L-82-408, Forwards Responses to Action Items Resulting from 820730 Meeting W/Nrc & Ebasco Re Design of Concrete Expansion Anchors to Account for Base Plate Flexibility
| ML17213A482 | |
| Person / Time | |
|---|---|
| Site: | Saint Lucie  |
| Issue date: | 09/21/1982 |
| From: | Robert E. Uhrig FLORIDA POWER & LIGHT CO. |
| To: | Eisenhut D Office of Nuclear Reactor Regulation |
| References | |
| L-82-408, NUDOCS 8209270211 | |
| Download: ML17213A482 (83) | |
Text
il REGULATORONPORNATION DISTRIBUTION Sl'EN (RIBS) e AOCESSION NBR:8209270211 DOCSDATEo 82/09/21 NOTARIZED:
NO FACIL:50"389 St. Lucie PlantE Unit 2< Florida Power 8 Light Co ~
AUTH ~ NAME AUTHOR AFFILIATION UHRIGg R ~ E, Florida Power 8 Light Co, 8 E'C I P ~ NAME RECIPIENT AFFILIATION EISENHUT<D.G, Division of Licensing
SUBJECT:
Forwards responses to action items resulting from 820730 meeting w/NRC 8
Ebasco re design of concrete expansion annchors to account for base plate flexibility, DISTRIBUTION CODE:
BOOIS COPIES RECEIVED:LTR /
ENCL /
SIZE:
TITLE: Licensing Submittal:
PSAR/FSAR Amdts L Related Correspondence NOTES:
DOCKET 05000389 RECIPIENT ID CODE/NAME A/D LICENSNG LIC BR P3 LA INTERNAL: ELD/HDS2 IE/DEP EPDS 35 NRR/DE/AEAB NRR/DE/EQB 13 NRR/DE/HGEB 30 NRR/DE/MTEB 17 NRR/DE/SAB 2Q NRR/DHFS/HFEBAO NRR/DHFS/OLB 3Q NRR/DS I/AEB 26 NRR/DS I/CP8 10 NRR/DSI/ETSB 12 NRR/DS I/PS 8 19 N
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. BOX 14000, JUNO BEACH, FL 33408
~+)ll//r FLORIDAPOWER & LIGHT COMPANY September 21, 1982 L-82-408 Office of Nuclear Reactor Regulations Attention:
Mr. Darrell G. Eisenhut, Director Division of Licensing U.
S. Nuclear Regulatory Commission 4'ashington, D.
C.
20555
Dear Mr. Eisenhut:
Re:
St. Lucie Unit No.
2 Docket No. 50-389
Response
to Base Plate Flexibility Action Items Enclosed please find our resonse to the action items resulting from t'ne July 30, 1982 meeting between the
- NRC, FPL and Ebasco regarding the de-sign of concrete expansion anchors to account for base plate flexibility.
Should you have any questions please contact us accordingly.
Very truly yours, R
e E. Uhrig Vice President Advanced Systems and Technology REU/RS/jea Attachment cc:
J.
P. O'Reilly, Region II Harold F. Reis, Esquire 82092702ii 82092i ~j PDR ADOCN 05000389 PDR PEOPLE... SERVING PEOPLE
0 "r ~
4
FLORIDA POWER
& LIGHT COMPANY ST.
LUCIE UNIT 2
RESPONSE
TO ACTION ITEMS FROM JULY 30, 1982 MEETING REGARDING CONCRETE EXPANSION ANCHORS WITH THE NRC
Reference:
Meeting between the
- NRC, FPL and Ebasco of July 30, 1982 regarding the design of concrete expansion anchors to account for base plate flexibility.
Action Item 1 FPL will submit the results of the analysis of ten worst case supports selected by Bergen-Paterson by August 31, 1982.
Res onse to Item 1
The ten Bergen-Paterson selected cases have been analyzed using the ANSYS.
finite element computer program.
All resulted in a factor of safety of at least 5 for bolt tension and shear.
Nine additioanl cases, selected by
- Ebasco, were similarly analyzed.
All but one resulted in a factor of safety of at least 6.5.
The one exception is a main steam restraint whose analysis resulted in a factor of safety of 2.4 for bolt tension (bolt shear is neg-ligible)'.
This restraint is unique in that the loads are very large.
The pullout force is an order of magnitude greater than that of any other expansion-anchored r'estraint.
The design of this restraint is being mod-ified to achieve a factor of safety of at least 4.
Analysis summary sheets for the 19 cases are enclosed (see attachments Al through A19).
Action Item 2
FPL will submit a description of the ANSYS model and the Ebasco preprocessor program used in the analysis.
Res onse to Item 2
To account for the flexibilities of both the concrete expansion anchor and the baseplate, the "ANSYS" computer program was employed.
This program utilizes the finite element method of analysis.
To facilitate the use of the "ANSYS" program Ebasco has developed a preprocessor "EMBEDP".. A brief description of the "EMBEDP" computer program is given below.
The test problem presented in section 5.0 of "Summary Report of Generic
Response
79-02 Base Plate/Concrete Expansion Anchor Bolts by Teledyne Engineering Services, August 30, 1979",
was used to verify the "EMBEDP" program.
Section 5.5.3 shows the plate geometry and section 5.6.1
TABLE 1 BOLT LOAD COMPARISON (See Program Verification Reference)
Load Case Bolt Number EMBEDP Teled n
Bolt Load (lb)
Case 1
2324 2350 (Axial Load) 2324 2324 2350 2350 2324 2350 Case 2
2272 2316 (45'hear/
Moment) 972 0.0 1024 0
972 1024 Case 3
(O'hear/
Moment) 4 2
1860 1860
,0 1942 1942 0
0 0
Note:
Primary difference is due to different formulas used for concrete spring.
gives the bolt load.
Appendix F,describes the load used in this verification.
Input and output of the EMBEDP program involving the test problem are pre-sented in sample problems nos.
1, 2 and 3, copies of which are attached.
The ANSYS input data results from these sample problems were introduced into the ANSYS program, the output of which was then compared with that of the Teledyne report.
Table 1 attached compares the EMBEDP and Teledyne results for the bolt loads.
DESCRIPTION OF MODEL The plate is divided into a finite number of elements (STIF63).
While dividing the'late into elements it is desirable to increase the number of elements in the region of expected maximum stresses.
In other areas fewer elements may be used.
To increase the convergence of the results it is common to have 2 rows of elements between the edge of the plate and the bolt line.
The concrete is replaced by compression-only springs (STIF10) derived from the half-space theory as~iven by Barkan.
The total stiffness ~
of con-..
crete subgrade is given as:
(2.2)
Z vr, c
Gc = shear modulus of concrete Vc = Poisson's ratio of concrete W
= width of base plate L
= length of base plate Compression springs representing the concrete subgrade are attached to each node of the model.
Bolts. are represented by tension springs (STIF10) in the longitudinal direc-tion.
The longitudinal stiffnesses of the bolts are obtained from tests performed at the jobsite by the bolt manufacturer.
'I Shear stiffnesses of the bolts (STIF14) are also derived from test results.
In this analysis these values were taken from "Anchor Bolt Shear and Tension Stiffness",
Teledyne Engineering Services, May 25, 1979.
Since the stiffness of the plate in the horizontal direction (in-plane stiffness) is relatively large compared to the shear stiffness of the bolt, the shear force distri-bution among the bolts (all of the same type and size) is not affected by
~
the shear stiffness of the bolt.
For this reason, it is possible to dis-tribute the total shear force among the bolts without resorting to the ANSYS analysis.
However, in the analyses performed for St. Lucie 2, all loads, pullout and moment as well as shear, were applied in the same run in the knowledge that the shear force taken by the bolts would affect neither the tension in the bolt nor the plate stress.
90LT m
)C X
~d'l JJ 3/4 3/~
(a)
(b)
Plate Thickness
= 3/4 inch Model of 1/4 Plate Model* of 1/4 Plate 5 x 5 elements 8 x 8 elements 3/4"4 Phillips 'Wedge Anchor 1/4 Pull out load = 0.3495 K
Figure 1
1/4 Pull Out Load KIP 5 x 5 Elements 1/4 Plate 8 x 8 Elements 0.3495 Maximum Plate Stress in KSl 2.19 Maximum Bolt Load in Kip 0.3498 Maximum Plate Stress in KSX 2.24 Maximum Bolt Load in Kip 0.3496 Table 2
r
A part of the attachment is included in the model as plate elements.
The load is applied to this attachment.
STUDY OF MODEL MESH.SIZE The baseplate for restraint CH-71-Rl was selected to study the effect of element sizes on the stresses and the bolt tension.
This restraint base-plate is typical of the majority of expansion anchored restraint applica-tions.
Pullout load was applied to the plate.
A part of the attachment was modeled as plate elements.
Two computer runs were performed with the 3/4" plate divided into 5 x 5 elements and 8 x 8 elements as shown in Figure 1.
Table 2 presents the values of maximum bolt load and maximum plate stress obtained, from the two computer runs for 2 different mesh sizes.
From these two cases it can be seen that the difference in bolt tension is small (0.06%)
while the maximum stresses differ by 2.20%.
The combination of small pullout force/thick plate results in a small prying contribution.
Me are proceeding to analyze another case with large pullout/
relatively thin plate for comparison.
EBASCO COMPUTER PROGRAM "EMBEOP"
~
~
The "EMBEDP" computer program was developed by Ebasco as a preprocessor for the "ANSYS" finite element program for baseplate and anchorage nonlinear analysis.
This program automatically generates the fin1te element model including the load data using a minimum number of input cards.
The pre-processor minimizes engineering time and allows solution of a large number of baseplate problems economically.
The program has been completed and verified.
The program structure is sufficiently flexible to allow the user to exercise options in considering special features of different problems.
The following special features are included and can be handled by the program:
(a)
Selection of the type-of element (bending only or membrane plus bend-ing) for the baseplate For the case with uplift force only, the bending type element can be used to reduce the computer cost.
(b)
Generation of the spring constants of the concrete subgrade using the half-space formula developed by Barkan.
(c)
Consideration of the pretorque in the anchor bolts.
(d)
Consideration of the friction between the baseplate and concrete sur-faces.
If it is required to take into account the friction between the baseplate and the concrete, the friction element (STIF52) may be 'included in the analysis.
Vhen this element is selected, the baseplate is auto-matically represented by a membrane plus bending element.
(Please note that in the analyses performed for St. Lucie 2, the friction element was not used to carry shear loads.)
(e)
Location and Number of bolts Any random distribution, up to twenty bolts can be input.
b
(f)
The attachments any attachment having components paiallel to the'sides of the baseplate can be input.
"EHBEDP" together with "ANSYS" provides stresses in baseplates and forces in bolts on plate assemblies subject to various loadings.
Action Item 3 FPL will perform an analysis of a sample baseplate subjected to pullout load and moment, considering these effects applied separately, and an'analysis considering these effects applied simultaneously.
Res onse to Item 3 Four individual load cases were considered separately.
The four load cases were (1) pullout load Fz, (2) moment Hx, (3) moment My and (4) combined loads Fz, Hx and M
applied simultaneously.
The plate selected was CH-71-R1.
Results from these cases are summarized in Table 3. It may be pointed out that the location of maximum stress is different for each load case.
How-ever, in the actual analysis using the "ANSYS" program for St. Lucie 2
critical combinatiwas-~f mdiyidual loads were used; Q.ngle*load 'applicatiorrs were never considered in the analysis.
A lied Load Maximum Bolt Tension Load Maximum Plate Stress Fz 1 398 H
= 0.496 M
= 2.622 z
=
Mx = 0.496 M
= 2.622
- 0. 350 0.026 0.138 0.512 2.19 0.20 1.06
- 2. 72 Load in KIP Stress in KSI Homent in IN-KIP Table 3 Action Item 4
FPL will revise its expansion anchor design criteria to reflect a factor of safety of 15 across the board.
Reference to. prying calculations will be deleted.
Res onse to Item 4 The criteria will be revised to incorporate the following statement:
"The.use of a safety factor of 15 for all types of loading precludes the necessity of a prying calculation.
Where the use of a safety factor of 15 is impractical and the presence of large loads results in a significant prying effect, base-plates shall be analyzed using the ANSYS finite element com-puter program."
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