElGHT OF BACKFILL BELOW WATER TABLE l e .m...
3.8.4 OTHER CATEGORY I STRUCTURES EMBEDDED PORTION OF EXTERIOR WALLS OF N.I. SOIL PRESSURE INDUCED BY EARTHQUAKE DYNAMIC EARTH PRESSURE FROM ir1E BACKFILL IS BASED ON THE MONONOpE - e OKABE FORMULA i P',, = 1/2 y, H' (1 i a, ) K',, + 1/2 yH* K, (i a.) e DYNAMIC POREWATER PRESSURE P, = 7/8 a,, y,, (h/'* where y,, is the unit weight of water, h is the total depth of water and a, is the acceleration i 1 n +w-- v-w-n,e --w- ~ v-m -ww,v e-w.~ ~ ~ e-- - - ~,, m-
3.8.4 OTHER CATEGORY I STRUCTURES EMBEDDED PORTIONS OF EXTERIOR WALLS OF N.I. .l-q =_ Surcharge Load i II _I_I_ T l / op of Dacklill T 'o m wAnns w us;?A Bio
- wwAk
< p;;wwwu _._ /;>Ak _ v s X M si;;x s 9 Water Tablo Z Z Water lable \\ . Q _ __ g 7_ -.. ; _- E__ g-2 2-1. Y-g. 7 :._- jl ..y 9 Z T Z 1: g; Z Z ~ Typ. A P600 to { j Substructure g 1 Z Wall j I g . M' \\ Z l Z ..g; \\ \\ (A) (D) (C) (D) (E) -(1:) At Rest 11ydrostatic State Dyname Earth Dynamic Dynamic Soil Press. Walor Press Sorch. Press. Pressures Surchargo Potewater Pressurus Pressuro LATERAL EARTH PRESSURES AND WATER LOADINGS 1 2- ,---u
- a r-e w---
e -~.. s---r-,r ,,,.e..- .-w-- r-- ..m,, ,o_ ,w
L 3.8.4 OTHER CATEGORY I STRUCTURES SETTLEMENT OF ADJACENT BUILDINGS i 1 INTEGRITY OF UNDERGROUND PIPING OR TUNNEL THERE ARE NO SAFETY RELATED UNDERGROUND PIPING OR TUNNELS e n . = - --.
3.8.4 OTHER CATEGORY I STRUCTURES STABILITY EVALUATION FOR SAFETY - RELATED STRUCTURES ALL THE AP600 CATEGORY I STRUCTURES ARE FOUNDED ON A COMMON SINGLE BASEMAT WHICH MINIMlZES THE EFFECTS OF FOUNDATION REBOUND AND SETTLEMENT FOUNDATION REBOUND FOUNDATION REBOUND IS SITE SPECIFIC AND WILL BE ADDRESSED BY THE COMBINED LICENSE APPLICANT. SETTLEMENT SETTLEMENT IS SITE SPECIFIC AND WILL BE ADDRESSED BY THE COMBINED LICENSE. ~ APPLICANT. DIFFERENTIAL SETTLEMENT SETTLEMENT IS SITE SPECIFIC AND WILL BE ADDRESSED BY THE COMBINED LICENSE APPLICANT. BEARING CAPACITY 212000 POUNDS / SQUARE FOOT STATIC BEARING PRESSURE UNDER ALL SPECIFIED CONDITIONS .m. m ---.,.--a. .i-vs-.. r--- -+====w = =ee~-p-+-- w = w vv - m - ~. - - -
yw----w,..---
-,---mm- -r. .~. m m.
3.8.4 OTHER CATEGORY I STRUCTURES SAFETY - RELATED - STRUCTURE ROOF DRAINAGE e NO SAFETY - RELATED ROOF DRAINAGE CURRENTLY THERE ARE NO PLANS TO USE PIPING FOR ROOF DRAINAGE e ROOFS WILL BE SLOPED TOWARDS THE EDGES WHERE GUTTERS WILL COLLECT DRAINAGE e AND DIRECT IT TO DOWN SPOUTS THERE WILL NOT BE ANY PARAPETS i. e
3.8.4 OTHER CATEGORY I STRUCTURES USE OF EPOXY COATED REINEORCING STEEL EPOXY COATED REINFORCING STEEL IS NOT BEING USED ON THE AP600 e 4
3.8.4 OTHER CATEGORY I STRUCTURES t CRITICAL LOCATIONS I AUX. BUILDING - WALL ON COLUMN LINE 1 - COMBINED LOADS y '. LOCATION LOAD F, F, F,, M, M, COMB. WH Wh WH H WH h Wh 66'4" U-1 101.1 66.8 137.7 to U-2 47.7 22.7 20.7 47.9 98.5 82'4-U3 -72.2 39.3 85.5 U-4 47.7 22.7 20.7 47.9 98.5 U-5 75.8 51.1 104.8 82'4" U-1 -85.0 30.1 78.2 to U-2 40.0 -26.4 13.9 55.1 99.3 100' 0-U-3 40.7 17.7 49.6 U-4 40.0 -26.4 13.9 55.1 99.3 U5 43.7 23.0 59.4 100' U-1 46.8 20.6 to U-2 38.6 + 8.8 29.8 103.5 101.9 135' U-3 -47.7 90.0 104.7 U-4 38.6 + 8.8 29.8 133.2 131.6 U-5 -50.1 78.4 93.8 135'-3" U1 -41.9 33.4 to U-2 36.4 + 2.3 32.0 113.9 171.4 180'-O-U-3 -29.9 108.1 131.9 U4 36.4 + 2.3 32.0 151.0 208.5 U5 -31.4 92.3 , 1
- 7.3 U-1 1.4D + 1.7L + 1.7H U2 1.00 + 1.0L + 1.0H + 1.0E, + 1.0T, U-3 1.0D + 1.0L + 1.0H + 1.5P, + 1.0T, U-4 1.0D + 1.0L + 1.0H + 1.0E, + 1.0P, + 1.0T, U5 1.05D + 1.3L + 1.3H + 1.3T, l
l
i l 3.8.4 OTHER CATEGORY I STRUCTURES i AUXlLIARY BUILDING - WALL ON COLUMN LINE 1 - MARGINS i VERTICAL DIRECTION HORIZONTAL DIRECTION LOCATION A Regrd. ins A, Prov. ins A, Regrd. ins A' Prov. Ins Elevation 66'-6" to 82'-6" 1.46 1.50 1.67 2.34 Elevation 82'-6" to 100'-0" 1.41 1.50 1.63 2.34 Elevation 100'-O" to 135'-3" 2.25 2.34 2.15 2.34 Elevation 135'-3" to 180'-0" 2.78 3.0 2.5 3.0 ...-_-,-,-,_,..,-,..=-,_,....,...-.,v, .-,,,-.--...,.,....-,---,..,,,,,,~,,.,_,-,_,,,-,,--._,-,.._-.._.-,,,,,m.--
3.8.4 OTHER CATEGORY I STRUCTURES CRITICAL LOCATIONS AUX. BUILDING - WALL ON COLUMN LINE 7.3 - COMBINED LOADS LOCATION LOAD F, F, F,, M, M, COMB. Uft Wft Wft tt Wft ft WH 66'4" U-1 42.6 l to U-2 12.5 + 0.4 4.0 2.1 2.9 82'-6 I U3 -44.7 U4 12.5 + 0.4 4.0 2.1 2.9 U-5 46.9 82*-6" U-1 -49.8 to U2 46.2 + 13.8 23.4 3.9 2.8 100'-O-U-3 35.6 U4 46.2 + 13.8 23.4 3.9 2.8 U-5 -37.4 100'-O" U-1 35.6 to U-2 26.8 + 25.5 65.4 2.9 2.7 117' U-3 -25.4 U-4 26.8 + 25.5 65.4 2.9 2.7 U-5 -26.7 117'4" U1 -24.5 to U-2 9.6 + 46.0 69.8 3.7 3.4 135'-3 U-3 -17.5 U-4 9.6 + 46.0 69.8 3.7 3.4 U-5 -18.4 135'-3" U-1 -14.6 to U-2 47.6 + 57.7 77.3 19.7 14.2 160' U-3 -10.4 U-4 47.6 + 57.7 77.3 19.7 14.2 U-5 10.9
t 3.8.4 OTHER CATEGORY I STRUCTURES AUXILIARY BUILDING - WALL ON COLUMN LINE 7.3 - MARGINS VERTICAL DIRECTION HORIZONTAL DIRECTION LOCATION A, Regrd, ins A, Prov. ins A, Regrd. ins ' A' Prov. ins Elevation 66'-6" to 82'-6" 1.06 1.19 1.06 1.19 Elevation 82'-6" to 100'-O" 1.06 1.50 1.22 1.5 Elevation 100'-O" to 117'-6" 1.37 1.50 1.38 1.5 Elevation 117'-6" to 135'-3" 1.61 2.34 1.27 1.5 Elevation 135^-3" to 166'-6" 1.96 2.34 1.93 2.34
L ) e (. ego } ( g r t ~ ~- ) i'ij;ii!, ;, I i i, i g ii 'A_ 6 3 l =,_"I 1 = 1 lp=._ I. ~ }' r c f. = _~ z z .u Tlu. s r y1-n- J_ i ' t .q 7 I J . l2L I ..l8 { = q O - i ,u. g t .l [' a e l S .g l i E 4' y . 3 .~ R \\ U .( = f E ] e e. i T j.l !3' i i, (I G C D_- U R T S l Y S R N s I O G i.!!!ti;,!,; ii i_ G R :,_ I i!i I !,ji;i . D' ^ I I7u E A e TA M T l C e s R E e G H T s. O 4 a r 8 n. 3 e 3 i 4' i ,'I l ,iii-! i i i j. !4, l ' l G r . r t w M . Y,f G q!!!ijii! i i ' .I
- 1 o._.
[ e i ii ! ijii.!t i j .1 !!l t 1 2 g ) gO O g e
I j
- f-r J
l I \\ Z O_ 1 <QZDO u. LD.
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN e SOFT TO MEDIUM SOIL PROFILE USED IN ANALYSIS e SSE BASED ON SOFT ROCK ANALYSIS RESULTS e LOADS AND LOAD COMBINATIONS 1.4D + 1.7L + 1.7H 1.0D + 1.0L + 1.0H + 1.0E,, ABOVE EL.100', SSE APPLIED AS EQUlVALENT STATIC LOADS i BELOW EL.100', SSE APPLIED AS INERTIA LOADS WATERTABLE AT EL.100' STATIC AND DYNAMIC SOIL PRESSURES NO RESISTANCE FROM SIDEWALLS CONSIDERED .e MODEL ANSYS REV. 4.4A1 MODEL EXTENDS TO EL.100' FT FOR THE AUXILIARY BUILDING AND EL.236 FOR THE m _v--%-, -mr-7---
- e-T-
-7 e e+----m-
- v
-w-- -e- ---er-M m m --m aA.
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN (CONT) SHIELD BUILDING BASEMAT, WALLS, AND SLABS SIMULATED BY SHELL TYPE ELEMENTS CONTAINMENT INTERNAL STRUCTURES SIMULATED WITH TETRAHEDRAL TYPE ELEMENTS COMPRESSION ONLY SPRINGS BETWEEN SOIL AND BASEMAT AND BETWEEN CONTAINMENT INTERNALS AND BASEMAT e ANALYSIS USED 1.0, 0.4, 0.4 COMBINATION FOR SSE LOADS TOTAL OF 4 LOAD COMBINATIONS (48 EXTREME AND 1 NORMAL) ITERATIVE PROCESS WAS PERFORMED FOR 12 WORST CASES, BASED ON RESULTS OBTAINED IN THE FIRST LINEAR ANALYSIS THE 12 LOAD CASES CONVERGED BETWEEN THE THIRD AND FIFTH ITERATION AND SHOWED AN AVERAGE INCREASE OF 5 TO 10% OVER THE FIRST ITERATION RESULTS .m. m.
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN (CONT) e ANALYSIS RESULTS RESULTS INCLUDED FORCES, SHEARS, AND MOMENTS IN THE BASEMAT, BEARING PRESSURES UNDER THE BASEMAT, AND AREA OF THE BASEMAT THAT IS UPLIFTED MAXIMUM BEARING PRESSURE UNDER THE BASEMAT FOR NORMAL CONDITIONS,11 KSF MAXIMUM BEARING PRESSURE UNDER THE BASEMAT DURING SSE,33.6 KSF e DESIGN REINFORCEMENT CALCULATION WAS PERFORMED AFTER CONVERGANCE FOR EACH LOAD CASE AND ENVELOPED TO FORM THE REINFORCEMENT REQUIREMENTS MARGINS AND CRITICAL LOCATIONS ARE SHOWN ON TABLES 1 AND 2 i i g 9 2 . ~, -.
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGl4 HNSYS 4.4R1 FEH 28 1992 13:04:07 PLUT NO. 1 PHEP7 ELEMENTS EEHL NUM /~_ 's N XU =-1 ,./ y ~ i Q VU =-1 2U =1 / / s s ~ N i IllST=170.086 / 7 ~ s XF =127 i / s r / YF =78.25 N s x s s c~ ~ ~y?, 2F =88.25 N f s UUP =Z s x s ~ ? PHECISE HIDDEN y ~ s ~ ~ / s 3 N / / y N g ',/ w \\ x Q' s; g / h p , N N %m f , i' - / ,:w~.:ca- / c s 7 : + -p 'z,37 ' ~ g' fg' n x s y N r %QQ,F NUCLERH ISLHNU. CENEHRL UIEH ~. - - - - - - +. - - - - -,
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN HNSYS 4.4H1 FEB 27 1992 12:35:58 PLUT NO. 5 PilEP7 ELEMENTS HEHL NUM ZU =1 DIST=139.7 XF =127 YF =78.25 2F =4 PRECISE HIDDEN I j --l ,v2h-e y y h. 'y / ~ / 1 Sh;_
- p"
. --a ( NUCLEHH ISLHND BHSENHT ~
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN 1 HNSYS 4.4H1 RPH 24 1992 11:37:44 PLOT NO. 1 FOST1 STRESS STEP =9999 ITEH=1 RERC (RUG) g fl B IIMX =0 070209 B Q SMN =-33.53 M-20 =1 E DIST=139.7 I XF =127 F @ FFPPPr YF =79.25 y; F r p g; GE id' ji LJ U lC l R =-31.867 h &H ~~ II E_20:491 E =-18.785 F =-13.H4 II HgIII I G =-9.314 -3, H =-5.588 d I =-1.363 MX E . Ig]}I z x LC45 - ITERRTIDH 4
. _. _ _... _ _ _ _ _ _. _.. _. _-.._ _._.__ _ __ __....___.._.._....___.._.~ 3.8.5. FOUNDATIONS 1 N.I. BASEMAT ANALYSIS AND DESIGN TABI F 1 - CRITICAL LOCATIONS AND MARGINS - D + L LOCATION As Regrd. ins. As Prov. ins. Margin % Shield Bldg./ Containment 1.055 6 +468 top x-dir. Zone D Shield Bldg./ Containment 1.248 5.26 + 321 bottom x-dir. Zone D Shield Bldg./ Containment 1.248 5.94 +376 bottom Y-dir. Zone D Auxiliary Building 1.055 2.479 +135 top X-dir. Zone i Auxiliary Building 1.012 2.479 +145 l top y-dir. Zone I Auxiliary Building 1.422 2.969 +108 bottom x dir. Zone J Auxiliary Building 1.248 1.485 +19 bottom y-dir. Zone I
i 3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN TABI F 2 - CRITICAL LOCATIONS AND MARGINS - D +L+ SSE LOCATION As Regrd. As Prov. Margin % ins. ins Shid. Bldg./ Cont., Top x-dir.(radial). Zone A 5.008 6 + 21 Shid. Bldg./ Cont., Top y-dir. (tangential). Zone B 5.867 7.425 +26 Shid. Bldg./ Cont., Bottom x-dir. (radial). Zone C 2.000 2.969 +48 Shid. Bldg./ Cont., Bottom x-dir. Zone C 2.23 2.969 +33 Shid. Bldg./ Cont., Bottom y-dir. Zone D 5.739 5.94 + 3.5 Auxiliary Building, Top x-dir. Zone E 1.988 2.969 +49 Auxiliary Building, Top y-dir. Zone E 1.988 2.969 +49 Auxiliary Guilding, Bottom x-dir. Zone F 4.000 5.94 +48 Auxiliary Building, Bottom y-dir. Zone F 2.479 5.94 +139 .l
3.8.5 FOUNDATIONS N.I. BASEMAT ANALYSIS AND DESIGN CRITICAL LOCATIONS AND MARGINS A N -~ N B 9 7 E K )_\\ 7 7 7 e
- x s
3 ' <r y / s / g r a 3, y ~2 N' 9E
- =
- =:
/ au -l a C ~C 1 7' ,~._2:.
- ._2~
j a.eI-6 mi-- ne a66i.m.-i m .a e ,,,y, \\ C
I 3.8.5 FOUNDATIONS N.I. BASEMAT CONSTRUCTION. e COMMON 6 FT. THICK FLAT BASEMAT ON 6 IN. WORKSLAB e CONCRETE PLACED IN FOUR FULL HEIGHT PLACEMENTS - NO HORIZONTAL CONSTRUCTION JOINTS e TOP REBAR SUPPORTED BY FRAMES e EXPANDED METAL USED AS BULKHEADS AT VERTICAL CONSTRUCTION JOINTS f _ _ _ _ - _ _ _ _ _ _ _ _. _- - - - + -, - - .--,*-.,-.%...+_-_. --e. . ~ + -- ~_,__ .m
3.8.5 FOUNDATIONS N.I. BASEMAT CONSTRUCTION t> NORTH 1010 CC S02 b_ 1867 CU. YD. a toto cc soa 1010 CC SO4 1010 CC S01 8 b 1980 CU. YD. 1410 CU. YD. 2044 CU. YD. ~ V V 256*- O' c> <] NUCLEAR ISLAND BASEMAT CONCRETE PLACEMENTS ELEVATION 66'-6" s .---.-a.,. ,, ~, - -n n-- ~ - -, ,.,w ,------------,an ~~
3.8.5 FOUNDATIONS FS AGAINST SLIDING AND__ OVERTURNING OF N.I. DUE TO TORNADO AND WIND e TORNADO EM N-S OVERTURNING 8.0 19.6 SLIDING 6.0 6.8 e WIND OVERTURNING 22.8 47.3 SLIDING 9.3 10.2 .n
~. _ ADS BLOWDOWN INTO IRWST ADS BLOWDOWN INTO A HOT TANK IS PLANT CONDITION 4 EMERGENCY CONDITION - ASME SERVICE LEVEL C 4 IRWST IS A STRUCTURAL TANK ALLOWABLE STRESSES AND LOAD FACTORS ARE ADJUSTED SIMILAR TO THOSE PERMITTED FOR AN ASME TANK ALLOWABLE STRESSES FOR STEEL PORTIONS - 1.33 x AISC N690 LOAD FACTORS FOR CONCRETE ARE REDUCED BY 0.75 ADS BLOWDOWN OCCURS MANY HOURS AFTER THE INITIATING EVENT AND IS NOT COMBINED WITH SEISMIC i l
HIGH ENERGY LINE BREAK o HIGH ENERGY LINES INSIDE CONTAINMENT GREATER THAN OR EQUAL TO 4" NOMINAL DIAMETER ARE BEING QUALIFIED TO LBB o SUBCOMPARTMENT PRESSURIZATION IS BASED ON RUPTURE OF THE LARGEST LINE NOT QUALIFIED TO LBB, AND ON LEAKAGE CRACKS IN LINES QUALIFIED TO LBB o MAIN STEAM, FEEDWATER AND SG BLOWDOWN PIPING ARE ENCLOSED BY A GUARDPIPE THROUGH THE ANNULUS o MSIV COMPARTMENTS ARE EVALUATED FOR ONE SQUARE FOOT BREAK o A LIMITED NUMBER OF CREDIBLE MISSILES ARE IDENTIFIED IN SSAR SECTION 3.5. THESE ARE EVALUATED ON A CASE BY CASE BASIS WHEN DESIGN DATA IS AVAILABLE ON THE SOURCE EQUIPMENT
- { REFERENCES FOR S'IRUCTURAL MODULES REFERENCE SCOPE ASCE, Composies and Mimed Construction, Proceedings of the Multiple papers on composiac construction U.S/Japse Joies Semient, July 18-20, 1984 ASCE,C___,_' - Construction la Steel and Concrete, Proceedings Multiple papers on composite construction of an Engineering Foundation Conference, New Hampshire, June 7-12,1987. H.Takeuchi, H.Okamura, " Composite Structure of Concrete and Steel Concrete slab with stiffened steel bostom plate - Piese", IABSE Symposium, Paris-Versailles,1987. design of shear conneckws T. Fukumoto, B. Kato, et al, "('ancrete Filled Steel Bearing Wells," Shear and compecasion tests of various configurations IABSE Symposiura, Paris-Versaillen,1987. of plates and shear connectors R.Narayne, H.D. Wright, H.R.Evnes, R.W.Freacts
- Imed Tests ce Bending tests os curved beams with stud shear Double Skie Composiee Girders", Proceedings - Composite connectors Conseraction in Steel and Concrete,1987, Published by ASCE.
A.Kameuji, Y.Okuda, K.Hara, H.Masumoto, "Feassbility Study of Overview of steel plate construction approach Concrete Filled Steel (SC) Struceme for Reactor Building *,10th leserentional Confesence ce Structural Mechneics la Reactor Technology,1989. H. Akiyasas, H. Sekimoso, M. Teenka, K. Inoue, M. Fukihara, Y. Tessa of a concrete filled steel plate nxxtel of typical r Okuda, "1/10th Scale Model Test of leser Concrete Structure PWR internal structures for cyclic loads and Composed of Coacrete Filled Steel Bearing Wall",10th lateressional coseparison with similar tests for a reinforced concrete Confeream on Structural Mechania in Reactor Technology,1989. rnodel. H.Akiyama, H.Sekimoso, M.Fukihara, K.Nakanashi, K.Hara, "A Cyclic cosopression and shear tests of concrete filled Cr, n+ and Shear imeding Test of Concrete Filled Steel steel plate wall models. Bearirg Wall",11th International Conference on Structural Mech nics in Reactor Technology,1991. i 5 I
LOAD TESTS ON 00UBLE SKIN COMPOSITE GRIDERS R. Narayanan, H.D. Wright, H. R. Evans and R. W. Francis DOUKE $10N COMP 0arTI OIRDERS ses ~9 RL I_1 n M R[ E M M "1 j" m fla 1TLEln Wmm IJBS _ 22f3A 17tala188mm talS ( PEY MCA WELED 1 g 7f ? I??14' 'S L W 1 W: 1.fEATints i SMAR CIBAECTDR1 i
? l l l 400 g i Collapse Lond(Calculated) ~ ^ iLead IN 300 f / gir I I O 200 )* ,e,9j f f j. e g j e 8 Plate- # o Egg f j I l9 j. 100 ?// "f a. .f, 3 / I n / ., 'a .l m 0 .,.0 ~ i Stud a R 4 -100 7 q s. l I. 'o -, j - 1 E i d -200 I-l. p If Backlint [ ,of Plate g i j -300 y -400 -20 -10 0 to 20 30
- I"*I Thicknees of Piete (t) 3.2 ausi Stud Pich (8) 320 mm (8/t) 100 oi..,.w.. f s,..i..n Relationship of Shearing Load and Displacement
_q r e' scansa Cross Section Struciwei 8 Non U$ SeNenng [ ~-] SC 200 '~"'~'2 Non = ggg ,,_,,.h. 7; One a = [ C"] SC 100 len rim i(n,,, pi,. M _; 100k 1-PL 321 ^-^ s.ci.on Tm P In,, ! sc 87 - a=- ,,,, pi,, Y ** i2.ri.3.2) i i, L _ g,1 m 67K c__ e i, [ [M] SC 67 14-l.50x Angle I 1 ^ ^ s.o. ew, 8 8 f*" N 50x4) "rif h ((_["] SC 35 y,'"l8 Apk. _. e = *o t. 3
- Api 500] 220 hoo 4o, ioo es4 i
@aol est [yp j Sml Fig. 3 Specismen for Compression Test 100S [TX] Stool 100 la'"rt.3 2)(1. ' P" w ^ M "-"P OC y gyp -#8 en } M.) NN i-- -188L: L4 ria*. i s,ix. b,, _l 1C i W-60 i III ~3 20 iC(Shear) J. . ca~*-LE _"I etConcrete : Fc240 Surface Plate : PL.-3.2 L"~ I * " l Side Plate : PL-22(Com.),PL-19(Shear) no 0 a A A s.o.a 2 2* Fig. 4 Specimen for Shear Test m
.. - - -... ~..... x ~ ? 3,g00 t#200 til00 ori = I<50 ti0001s40n 3,200 til00 &e = t/50 3, goo ' <200 le 400 & e = l*50 l 388 k j
- eL. %
j ] 10-3 10 l'- 3 00 / '~ i } = .y '~ *] l l
- -\\
a a 100K l 67 Kl _. _1 5 - -- 100K ? i 2 a j 6- / lh i5-[ 200K % l N E E 67 A v r \\'OC E e r-E f w w ~' j 1 a auchhas of Sa' face mi. 0 35 S u \\ [ 100 S v x o g {, o g g (,. - o - __ - g --. q ,g Ameal Despiecemnt almm) Amal Despiccoment d(mm) Ausal Desplacement o(mmi (a) Composite Effects (b) Effects of Insert Plate (c) Stif fening flet hods Fig. 5 Load-Displacement Relationship for Each Parameter in Compression Tests is400 1:100 l'50 pa ss25 ts400 til00 1s50 R li25 18400 1i100 Ir50 R ts25 22-O ZI 11."00 tr200 18200
- '~~~-*MD 22' 5 (Q 7.
i Q- -W i P*W ik o y S
- W..n==ms.*
O / j l,, ~ $1 } ~ ~ $1 b 100K 48 ~ d 200KikK6fK 5 67 K 3 I ~ s m } 35 S 67A 200 K -f a 7 , o 1C a submas of so.v.c. mi. = M S . - - ~ O '- (n Q Q 0 -- (9 fg $g I I g Sheer Desp4ecoment almm) Sheer Despiece.nent dimm) Sheer Dispinement otmmi (a) Composite Effects (b) Effects of Insert Plate (c) St i f f eniny, Metliods Fig. 6 Load-Displacement Relationship for Each Parameter in Slicar Tests
i j f i i <1 4 i 1 ) ! ~I 4 e e. i 1
- 6..
3 4 1 ) s a, .= 4 j o ..--E 1 O
- 2..:..'1.'.'
F" a i. -j '44's's'si'5' i. 3; I0 o S .I.::.
- 4 r
= e o t u a 4 t y 6 ,4 .. F.:. b83 4 = e 3 - l 1 ...g. 1 t. ) r: e 1= YSg,g.g : 22 2. : ) ]* .3.
- 2*
j 3 g .s e
- g.
4s11..* 2 g.. S g. .:st e e 4,
- ;I : *:
.3 22 .t 8 ". i = a 6 e.e. ,6
- c....... e...
s 1
- 3. '.
---~ e l
- 221 E:t:8 E es35396
= e6 ' *9 j .T t. N 7: o a 1 e yg n J W f' i a. ~$ .U.*. 1 1; y<,., g UT ~ e 4 - I .q l 5 g - 1 n.C ~' w 'eu a 4 I e 3 4 I 9 1 J a -.,...,..-,-.--m.
i i 1 i ) i ) STRUCTURAL MODULE DESIGN DEVELOPMENT l 1 i O DESIGN CRITERIA ESTABLISHED AND DOCUMENTED IN SSAR I i 1 0 PRELIMINARY DESIGN DESCRIBED IN SSAR; DETAILED DESIGN IS PART OF FIRST-OF-A-KIND i J ENGINEERING l l O CONSERVATIVE DESIGN APPROACH IS SUPPORTED BY EXISTING CODES AND TEST DATA O SEISMIC MARGIN IS SUCH THAT THE CONTAINMENT l lNTERIOR STRUCTURE HCLPF EXCEEDS THOSE OF l MANY COMP NENTS AND DOES NOT CONTRIBUTE TO SEISMIC RISK j O ADDITIONALTESTING COULD QUANTIFY MARGIN AND l PERMIT RELAXATION OF DESIGN CRITERIA i i i i i 1277M: tam 030000 l l .}}