ML20062D942
| ML20062D942 | |
| Person / Time | |
|---|---|
| Site: | La Crosse File:Dairyland Power Cooperative icon.png |
| Issue date: | 06/04/1980 |
| From: | SARGENT & LUNDY, INC. |
| To: | |
| Shared Package | |
| ML20062D936 | List: |
| References | |
| TASK-03-02, TASK-03-03.A, TASK-03-07.B, TASK-3-2, TASK-3-3.A, TASK-3-7.B, TASK-RR NUDOCS 8208060271 | |
| Download: ML20062D942 (16) | |
Text
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l ENCLOSURE TO LAC-8410 JULY 20, 1982
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1 SARGENT.& LUNDY REPORT PROJECT 6101-32 i
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6101-32 Page 1 June 4, 1980 LACBWR 4
INFORMATION ON STRUCTURAL TOPICS
(
III-2 WIND AND TORNADO LOADS QUESTION:
Specify specific Tables and Sections of ASCE Paper 3269 that were used in the design consideration of wind. loading of the plant.
ANSWERS:
Wind Loads - The original design of LACBWR Plant has no reference to wind loads as recommended in ASCE Paper 3269.
Review of all documents listed under References indicates the following design data for wind loads.
1)
For LACBWR~ site ASCE Paper 3269 gives wind velocity of 90 MPH at 30'-0" for 100 year return period.
Dynamic pressure (q ) corresponding
(
to 90 MPH is 20.72 PSF and. average total pressure (p) equals 1.3 ( q _ ) ' i.e. 26.93 PSF.
ii)
Review of design claculations for Reactor Building and Generator Building shows the following design. wind loads:
Reactor Building 20 PSF V = 78 MPH Generator Building 25 PSF V = 87 MPH t
iii)
Safeguard reports show that climatological data has been recorded since 1931.
The highest wind velocity of' record is 69 MPH in October 1949.
69 MPH wind speed corresponds to average pressure of 15.72 PSF per ASCE Paper 3269.
O Tornado Loads - The effect of tornado was not considered in the original design.
Safeguard report Vol. 1 for LACBWR plant gives the probability of a tornado passing directly over the plant as 1/2000.
Gulf United Services Co. have reviewed and made " Wind and Tornado Analysis of LACBWR Reactor" Report SS-ll63, February 22, 1974. This report was reviewed by Automation Industries Inc. who submitted their comments and additional analysis to Dairyland Power Cooperative with their letter no. P-5101-15 of April 5, 1974.
S&L has not reviewed these documents and can not furnish any comments at present.
6101-32 Page 2 June 4, 1980 LACBWR III-3.A EFFECTS ON HIGH WATER LEVEL ON STRUCTURES QUESTION:
For each of the safety-related structures state the water level that was considered for the design.
ANSWERS:
Report SS-1086 Page 1 Sec. 1.2.2, details the study of the LACBWR site hydrology from 1873 to 1972.
The highest recorded flood level of El. 638.4 ft. occurred in 1965.
The grade elevation at the site is 639 ft.
Report SS-1086 Page 8, indicates that the probability of flood El. 639 ft. is 0.07% in any one year.
Evaluation of Probable Maximum Flood PMF in Mississippi River at plant site indicates that the plant grade'El. 639'-0" is about 12'-0" below maximum water elevation associated with PMF conditions.
NRC Regulatory Guide 1.102 " Flood Protection for
():
Nuclear Power Plant" page 1.102-2 requires use of emergency operation procedures un' der PMF Condition.
Report SS-1086 Page 14 gives the DPC Emergency Operation Program which shows that under four conditions of operations effect of high water level will not be any problem to the plant.
All the LACBWR plant structures have been designed for hydrostatic pressures and the bouyancy effect of c
i water level El. 639 ft.
Safeguard Report Page 6-8 shows that total containment building weight is 20,180 k. and that there will not be any uplift of reactor building due to buoyancy effect for water level at 639 ft.
O
1 6101-32 Page 3 l
June 4, 1980 LACBWR III-7-B DESIGN CODES, DESIGN CRITERIA, LOAD COMBINATION AND, REACTOR CAVITY DESIGN CRITERIA QUESTION 1: Provide detailed description of the containment and the internal structure of the plant.
ANSWER:
Detailed descriptions of the containment and internal structures of the plant are given in LACBWR Safeguard Report for Operation Authorization ACNP-65544 (Revised
. August 1967) Volume I, Section 6.
' QUESTION 2:With regard to the design of the containment and internal structures, provide the design specifications and appropriate design reports.
This information should include the information requested in Items 3 through 7 below.
(-
ANSWER:
Foundation and Building work for LACBWR Reactor Plant were designed and constructed per S&L Project Specification No. W-1735'and W-1743 respectively.
Also design and construction of Reactor Containment Vessel and Traveling Bridge Crane were done per S&L Specification No. W-1752 and W-1759 respectively.
The information furnished in Items 3 through 7 have been compiled from:
S&B Project Specifications S&L Design Calculation For Reactor Building CB&I Design Calculation for Containment Vessel
()
Allis-Chalmer's Design Data for Reactor Plant The responses to questions 3 through 7 pertain to the
~
Containment and its internal structures only.
No attempt has been made to review and classify other safety related structures.
QUESTION 3: List the Codes and Standards (including edition, date) used for each safety related structures including allowable stress used in design.
ANSWER:
(Page 4)
~
l cO1U1"J4 Page 4 June 4, 1980 LACBWR ANSWER:
Following is the list of Codes and Standards used in the t
design of containment and its internal structure.
1.
Reactor Containment Vessel: 1962 ASME Boiler and Pressure Vessel Code:
Section II, Material SpecificationsSection VIII, Unfired Pressure VesselsSection IX, Welding Qualification Nuclear Code Cases:
1270 N, General Requirements for Nuclear Vessels 1271 N, Safety Devices 1272 N, Containment & Intermediate
(]
Containment 2.
Concrete Structure and Components:
Building Code requirements for Reinforced Concrete ACI 318-1956 (working stress design).
3.
Steel Structure and Elements:
r Manual of Steel Construction Nov. 1961.
Americal Institution of Steel Construction.
i
{
l I
QUESTION 4: List all loads and loading combinations considered C'
in the design of each. safety related structure, including any missile or pipe break effects.
ANSWER:
Following is the summary of major loads considered in the design of Containment Building:
l i)
Reactor
Enclosure:
l a.
Basement and miscellaneous floors LL = 350 PSF b.
Main floor (concrete): LL = 500 PSF l
c.
Main floor (removable) grating:
LL = 200 PSF l
i d.
Gallery Floors: LL = 100 PSF
6101-32 Page 5 June 4, 1980 LACBWR e.
Wind Load = 20 PSF f.
Internal Missiles ii)
Soil Pressures (below grade) :
a.
Dry Sand = 30 PSF b.
Submerged Send = 85 PSF c.
Surcharge used H-20 wheel loads.
iii)
Traveling Bridge Crane:
Capacity of the crane = 50 Tons with a 5 ton auxiliary hoist.
iv)
Water Levels - Mississippi River a.
Normal Pool El. 620'-0" b.
High Water El. 635'-8" c.
Low Water El. 615'-4" v)
Plant Flood Protection El. 639'-0" vi)
Reactor Containment Design Conditions:
a.
Maximum Internal Pressure = 52 PSIG b.
Maximum Negative Pressure = 0.5 PSIG (i
c.
Maximum Temperature = 280*F d.
Minimum Temperature = -20'F l
e.
Welded Joint Efficiency = 100%
(
1 Load combinations considered in the design each structure and its component are given in the response to question
- 6.
l l
e U1UA J4 Page 6 June 4, 1980 LACBWR QUESTION 5: Provide the pertinent material properties of the steel i
and concrete used in the design of all safety related structures (i.e. Fy,f'c, etc.)
ANSWER:
1.
Concrete (S&L Standard 1715-P) i)
Class AA (Air entrained - for concrete) f'c
= 3500 psi at 90 days exposed to weather 11)
Class A (All other concrete f'c = 3500 psi at 28 day except heavy concrete) 2.
Reinforcing steel ASTM A615 Grade 50 fy = 50,000 psi 3.
Structural steel ASTM A36 fy - 36,000 psi 4.
Miscellaneous steel
( $'
i)
Bolts High Strength ASTM A325 ii)
Anchor Bolts ASTM A7 5.
Welding Electrodes Materials E60XX 6.
Welded steel wire fabric ASTM A185 7.
Piles steel plate shell filled with Class A concrete i
and reinforced in top portion mininum bearing
. capacity - 50 tons per pile C
t l
Page 7 June 4, 1980 LACBWR QUESTION 6:
Provide the cummary of stresses and strains at critical locations in all safety related structures for each
(
load and load combination considered in the design.
INSWER:
A.
REACTOR CONTAINMENT VESSEL:
The design for the reactor containment vessel was carried out by Chicago Bridge and Iron Co.
The allowable and actual stresses in the vessel at various critical points have been extracted from CB&I design calculations and summarized in the attached Table A 1.
B.
9" Thick R.C. Cylindrical Shell Design Load:
Self weight and loads transferred from crane columns.
(Wind load is considered to be carried by Reactor Containment Vessel.)
R.C. Design:
As, Min. Required As, Provided Vertical 0.081 sq.in./ face 0.36 sq.in/ face Horizontal 0.185 sq.in./ face 0.31 sq.in/ face For the 9" concrete shell the maximum depth of penetration by internal missiles was calculated to be 3.2".
Sizes of these missiles generated by the rupture of the main steam piping striking the bio-logical shield were assumed as follows:
1.
Lead fragment 2"x4"x8" 2.
Concrete fragment 2"x4"x8" 3.
Steel fragment 1"x1"x12" For the effect of pipe break loads, please refer to Report SS-1089 of Gulf United.
C.
CONCRETE INTERNALS 1.
Piers 1 through 4:
Design Load:
Dead load of the supported structure.
R.C. Design:
Reinforcement at 0.005 Ag = 31.5 sq.in.
Steel provided
= 34. 2 sq. in.
Concrete Stress:
Allowable:
750 psi Actual:
287 psi 2.
RPV Concrete Support Structure:
Load:
Dead Load RPV (Flooded)
~
Page 8 June 4, 1980 LACBWR Design:
fs allowable = 20,000 psi Beam No.
As Required As Provided Steel Stress 7
(sq. in.)
(sq. in.)
fs, psi BMl 0.145 (3.24) 3.81 761 BM2 8.1 7.8 20,769 BM3 0.686 (9.72) 10.92 1,256 Figure in parenthesis gives the nominal steel required.
3.
Biological Shield:
Thickness of total 9'-0" based on shielding requirements only.
()
Design based on temperature gradient under normal operating' conditions only i.e. 140*F on RPV side and 70*F on the outside.
Concrete assumed to take 300 psi in tension without cracking and the balance tension carried by steel.
Steel required:
0.562 sq.in.
Steel provided:
1.27 sq.in.
4.
Floor Framing Plan:
Load:
Dead Load + Live Load Slabs l
As As j
-ve sq.in.
+ve sq.in.
7" thick Required:
0.42 0.317 Slab Provided:
0.49 0.49 l
I 10" thick Required:
1.275 1.39 Slab Provided:
1.03 1.27 i
Concrete Beam (B-9)
As Required As Provided Sq. In.
Sq. In.
Bottom 13.5 14.04 Top 0.8 6.35 Shear stress in concrete: 157 psi 7 90 psi allowable i
i Steel Stirrups:
Required 0.35 sq.in. @ 5" centers Provided 0.40 sq.in. @ 5" centers i
1
Pace 9 June 4, 1980 LACBWR D.
Steel Internal:
(
l.
Crane Girder:
Design Load:
Dead Load + Live Load + 25% impact Steel Design:
Compression Flange, Fb = 20.97 < 22 ksi allowable Tension Flange, fb = 17.56 < 22 ksi allowable Web Shear, fv = 8 ksi < 14.4 ksi allowable 2.
Supporting Bracket:
Design Load: Dead Load + Live Load + 25% impact Steel Design:
Flanges fb = 12.4 ksi < 22 ksi allowable Web Shear fv = 7. 62 < 14. 4 ksi allowable 3.
Crane Columns:
Design Load: Maximum Wheel load + 25% impact
(~
Steel Design: Axial stress fa = 16.0 ksi L'
21.0 ksi dllowable E.
Foundation:
1.
Foundation Dome:
Design Load: Dead Load + Live Load + Equipment Load Reinforcement Design:
Top Steel Required,sq.in.
Provided,sq.in.
- Stress, psi Slab A 2.72 3.12 17,436 3.8 3.744 20,303 1.85 3.12 11,859 Slab B 3.0 3.744 16,026 Slab C 0.6 1.0 11,860 (1.08 nominal)
Beam Band 4.14 4.16 19,904 3
Circumferential 0.44 Bottom Steel Radial 1.0 Slab C 6.90 7.48 18,450 Beam Band 10.59 9.36 22,62S Circumferential 1.08 (nominal) 1.56 F.
Concrete Piles:
Design Load: Dead Load + Live Load + Equipment Load Pile Design: Pile design capacity: 50 tons or 100 k Pile capacity based on driving data: 117.2%
Maximum static load: 110.93 k per pile Addition Load due to 20 PSP wind: 5.87 k per pile
6101-32 Page 10 June 4, 1980 LACBWR
(
QUESTION 7:
Provide the buckling criteria used for design of the steel containment.
ANSWER:
The Steel Containment was designed per ASMS Boiler
,and Pressure Code, Unfired Pressure Vessel Code Sec. VIII-1962.
Minimum shell thickness and allowable pressure were determined from the recommendations outlined in Subsection - A UG-27 and UG-28.
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6101-32 Page 11 June 4, 1980 LACBWR f
II-7.D CONTAINMENT STRUCTURAL INTEGRITY TEST QUESTION:
Provide any report that describes the procedures and results of the primary containment structural integrity test.
ANSWER:
The tests were conducted in accordance with (B&I's.
Test Procedure, Lundy on September 27, Contract 8-6902 as approved by Sargent &
1963.
The test procedure comprises three parts as below:
Part A - Preliminary (Shop Test)
Part B - Overload Test (Field Test)
Part C - Leakage Rate Test The Test Procedure is not designated as Structural Integrity Test as such.
However, the testing was done with the overload pressure of 59.8 psig which is 15%
above the design pressura of 52 psig.
l Attached is a copy of CB&I Form U-1A (Modified)
~
Manufacturers' Data Report for Unfired Pressure Vessels which also included certificates of Shop Inspection and Field Assembly Inspection by Hartford Steam Boiler I& I Co. Connective.
Detailed test information is given by Allis Chalmer Manufacturing Co.
l during October 8 to October 19,in their report of inspection conducted i
1963.
l lC i
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TABLE A-1 Critical Point Circumferential Tangential (See Sketch Stress Stress Corapres-Axial Stress Below)
Load / Load Combination PSI sion PSI Compression PSI Actual Allowable
, Actual Allowable Actual Allowable D
5,886 15,000 C A
D+L+H+Pe l
880 1,762 h
805 1,500 D+L+H+Pe B
g D+L+H+Pe+Pi 16,280 16,500 T D+L+11+Pe 550 1,500 g
C g
n D+L+H+Pe+Pi 16,000 16,500 T
. 9 D+L+11+W+E+Pe 1,617 6,730 g f, [
D D+L+H+W+E+Pe+Pi 8,524 16,500 T 2 8 E
D+L+H+W+Pe+Pi 15,280 16,350 g
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.705. THICK g
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7 Dead Load n'
'C D
=
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Live Load L
=
Ilydrostatic Load H
=
External Pressure I
c4 'o os Pe
=
Internal Pressure Pi
=
1.16,, THICK mos Wind Load
=
W
=
Earthquake Load
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60'-O" I. D.
E
=
(Assumed 10% Total dead load) g
=
=
Compression y
C
=
T Tension a2
=
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I 16" THICK i
CHICAGO BRIDGE & IRON COMPANY FORM U.l A (MODIFIED)* MANUF ACTURERS' DATA REPORT FOR UHFIRED PRESSURE VESSELS 8.6902
- 1. M2nuf.ctured by CillCAGO HRIDGE A IRON COMPANY at bb1CQgQ. Ill i nni M Contr. No.
D.C.
Allis-Chalmers Manufacturi.ng_Go_mpagu o a.ashinoton.
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Vert.
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T.S (K ind, Sp.o. N o., F ig or F 6 a)(Sp.o. M's. T.8.)
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Corr.
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Thk in. Allow-fn.
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- 5. SEAMS: Long a: -e f,ig, -
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Double Butt Weld 3,, No x,,pomple g,,,IOlB_FBX tono..t co-. 50 D00 No 10
,a cirth T.s. 60.000 (h3 Met.,t.1 A T.s-
- 6. IIEADS: (e) Material A10 FRX to 00 A.Suu 4: 'n'i.
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Top 0.60" to.705" 30'=0 Concave g,3 Bottom
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2:1 Concave (t,3 If timovable, botte used Other festening 52 280.,,,,,,,,, =20
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- 7. Con.irucied fo, g p,eeeu,. o,
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SAFETY OR HELIEF VALVE OUTLETS: Numb.,
None sts.
Locetto. Sea Codn t'n t: n 1271 N
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SEE SUPPLEEENIAL SIEET #1 SEE SUPPLEBENTAL SIEET #1
- 10. INSPECTION M a nhole s, N o.
Stre Loc a tion OPENINGS llandholes, No.
Stre Location Thre aded, N o.
Size Loi..tlon 10 o,3,
3,,ech.a Bottom Head-Welsled a
. t. SUPPORTS: Skirt Lug.
Leg.
(v.. ogn.)
< n -s.r >
< n 6.r>
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SEE SUPPLEMENTAL SIEET #2
- 12. SilOP WELDED ASSEMOUES:
Une 60'~0"P X 144'alal/8 OA Containment Vessel Built _llnder ASME Boiler l
t3&gi.M3ngs: Pressure Vessel Code. Sections II.VIII &IX. NUCLEAR CODE CASES 1270N.1271M &
oi,i.,..e.,i,iion on. r... or in......i.. Air Tan k,..t.r T a n k, t.P.G., Eto.-64.t. Cont e nte)
{g De certify that the statemente made in this report are correct and that all detalle of met.r I, e truction, e orkmenehlp of thle veneel t
conform to the ASM ' C,mle for Unfired Pressure Vess.la.
Dits
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19 igned CillCAGO BRIDGE A IRON COMPANY, D MN' -
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Certificale of Authortretion Empiree _Decembot- "
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SUPPLEMENTAL SHEET 10,1 NOZZLES PURPOSE __
NO., DIA.
TYPE MATERIAL TK.
REINF.
HOW ATTACHEC Plate A201B to 2 5/8" Welded Manway
,8 12"~
A300 Manhole 1
20" Plate Do
.2-5/8 Do Pipe Penetra.
9 1"
Pipe SAa333=C Sch.80 Insert Do tion P1, A201B 4
to A300 Do 8
1=1/2" Do Do Do.
Do Do
.C Do 4
3"
.Do Do Sch,40 Do Do Do Do Do Do Do Do 2
.6" Do 2
10'?
Do Do Do Do Welded *Ful Fusion Do
'l 12
do Do Do Do Do Do 2
.14" Plate A201B to A300 1/2" Do Do Do 2
20" Do' Do 1/2" Do Do Do 1
, 24" Do -
Do 1/2"-
Do Do O
Electrical l.
Penetration 10 Obround Forging A350=
2".
Do I
7" X 20" LF1 Do 264 3/4" Threaded
-a NOTE:
ALL OF THE ABOVE ITEMS ARE SHOP STRESSiRELIEVED IN INSERT OR SHELL PLATE Hoa g-j u,
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- 8x 0
SUPPLEMENTAL SHEET NO. 2 SHOP WELDEp ASSEMBLIES
(
SHIPPING PIECES MARK DESCRIPTION i
10 3-3 Columns to Bottom Pls.
r 8
3-3a l'*0$ Manways to Bottom Pls, 1
3-1 l'-8p Manhole to Bottom Pl.
Insert Pl. with 1 - 14"$ Nozzle 7*A 1
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1 7-B Insert Pl. with 2
- 6"% Nozzles
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1 7*C Insert Pl. with -1 = 24"@ Nozzle C
Shell Plate with Ins'ert P1 14"h,8aA Installed,2-10"9,3-1 4-la Includes 1 - 20"Q 1a 3 - 1 1/2"@ and 5,- 1"@ Nozzles.
1 8*B.
. Insert Pl. with 1. a 20"$, Nozzles.1 e 12"$, 1 = 3"@
4 1/2", and 4 = 1" Shell Pl. with 10 Forgings and 66
- 3/4"y 1
9_A
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Threaded Holes.
l 1
9B Shell P1, with 198 3/4"$ Threaded Holes.
I 17eA Freight Door Frame 1
19*A Freight Door 1
22aA Escape Lock Complete with Insert Pl. Attached.
1 32-A Insert Pl. and. Penetration for Personnel Lock 1
1 33-A Personnel Lock Complece.
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