ML20141G380
| ML20141G380 | |
| Person / Time | |
|---|---|
| Site: | 05200003 |
| Issue date: | 05/15/1997 |
| From: | Diane Jackson NRC (Affiliation Not Assigned) |
| To: | NRC (Affiliation Not Assigned) |
| References | |
| NUDOCS 9705220340 | |
| Download: ML20141G380 (65) | |
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t WASHINGTON, D.C. 20086 4 001
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May 15, 1997 APPLICANT: Westinghouse Electric Corporation FACILITY:
AP600
SUBJECT:
SUMARY OF MEETING TO DISCUSS WESTINGHOUSE AP600 STRUCTURAL MODULES.
1 The subject meeting was held betwe'en representatives of the Nuclear Regulatory Commission (NRC) staff and. Westinghouse Electric Corporation (the applicant) i at the applicant's office.in Monroeville, Pennsylvania, on April 14
,through 18, 1997. The purposes of the meeting were to discuss the applicant's standard safety' analysis report (SSAR) Sections 3.7 and.3.8 related'to the-design and analysis of structural modules, review structural design calcula-tions,.and resolve the remaining draft safety evaluation report (DSER) Open Items and technical questions from the May 1996 and January 1997 meetings.
' is a list of meeting participants. Attachment 2 is the meeting agenda and the list of open items the applicant proposed for discussion.
i Discussions were primarily focused on resolving individual DSER open items and previously raised technical questions. The staff reiterated its position on the inclusion of live loads with the applicant. Attachment 4 is the handouts j
provided by the applicant in the meeting. Attachment 5 is information r
provided informally to the staff via facsimile and express mail prior to the meeting. The responses to requests for additional information were also
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formally submitted by letter.
In the handout regarding flow-induced vibration loads on the air baffle, the applicant also referred to Figure 19 in WCAP-14068, " Phase IVa Wind Tunnel Testing for the Westinghouse AP600 Reac-i
=
tor," May 1994. The non-proprietary version of this report is WCAP-14084.
During the NRC review of the structural design calculations, questions were i
considered in developing an overall evaluation of the quality and posed to the applicant as they came up. The applicant's responses were f
of the design calculations.
i The staff expressed a concern regarding the removal of information in the SSAR. This concern is neither unique to this area nor the first time the
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i concern has been expressed by the staff. An example of this occurrence was found during the meeting. Revision 11 of the SSAR revised a portion of i
Subsection 3.8.3.1.3 and at the same time deleted a phrase which specified i
that the nominal thickness of the steel faceplate is 0.5 inches.
This change
.is very significant because this dimension affects the stiffness, strength, and ductility of the modules, as well as the assumptions used in the analyses and design and in the comparison to test data.' If the applicant does not clearly identify to the staff and explain why technical information is deleted from~the SSAR, the staff may be unable to fully complete its safety evalua-
, tion.
4 NRCIRE CENTER COPY 9705220340 970515 PDR ADOCK 05200003 A
'l
r-t May 15, 1997 The applicant presented information on the on-going-shield building roof structure analyses as a result of post-72 hour action design changes. is the applicant's handouts.
At the end of the meeting, the results were summarized and the status of the DSER open items list was updated. Attachment 3 is the status of open items as a result of the meeting.
original signed by:
Diane T. Jackson, Project Manager Standardization Project Directorate Division of Reactor Program Management Office of Nuclear Reactor Regulation Docket No.52-003 Attachments:
As stated cc w/ attachments:
See next page DISTRIBUTION w/ attachment:
Docket File PDST R/F TKenyon PUBLIC WHuffman DJackson i
JSebrosky TCheng, 0-7 HIS DISTRIBUTION: w/o attachment:
SCollins/FMiraglia, 0-12 G18 RZimmerman, 0-12 G18 TMartin, 0-12 G18 MSlosson SWeiss TQuay JMoore, 0-15 B18 WDean, 0-5 E23 ACRS (11)
GBagchi, 0-7 H15 i
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NAME DTJackson:sg h GBW'gchi TRQuay114 DATE 05/ W 97 ili
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0FFICIAL RECORD COPY
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1 Westinghouse Electric Corporation Docket No.52-003 cc: Mr. Nicholas J. Liparulo, Manager Mr. Frank A. Ross Nuclear Safety and Regulatory Analysis U.S. Department of Energy, NE-42 Nuclear and Advanced Technology Division
.0ffice of LWR Safety and Technology 19901 Germantown Road Westinghouse Electric Corporation P.O. Box 355 Germantown, MD 20874 Pittsburgh, PA 15230 Mr. Ronald Simard, Director Mr. B. A. McIntyre Advanced Reactor Program l
Advanced Plant Safety & Licensingi Nuclear Energy Institute Westinghouse Electric Corporation 1776 Eye Street, N.W.
Energy Systems Business Unit Suite 300 Box 355 Washington, DC 20006-3706 Pittsburgh, PA 15230 i
Ms. Lynn Connor Ms. Cindy L. Haag Doc-Search Associates Advanced Plant Safety & Licensing Post Office Box 34 Westinghouse Electric Corporation Cabin John, MD 20818 Energy Systems Business Unit Box 355 Mr. James E. Quinn, Projects Manager Pittsburgh, PA 15230 LMR and SBWR Programs GE Nuclear Energy Mr. M. D. Beaumont 175 Curtner Avenue, M/C 165 Nuclear and Advanced Technology Division San Jose, CA 95125 Westinghouse Electric Corporation One Montrose Metro Mr. Robert H. Buchholz 11921 Rockville Pike GE Nuclear Energy Suite 350 175 Curtner Avenue, MC-781 Rockville, MD 20852 San Jose, CA 95125 Mr. Sterling Franks Barton Z. Cowan, Esq.
U.S. Department of Energy Eckert Seamans Cherin & Mellott NE-50 600 Grant Street 42nd Floor 19901 Germantown Road Pittsburgh, PA 15219 Germantown, MD 20874 Mr. Ed Rodwell, Manager Mr. S. M. Modro PWR Design Certification Nuclear Systems Analysis Technologies Electric Power Research Institute Lockheed Idaho Technologies Company 3412 Hillview Avenue 4
Post Office Box 1625-Palo Alto, CA 94303 j
Idaho Falls, ID 83415 Mr. Joseph Braverman Mr. Charles Thompson, Nuclear Engineer Brookhaven National Laboratory AP600 Certification Building 475 Upton NY 11973-5000 NE-50 19901 Germantown Road Germantown, MD 20874 4
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j AP600 STRUCTURAL MODULE DESIGN NRC/ WESTINGHOUSE MEETING APRIL 14 THROUGH 18, 1997 LIST OF MEETING PARTICIPANTS flat 1E ORGANIZATION GOUTAM BAGCHI NRC/DE/ECGB THOMAS CHENG NRC/DE/ECGB DIANE JACKSON -
NRC/DRPM/PDST JOSEPH BRAVERMAN BNL/NRC CONSULTANT LARRY CONWAY*
WESTINGHOUSE DONALD LINDGREN WESTINGHOUSE RA0 MANDAVA WESTINGHOUSE DAN MCDERM0TT*
WESTINGHOUSE RICHARD ORR WESTINGHOUSE i
NARENDRA PRASAD WESTINGHOUSE i
RONALD VIJUK*
- PART-TINE I
/
l' NRC Structural Meeting,4/14-4/16,1997 Introduction j
Scope of meeting review Structural modules Containment air baffle Structural design for hydrodynamic loads HVAC structural design SSAR Revision 11 changes (Subsections 3.8.3,3.8.4 and Appendix 3A)
Responses and Draft SSAR Revisions (Subsection 3.8.3 (transmitted 4/8/97) and Appendix 3F (transmitted 3/27/97))
In-plane stiffness of structural modules after thermal cracking Documentation of critical sections (OI # 5150)
Design documentation audit Open item status Update on shield building roof seismic analyses 4
Schedule and agenda for future meetings i
4
Open item status 711 Lift off of CIS basemat 719 Design of structural steel framing for thermal loads 722 Design of shear studs 725 In-plane stiffness of structural modules 730 Module connection details 732 Structural audit of containment internal structures 754 Fuel rack design 755 Air baffle flow induced forces 791 HVAC ductwork design methods and i
acceptance criteria 2348 Structural design for hydrodynamic loads i
5151 A14.2 Allowable stress for thermal 5152 B22 Pipe rupture loads on structural modules Open items previously identified as Confirm-W subsequently included in SSAR Rev 11:
)
710,717,718,720,723,729,740,757,758,791 Meeting discussion items (3/18/97) identified as Confirm-W i
subsequently included in SSAR Rev 11:
A.1, A.3, A.5, A.6, A.7, A.8, A.9, A.10, A.11, A.12, A.14.1 B.2, B.8, B.9, B.12, B.18, B.20 4
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i STATUS OF DSER OPEN ITEMS IN MODULAR CONSTRUCTION AREA AS A RESULT OF APRIL 14 THROUGH 18, 1997, MEETING i
At the end of the meeting, the status of DSER open items and several meeting open items being tracked by Westinghouse was reviewed and updated. The status of the items is as follows:
JANUARY 1997 3.8 Meetina Onen Item (OITS 5150) - AP600 Critical Section Details Westinghouse was requested to include the critical section details in a formal revision to the SSAR. Action W Onen Item 3.7.1-1 (OITS 623) Damoina Ratio for Cable Trav Systems 2.
In the marktp of SSAR Revision ll, Westinghouse states that 10 percent damping is used for both full loaded and empty cable trays and related supports.
If the configuration of cable tray systems is demonstrated to be similar to the configurations tested in SSAR Reference 19, the damping ratio shown in SSAR Figure 3.7.1-13 is used for the seismic analysis. Westinghouse's commitment for the use of cable tray damping is consistent with those accepted by the staff in the licensing review cf other advanced reactors, such as the Advanced Boiling Water Reactor (ABWR) and meets the guideline recommended in the report, " Recommendations for Revision of Seismic Damping Values in Regulatory l
Guide 1.61," by Brookhaven National Laboratory,' and is acceptable to the staff. Therefore, Open Item 3.7.1-1 is technically resolved. Westinghouse will include the SSAR markup in a formal revision. Confirm-W Open Item 3.8.3.1-1 (OITS 710) Connection Details between "M" Modules. and Between "M" Modules and Other Tvoe of Modules Westinghouse will include the SSAR markup developed in a formal revision.
Confirm-W Qoen Item 3.8.3.1-2 (0ITS 711) Lift Uo Containment Internal Structures Durina An SSE Resolved Open Item 3.8.3.3-1 (OITS 717) Inclusion of Entire Construction Process of the Modular Construction in the SSAR Resolved l
Open Item 3.8.3.3-2 (OITS 718) Construction-Induced Stress Followina Curina of Concrete Resolved Ooen Item 3.8.3.3-3 (OITS 719) Desian of the In-containment Refuelina Water Storaae Tank (IRWST) and Internal Structural Steel Frames Under Combination of Automatic Depressurization System (ADS) load and SSE Resolved 1
e
. Open Item 3.8.3.4-1 (OITS 720) Inconsistency of Usina Analysis Methods in Calculatina Seismic Forces Committed in the SSAR and Submittal Dated May 17.
1911 Resolved Open Item 3.8.3.4-3 (OITS 722) Adeouacy of the Desian based on the Assumotion of a Comoosite Section Confirm-W Open Item 3.8.3 1-4 (OITS 723) Inclusion of Auxiliary Buildina Structural Modules in t:ie Seismic Medel Stiffness Resolved Doen Item 3.8.3.4-6 (OITS 725) Effect of Concrete Cracks to the Seismic Model of the Containment Internal Structures nesolved Open Item 3.8.3.4-10 (OITS 729) Combined Stress Eauations to Reflect Realistic Action of Walls Resolved Ooen Item 3.8.3.4-11 (OITS 730) Connection Details for Concrete-Filled Steel Modules Resolved Open Item 3.8.3.4-13 (OITS 732) Desian Calculations of Internal Structures to be Available for the Staff Review During the January and April 1997, meetings, the staff found Westinghouse's design calculations to be lacking in clarity and completeness. Westinghouse j
was requested to conduct its own design review of these calculations to improve their quality and completeness. Action-W Ooen Item 3.8.4.1-3 (OITS 740) Descriotion of Concrete-Filled Steel Modules in Auxiliary Buildina i
Confirm W Ooen Item 3.8.4.4-6 (OITS 754) Analysis Procedures and desian Details of Soent Fuel Pool. Fuel Transfer Canal and New Fuel Storaae Area Confirm-W Ooen Item 3.8.4.4-7 (OITS 755) Containment Air Baffle Desian Westinghouse will update the design calculations for the containment air baffle to include consideration of air flow fluctuations and the potential for flow-induced vibration / fatigue failure. Action-W Onen Item 3.8.4.5-1 (OITS 757) - Desian Criteria for Cnncrete-Filled Steel Modules in Auxiliary BuP, ding Resolved Doen Item 3.8.4.5-2 (OITS 758) - Quality Control for Modular Construction Resolved
. - -. -. ~. - - -. - -.. - - - _ - -
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< Open Item (OITS 791) - Desian of Cateaory I and Cateaory II Duct Work Confirm-W Westinahouse Meetina Doen Item 2348 - Analysis of IRWST for ADS Loads Closed Questions from the May 1996 meetina:
After the May 22 and 23, 1996, review meeting on AP600 structural modules, a number of technical questions were raised during the meeting, pertaining to the new module design and design / analysis procedures presented in Revision 7 i
of the SSAR. The resolution of these technical questions were discussed at the January 1997 and this meeting. The status after this meeting is as follows:
.Efference:
i (1)
Summary of Meeting to Discuss Westinghouse AP600 Structural Modules (May 22 and 23, 1996); Diane T. Jackson, USNRC; dated July 1,1996.
A.)
The technical questions identified in Reference I were primarily addressed by proposed changes to the SSAR included in the January 1997 draft revision. These are summarized below.
i 1.
The reference to AASHTO was deleted; ACI-349 is referenced for j
out-of-plane shear loads. CLOSED.
2.
Calculation GW-SUP-005 w:s reviewed to assess the effects of i
concrete cracking due to ADS thermal loading on the seismic response of the structural modules inside the containment.
ACCEPTABLE.
3.-
" Case 4" module stiffness was deleted.
CLOSED.
4.
Calculation GW-SUP-006 was reviewed to assess the effects of ADS thermal gradients on the concrete-filled steel module walls of the IRWST. ACCEPTABLE.
5.
Safety-related attachments to steel form (liner) modules are adequately addressed in the revision. CLOSED.
4 6.
. Safety-related equipment mounted to steel framing inside the containment is adequately covered by SSAR Subsection 3.7.3.
A reference was added in Subsection 3.8.3.5.5.
CLOSED.
i 7.
The Load Definitions and Load Combination Tables were corrected.
1 CLOSED.
8.
A reference to ACI-347R for concrete placement loads was added.
CLOSED.
s 9, 10.
SSAR Subsection 3.8.3.4 was revised and Table 3.8.3-2 was added to t.larify how the various stiffness cases are uti-i lized in the design / analysis process. SSAR was further amended to ensure clarity. CLOSED.
11.
The weld inspection to AISC N-690 is specifically identified.
CLOSED.
12.
The description of Structural Steel Module analysis procedure was revised to include "shell" elements. CLOSED.
j 13.
Reference to AISC N-690 was included for design of shear studs.
Also, Calculation 1100-SUC-003 was available for review. This issue is included under DSER OPEN ITEM 3.8.3.4-3 (Westinghouse Itern No. 722), which is discussed in E. below.
14.1 The Hethod for Evaluation of Stresses in Face Plates was revised to ft,11ow ACI 349 methods for stresses in reinforcing steel.
Calcalation GW-SUP-001 was' reviewed and the procedure is accept-abl e.
CLOSED.
14.2 Reference to ASME "35u" allowable for thermally-induced stresses in steel face plates, in Subsection 3.8.3.5.3.4, was revised to clarify its application. SSAR revision needs further clarifica-tion to pro 11de justification for accepting thermally-induced I
stresses greater than the yield strength. CONFIRM-W.
15.
The SAP 90 results will not be used for any final do:ign calcula-tions. This eliminates the NRC's concern th:t SAP 90 is not currently accepted for design basis analysis. ACCEPTABLE.
B.)
Prior to the May 22 and 23, 1996, meeting, BNL prepared a list of twenty-five (25) questians on the new concrete-filled steel module dr. sign and design / analysis methodology. These are contained in Attach-ment 2 to Reference 1.
These questions were also reviewed at the meeting, to ensure that each has been addressed. Many of these ques-tions are covered in the list of fifteen (15) questions discussed above.
The disposition of each of these questions is as follows:
1.
Covered by Question 5 in A.
2.
Drawings of Connection Details were reviewed at the meeting.
Westinghouse included additional connection details in the SSAR.
4 CLOSED.
3..
Primarily, piping and valves are supported on platforms.
Detailed attachment loads are not a consideration for Design Cer-l tification. ACCEPTABLE.
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. 1 4.
Covered by Question 11 in A.
5.
Covered by Question 7 in A.
1 6.
Covered by Question 7 in A.
j 7.
Covered by Question 4 in A.
8.
Subsection 3.8.3.3.1 was revised to clarify use of 5 psi for design of the IRWST. CLUSED.
9.
Subsection 3.8.3.3.2 was revised to address the issue of concrete placement loads more completely. CLOSED.
10.
Covered by Question 9 in A.
11.
Covered by Question 10 in A.
12.
A statement was added to SSAR Subsection 3.8.3.4.2 that ADS, is less limiting than ADS,.
CLOSED.
i 13.
Covered by Westinghouse Meeting Open Item 2348.
See E below.
14.
Covered by Westinghouse Meeting Open Item 2348.
See E below.
15.
Covered by Questions 2 and 4 in A.
16.
Covered by Question 1 in A.
17.
Covered by Question 14.1 in A.
18.
Subsection 3.8.3.5.3.5 was revised to specify AISC N-690 for design of trusses.
CLOSED 19.
Covered by Question 13 in A.
20.
Figure 3.8.3-13 was revised to remove incorrect reference.
CLOSED.
21.
Covered by DSER Open Item 3.8.4.1-3.
See E below.
22.
Based on discussions at the January 1997, meeting, Westinghouse will review the need to postulate loads due to pipe break for the structural modules. CLOSED.
23.
The concrete cone angle is = 35*, but the criterion for anchor strength is based on anchor sp'cing. ACCEPTABLE.
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.. 24.
Covered by Question 8 in'A.
25.
Load Combinations, including safety relief valve (SRV) discharge loads, are being addressed separately. Westinghouse has submit-ted a response to NRC for review. This issue is outside the scope of this review area.
The staff will discuss it internally for further action.
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h In-Plane Stiffness of Structural Modules Calculated stiffness of Case 3 previously used as a conservative estimate of o
the lower bound in-plane shear stiffness of the structural modules.
A 45-degree diagonal concrete compression strut is assumed with tensile loads carried only by the steel plate. This assumes that the crack pattern is oriented along the diagonals.
The in-plane stiffness calculated by these assumptions are significantly lower o
than the stiffness measured in the tests of similar construction with in-plane loads. The case 3 stiffness is not considered to be a realistic best estimate of the stiffness after the postulated PRHR thermal event.
l A new stiffness value has been calculated in which the effects of aggregate o
interlock are considered across the preexisting cracks (due to the PRHR thermal event). The stiffening due to aggregate interlock is significant when the preexisting crack pattern is in the horizontal and vertical directions as l
would occur with the PRHR thermal event due to the horizontal and vertical l
g boundary restraint for each panel.
2 i
r 9
In-Plane Stiffness of Structural Modules o
Test results Reinforced concrete panels were precracked under the biaxial tension loads up to 60 percent of the yield strength of the steel.
Panels were loaded in pure shear (one monotonic and one was cycled 10 times at each load increment). New cracking developed along the diagonals and the initial precracking of the panel had little effect on the in-plane stiffness. At the diagonal cracking limit, the in-plane stiffness of the panel i
was about 88% of the calculated monolithic stiffness.
i An~alysis considering aggregate interlock o
l Crack pattern due to thermal would be horizontal and vertical, with cracks on the cold face which would close after the thermal event.
l For small residual cracks due to the thermal event the calculated stiffness l
was 70 percent of the monolithic stiffness for the 48" wall and 76 percent for the 30" wall. Analysis assumes a minimum. crack width of 0.0015 inches.
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( b ) Typical test results Fig. 5.13 Aggregate interlock
d In-Plane Stiffness of Structural Modules o
In-plane shear stresses due to the SSE in the structural modules are below the concrete cracking stress.
In-plane stiffness of the 48" thick wall may be reduced from the monolithic-l o
value (to 88% by test and70% by analysis) due to horizontal and vertical cracking from a prior PRHR thermal event. This stiffness reduction applies only to the boundary of the IRWST.
The reduction in stiffness to the value predicted by testing (88%) would o
reduce the frequency in the. north-south direction by 3 percent.
t The reduction in stiffness to the values predicted by the analyses would-o reduce the frequency in the north'-south direction by 6.2 percent.
r o
The 15% broadening of the floor response spectra is sufficient to i
accommodate the frequency shift due to this small reduction in stiffness.
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- Open Item # 5150 l
3.8.4.5.3 Design Summary Report
~
A design surr. mary report is prepared for seismic Category I structures f
documenting that the structures meet the acceptance criteria specified in i
subsection 3.8.4.5. References 49,50 and 51 provide the design summary report.
Deviations from the design are acceptable based on an evaluation consistent with the methods and procedures of Section 3.7 and 3.8 provided the following acceptance criteria are met. Depending on the extent of the deviations, the evaluation may range from documentation of an engineering judgement to performance of a revised analysis and design.
the structural design meets the acceptance criteria specified in Section 3.8 the amplitude of the seismic floor response spectra do not exceed the design i
basis floor response spectra by more than 10 percent r
49.
" Design summary report for containment internal structures" 50.
" Design summary report for auxiliary building" 51.
" Design approach and summary report for nuclear island basemat" i
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Peak speictral density of the pressure oscillation is in the range of 0.1 to 1.0 hertz with an external wind speed of 110 mpg.
This frequency would change in proportion to wind velocity, but even at tornado wind speed the baffle loading frequency is much less than the baffle structure natural frequency.
1 The frequency analysis of the wind tunnel tests also shows I
that the vortex shedding frequency that occurs on the shield building is not imposed on the air baffle.
i Baffle loading used for design bounds the peak pressure difference across the baffle as determined from the wind i
tunnel test data.
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412 374 4887
,A'PR,7 '97 13: 44 FROM AP500 DESIGN CERT TO NRC PAGE.001 M Westinghouse FAX COVER SHEET W
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AfR 7 '97 15: 44 F R O Pl AP600 DESIGN CE'RT TO NRC PAGE.002 K
i Onen D = # 725 DSER Onen item 3.8.3.4-6 l
De remaining open issue is sununarized in the NRC letter of March 18,1997," Summary of Meeting to discuss Westinghouse AP600 structural modules" as follows:
ENect of Cowa Cracks to the Sch=ic M~ tat of the C--iament Intemal Structures in addressing the effect of concrete cracks to the seismic model of the containment internal structures, i
Westinghouse stries in Revision 7 of the SSAR (Section 3.8.3.4.1.2 and Table 3.8.3-1) that for considering cracks in the concrete fill, the in-plane shear stiffons is calculated based on a 45-degree l
diagonal concrete compresion strut with tensile loads carried by C stect plates. Dese calculated j
stiffnesses are considerably lower than the test data described in SSAR References 27 and 28 where i
the overall stiffness is reduced to 60 to 70 percent of the monolithic stiffness. If the calculated e
l stiffnesses are used for the boundaries of the in containment refueling water storage tank, the equivalent shear area of the containment internal structures is reduced by about 30 percent with a corresponding reduction in frequency of about 16 percent. The staff review of this SSAR revision found that the floor response spectra in the containment internal structures are not acceptable for the following two reasons:
4 (a)
As shown in Revision 7 of SSAR Figures 3.7.1-7 and Table 3.7.2-3, the first dominant inquency of the intemal structures in the north south direction is 13.6 hertz and the coseeps, ding ground spectral acceleration is e0.63 g. If the first donunant frequency reduced from *13.6 hertz to 11.42 hertz (reduced by 16 percent), the conespondag ground spectral accelerarion is increased to 20.72 g. Westinghouse did not consider this ground spectral acceleration increase due to concrete cracks when they calculated the floor response spectra in the containment internal structures (b)
In following the guideline of Regulatory Guide 1.122, Westinghouse developed the final floor respome spectra by applying the *15 percent peak broadening rule to the enveloped floor response spectra to cover the uncertamties due to material properties of structures and soil, soil structure interaction techniques. and approximations in the modeling techniques However, the *15 percent peak broadening cannot cover the uncertaintics due to the cracked j
concrete in the structural modules.
In conclusion. Westinghouse should either regenerate the floor response spectra for the containment internal structures or justify the adequacy of the floor response spectra documented in the SSAR.
W W ah=2=- resoonse De SSAR used the calculated stiffness of Case 3 as a conservative estimate of the lower bound in-plane shear stiffness of the structural modules. His case assumes that the concrete in tension has no stiffness. For the flexural stiffness this is the conventional stiffness value used in working stress design of reinforced concrete sections. For in plane shear stiffness, a 45<egree diagonal concrete compression strut is assumed with tensile loads carried only by the steel plate. This assumes that the crack ponern is osiented along the diagonals. The in plane stiffness calculated by these assumptions are significantly lower than the stiffncss measured in the tests of similar construction with in-plane loads. De case 3 stiffness is not considered to be a realistic best estimates of the stiffness after the L
postulated PRNR thermal event. It was used only to show that even with the conservative lower bound stiffness the change in frequency in the north-sout.h direction is only about 16 percent.
i t
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A,P R 7 '97 15: 45 FROM AP600 DESIGN CERY 0 NRC PAGE.003 J
^
Addrtional investigation has been performed to obtam a better estimate of the post PRHR therrnal event stiffness. A new stiffness valua has been calculated in which t6e efracts of aggregate interlock are considered across the preexisting cracks (due to the PRHR thermal event). In the previous cakulation the stiffening due to aggregate interlock was conservatively neglected. The stiffening due to aggregate intedock is significant when the preexisting crack pattem is in the horizontal and vertical duections as would occur with the PRHR thermal event due to the laizontal and vertical boundary restraint for each panel.
Analysis The previous analyses were extended to include consideration of aggregate interlock using the i
It was assumed that the crack pattern due to thermal would be horizontal approach of reference 1.
and vertical. These cracks would be on one face, the cold face, and would close after the thermal event. It was found that for small residual cracks due to the thermal event the calculated stiffnes l
70 percent of the monolithic stiffness Test results Vecchio and Collins (reference 2) tests of reinforced concrete panels under in-plane shear includes a case where the panel was procracked under bianial tension and was then cycled with pure shear loedrag.
'Ihe double reinforced panel (PV30) was 890 inm square and 70 mm thick with a concrete cylinder d
strength of 19.1 MPa. The reinforcing mesh, with a yield strength of 437 MPa. was constructed of smooth wires welded into an orthogonal grid at 50 mm centers. The wire diameters were 6.35 mm (p
~
= 1.78%) in one direction and 4.78 mm (p = 1.0%) in the other. The panel cracked under the biaxial tension loads at a tensile loading of 1.55 MPa. The tensile loading was then increased to 60 percent of the yield strength of the steel. Following biaxial cracking and unloading, the panel was loaded in j
pun shear. The panel was cycled 10 times at each load increment. New cracking developed along At the the diagonals and the initial procracking of the panel had liule effect on the in-planc stiffness l
diagonal cracking limit, the in-plane stiffness of the panel was about 88% of the calculated monolithic l
stiffness.
l In-plane shear stresses due to the SSE in the structural modules are below the concrete cracking stress as described in SAR sub-section 3.8.3.4.1.2. In-plane stiffness may be reduced imm the monolithic value (to 70% by analysis and 88% by test) due to horizontal and vertical cracking from a prior PRHR thermal event. "Ihis stiffness reduction applies only to the boundary of the IRWST. The 15 %
broedening of the floor response spectra is surncient to accommodate the frequency shift due to this small reduction in stiffness.
Rerfemaccs:
i M. P. Divakar, A. Fafitis, and S. P. Shait," Constitutive model for shear transfer in cracked i
1.
concreV, ASCE Joumal of Structural Fmpring, Vol 113. No.5, May,1987 2.
F. Vecchio and M. P. Collins."The response of reinforced concrete to in-plane shear and nonnal stresses', Publication No. 82-03 University of Toronto.1982 - Pages related to test PV30 are attached (pages 35, 36, 205, 206, 311 - 314, 328 - 332) i SSAR revision 1
A,P R 7 '97 15: 46 FROM AP600 DESIGN CERT TO NRC PAGE.004 1
l 1
l 3.8J.4.1.2 Stifteens Assumptions for Global Seismaic Auslyses j
1 "Ihe monohthic initial stiffness (Case 1 of Table 3.83-1) is used in the seismic analyses of the i
[
containtnent internal structures and the auxiliary building modules. *Ihis stiffness is used since the stresses due to mechanical loads including the safe shutdown earthquake are less than the cracking stress. 'Ihe maximum in plane concrete shear stresses in the containment internal structuses modules are 97 psi for the 48-inch wall and 137 psi for the 30. inch wall due to the safe shutdown carthquake based on the monolithic section properties.
"Ihe broadening of the floor response spectra is sufficient to account for lower structural r
i frequencies due to cracking of those portmas of the structural modules that are boundanes of the in. containment refueling water sorage tank exposed to abnormal thermal transients.
l l
Cracking due to the abnormaf thermal event is primarily in the horuontal rad vertical i
I duecuons. Both tests and analyses show that this cracking has only smal; iffect on the in-233 ! i;::: : i ' ^M h ;' _ - iZ c
I plane shear stiffness of a panel. 9-2 O'Td':__
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APR 7 '97 15: 46 FROM AP600 DESIGN CERT TO NRC PAGE.005 OITS 732 DSER Open item 3.8 3.4-13 Durmg the January 14-16, 1997 review meeting, the staff found Westinghouse *s design calculations to be lacking in clarity and completeness. Westinghouse should conduct its own design review of these calculations to improve their quality and completeness and finalize them before the staff's review.
Westinnhouse Response During the structural audits it has been Westinghou.e practice to have engineers available to assist the NRC reviewer in understanding the calculation. This is done to speed up the review particularly in the case of large calculations. The NRC comment resulted when calculations were reviewed by the NRC and their consultants after the scheduled audit was over when an attempt was being made to close out an open item by review of a small part of the calculation. The comments could probably have been resolved if a Westinghouse engineer had been p:ssent.
Westinghouse calculations are prepared to meet our QA requirements, and are periodically audited to assure compliance with these procedures. Each calculation is verifwd by an engineer other than the author. In many cases. the calculations are further reviewed by independent reviewers to assure clarity, completeness and the validity of assumptions. Similar procedures are followed by the design agents working on AP600 design. Westinghouse engineers continuously monitor the quality of calculations prepared by the design agents. Indeed, in the December 1996 meeting, Westinghouse was complimented in the exit meeting by the ECGB Chief, for the quality of calculation packages.
Calculation 1100-SUC 101 has since been independently reviewed by Westinghouse engineers. A few comments have been provided to the design agent to improve the clarity. These comments have been incorporated in revision 2 of the calculation which will be available for NRC review during the week of April 14,1997.
i r
Af'R 7 '97 19847 FROM AP600 DESIGN CERT TO NRC-PDGE.996 i
Open item # 754 DSER Onen item 3.8.4.4-6 The open issue is summarized in the NRC letter of March 4,1997, " Summary of Meeting to discuss Westinghouse AP600 structural design" as follows:
_O-h 3.8 4.4-6 (OITS 754) Analysis N ='-%s and desien Details of Soent Fuel Pool. Fuel Tr.2.f., c--.i and New Fuel Storare Area Westinghouse needs to provide (a) cross references of the definition of design loads including seismic j
loads, and (b) restrictions for the design of spent fuel pool floor and fuel racks in the SSAR.
WesRa*We will (1) add a reference in SSAR Subsection 3.8.4 to the fuel rock design criteria and loads in Section 9.1, (2) revise the description of the spent fuel pool in Subsection 9.1.2.2 paragraph 3, from seinforced concrete to structural module, and (3) provide a reference to Subsection 3.7.2 in Section 9.1. This open item remains unresolved.
WestiaAM response A reference was added to the fuel rack design criteria and loads in Section 9.1 in SSAR Subsection 3.8.4, Rev 11. The description of the spent fuel pool in Subsection 9.1.2.2 paragraph 3, is revised from reinforced concrete to a combination of seinforced concrete and the structural madula, and the reference to Subsection 3.7.2 in Section 9.1 is added in the SSAR revision shown below.
4 SSAR revision Revise first paragraph of subsection 9,1.2.2 as shown below.
The spent fuel storage facility is designed to the guidelines of ANS $7.2 (Reference 4). The spent fue j
j storage facility _is located within the seismic Casegory I auxiliary building fuel handling area. The walls of the spent fuel pool are an integral part of the seismic Category I auxiliary building structure.
The facility is protected from the effects of natural phenomena such as carthquakes (subsection 3.7.2),
I I winde and tornados (Section 3.3). floods (Section 3.4), and extemal missiles (Section 3.5).
Revise last paragraph of subsection 9.1.2.2 as shown below.
The spent fuel pool provides storage space for spent fuel. The pool is approximately 41 feet deep, an I
constructed of reinforced concreter and concrete filled structural modules as described in subs I
3.8.4. The portion of the structural tuodules in contact whh the water in the pool is stainless steel and 1
the seinforced concrete portions are lined with a stainless steel plate. The normal water volume of the I
pool is about 176,000 gallons of borated water (including racks without fuel at a water level 2 foot 6 inches below the operating deck) with a nominal boron concentration of 2500 ppm. Figures 1.2-7 through 1.2-10 show the spent fuel pool and other features of the fuel handling area.
A.P R 7 '97 15: 47 FROM AP600 DESIGN CERT TO NRC PAGE.007 geen Itam # 5150 l
'Ihis new open issue is identified in the NRC letter of March 18,1997, " Summary of Meeting to discuss Westinghouse AP600 structural modules" as follows:
"AP600 critical section details Westinghouse was requested to include section details in a formal revision to the SSAR."
.Egginsbouse ranconse The draft design summary reports provided during the structural audits will be issued as WCAPs to h.u it the critical sections reviewed during the structural audits. "Ihe draft reports will be modified 4
to include typical details from the drawings that were also available during the audit. The summary design reports will be referenced from se SSAR as shown below.
SSAR Revision Add the following subecction:
1 1
3.8.4.5.3 Design Samanary Report i
A design summary report is ptepared for seismic Category I structures documenting that the structures 4
I meet abe acceptance criteria specified in subsection 3.8.4.5. References 49,50 and 51 provide the I
design summary report, Deviations from the design are acceptable based on an evaluation consistent I
with the nathods and procedures of Section 3.7 and 3.8 provided the following acceptance criteria are I
met. Depending on the extent of the deviations, the evaluation may range from documentation of an i
j.-
I engineenng judgernent to performance of a revised analysis and design.
1 l
1 the structural design anects the acceptance criteria specified in Section 3.8 I
i l
the amplitude of the seismic floor response spectra do not exceed the design basis floor i
I 1
i response spectra by more than 10 percent Add reference to new subsection 3.8.4.5.3 from subsection 3.8.3 (containment internal st i
3.8.5 (basemat).
Add to references:
49, WCAP xxxx, " Design summary report for containment intcmal structures" 50.
WCAP xxxx," Design summary report for auxiliary building" 5L WCAP xxxx, " Design approach and summary report for nuclear island basemat" 2
APR' 7 '97 15: 48 FROM AP600 DESIGN CERT TO NRC PAGE.008 a
1 Open leem # 5151 This new open issue is identified in the NRC louer of March 18,1997, " Summary of Meeting to discuss Westinghouse AP600 structural modules" as follows:
A 14.2 Reference to ASME "3Sg" allowabic for thermally + induced stresses in steel face plates, in Subsection 3.8.3.5.3.4, was revised to clarify its application. Draft revision needs further clarification, to provide justification for accepting thermally induced stresses greater-than the yield strength.
l W#a-ham Pfsanaw SSAR Subscetion 3.8.3.5.3.4 will be revised as follows:
3.8.3.5.3.4 Evaluation for Thermal Loads The effect of thermal loads on the concrete-fdled structural wall modules is evaluated by using the worklag stress design method for the load combinations of Table 3.8.4-2 with the load factors taken as unity. This evaluation is in addition to the evaluation using the strength design method of ACI-349 for the load combination without the thermal load. A=r~e for the load combination with thermal lo is that the stress in general areas of the steel plate be less than yield. In local areas the stress raay exceed yield and the allowable suess intensity is 3 S"b. This is allowable based on y,..+h NE-3221.4. For for Service Level A loads given in ASME Co I
the purpose of establishing allowable stresses, the ASME Code recogniacs two types of thermal stresses:
I general thermal sness and local thermal stress. General thermal suess is associated with distortion of the l
structure. If the strain exceeds twice the yield strain of the material, successive thermal cycles may I
produce incremental distortion. Local yielding and minor distortions may occur and failure is not expect I
to occur. Local thermal stress is associated with almost completc suppression of the differenttal expansion.
1 Such stresses are only considered from the fatigue standpoint. Therma! stresses in the structural modules l
1 are closer to the local thermal stresses since the steel in some locations is almost totally restrained by the I
concrete. However, the acceptance criteria are specified conservar.ively as though they are general thermal 1
I I satsses.
i
A.P R 7 '97 15: 46 F R Of1 AP600 DESIGN CERT TO NRC PAGE.009 Onen Item # $152
%is new open issue is identified in the NRC letter of March 18,1997, " Summary of Meedng to discuss Westinghouse AP600 structural modules" as follows:
"B 22.
Based on discussions at the January 14-16.1997, meeting, Westinghouse will review the need to postulate loads due to pipe break for the structural modules."
Westinehouse response Global loads due to subcompartment pressurization are specifwd for design of the structural module walls.
Bping greater than 4 inches it a-wter, except the main and startup foodwater piping, is qualified to lea before bitak criteria. There are no pipe rupture loads other than the subcompartment pressurization on the three walls identified as critical sections and included in design calculation I 100.SUC-101 (south west wall of the esfueling canal, south wall of the steam generator compartment (Module MI) or on the wall containing the PRHR HX).
Pipe rupture effects at other locations of the structural modules are identified in the pipe rupture haz i
evaluation. Generally the loads are due to postulated breaks in small diameter piping and will not be i
significant to the overall design of the wall,
~
- TOTAL PAGE,009 **
A,P R 10 '97 8:30 FROM AP600 DESIGN CERT TO NRC PAGE.003 FAX COVER SHEET Westinghouse W
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l The following pages are being sont from the Westinghouse Energy Center, East Tower, Monroeville, PA. N any problems occur during this transmission, please call:
i WIN: 3D4 5125 (Janice) or Outside: (412)374 5125.
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APR 10 '97 S:30 FROM AP600 DESIGN CERT TO NRC PAGE.004 Open item #722 DSER open item 3.8.3.4 3 The remolning open issue is summarized in the NRC letter of March 18,1997 " Summary of Meeting to discuss Westinghouse AP600 structural modutes' as follows:
- Westinghouse must demonstrate the odequacy of the shear stud design criterio, to 1
ensure that there is composite action and revise calculation 1100-SUC-003.'
l w.s,inchou....soon.e:
As described in the SSAR subsection 3.8.3.5.3.6, the studs are designed in accordonce f
with ANSI / AISC N690 for composite construction with concrete slobs on steel beams.
I The requirement of N690 for full composite behovlor is that the strength of the shear connectors over the length of the beam from the point of maximum moment to the point of zero moment is greater than the yield strength of the steel boom. The span for the main walls is 30 feet, with the maximum moment of midspan. For the structuroi module design the panels are assumed fixed of the boundorles so ihot the length ovoilable to develop the steel plate is taken as 7.5 feet which is one quarter of the span for the main walls.
The N690 criteria for full composite behavior are oppropriate for out of pione foods based on the testing which supported the development of the AISC composite requirements. In. plane looding con otso be accommodated within these sonw criteria since loads introduced to one material (steel or concrete) con be fotolly transferred to the other within one quarter of the span. The in plane loods are primarily introduced at the cpproting floor at elevation 135'3' and are resisted at the base between elevations 93 and 103'. Even if the foods were totally introduced to one motenci of the top orv 3 were resisted by the other material of the bottom there are four times os many studi os necessary to transfer the foods within the height of the module, in the AP600 design the top and bottom connections are configured such that the loads are distributed between the concrete and steel (even though the design also demonstrates that the tension loads con be corried only by tiw steel).
The behavior studies were performed using the stud spacing established from the N690 requirements, in these studies the transfer of load was investigated through the shear studs from the steel plate to the concrete. Both in-plane and out of plane loading were considered for o series of different crack spacing. These studies show that stud forces due to thermal loods, moments and in-plane tension, compression and shear were well within acceptable limits us,ng the stud spacing established in accordonce with AISC N690. Therse studies otso snow that the stud spacing and stiffness are such that the structural module is acting compositely.
Calculation 1100-SUC 003 will be revised to include this discussion on in-plane shear and the reference to the behov;or studies. The calculations implementing the N690 criterio do not need to be revised.
p~
bs %3R e
- - _ _ _ _. - - - - ' ~ ~ ~
[( t ran be taed in th finise element snede g
}
ygggm 1
d pening the track atsfines snatria with the untracted matenalmatrin. M upena.
l.
By 98. F. Demehat,' A. FaNein,' he. ASO, and: S. P. Shah.' M. ASG
~
dthis form ase needed in analyzing the seused mode fractuse p g.3 ll aessmann h mysung er week cae m esseuse se====== dydnam h canoete cracks (15). M;w, constueutrwe models for this pue l' esisuman of sheer anos been esen serespdsed Imr ew yest se= assades. In span h tenne of posinal and shear sesesses and the comsponding
- d =8t'*8"e ame es and my.a==anesena d kneuemm ense; seen=a asumas-sents ase scarce. The difficulty is sammly due to the. coupling that exisj n
.N,*,,".,'.,,'.",srses.*,is Y,g between strenses (and also between the desplacements) which
,"n,",",,,",,
,,a e
.s e,, p,",6,,g'n,,,,',,,,,,,g Ilesder to formulate the pseblesa. The psesent inef ^ - is a cont i
p( -
emens. p stame, se 1. assed = asemane e we a
- s. sis si i.eien io as mis g.p.
har==en.ou a ad
,,,,,,,,,,4 d*,,P,M**8
- Ihe norsnel streeses aceos the laterface in disect shear h saponas in r ma ne use amm,,,,",,,%
t applied in thste different modes, which results in three ddleru.t bouria
'h g,
A.
===== se saa sep==== anse=. empsous=== m
- see saimme e any conditions loc this psoblesa (25). It can be kept conv. ant f. :.. RrC.
h e
= m==*as===i=4.e==== casvans =.as 3
t
^
.,,,;, dF."usmW 8 and the peesent investigation), which corresponds to zero norse.at st
=
EP'msvii sii."e 6i
""*** 'em."
(
A i
.O psen n e emme e
4 diation (as in Refs.sess acess the ineerface; it can be varied such that w
me ass mid shuse a. -
r, moyend wah me esas erasher mee we i
esamameen amur.=u=neman=a=s'esupe=d. 71= y==p===d==dd
====s== esed i
10,13,14, and 18), which corresponds :o ir&ite ses is sonnal stiffness; or it can be attowed to very as the eack Eh.: u.L
(
i(
h (as in Refs. 24 and 27), which correspo*uis to variable finite not-l 1
kesneesenen sist sGffnees. The last type conesponds to the most practical sinaatio se ehere is always a finite norinal stiffness psevided by the embedded r-
{
j j
~
absar by uneens of eggsegnee interleda (also termed irJerface shear)hasThe fact sina
. and nonnel stresses (e rr'
- ..t This also mean th ti s a n erest pracecal situations, she sheet
~
.,e.) as well as the 7:4,nents (4,,8.) are cou-f been 1meown and yearsued for some time. A shear "%iint (siyl
, pied and vary according to ansee wreso (or displacement) hisny seisspely parallei es the piene of the crack is essenent to mobiliae shes.
.. dDicult to fonnulate dee relation betaeen stresses and displacemen i
displacemeens in the norsaal dimeten (dilation) owung to roengh asperisestresistee b when all four pecometers (e.o. t.,t,) change during the test.
f y
eeir,g testing in the present investigattra. 'Ihis i
i of eggsessee and morear alps ps,,,:4 across the abding path. SImer.
i traseefer by aggvegate sneerlock is of a fsictional nature with the noemd af.com stress component independent es u.e omer. Fruen the test!
eampsessive fosces being provided by the eschedded reisdorcenwnt, opseenens were formulated for shear stresa verseas slip and ddation ver-Dese to les signsGennt contribution to the total shear resistance of new sus slip. A path i. '+..i..: c : 1, snedel is proposed. LJsin crete beams (11), aggregate interlock has been empervenented and ens.psoposed crack stiffness meiriu. the predicted values wem (r __ g the lymod for the pese two.e=rades. Many of the eerlier investigations
' " 1.sily compared with the emperimental avsults of other weee%)
(80,34,14,15,20) weis derected towards estabhahing the shear stiffnese af ars where different paths of loading were employed. Note that oed vch-2 the inserisce apoder idealised conditions. Nessesmas investigations by eeno.orucelly increasing loading is considered in the model. The details l
Maneckand his=====s of the emperimental prograan and the analytical model are present es (13,28-23) weie amed at af VW the shese y
essen 'S his paper.
of cracked seinissced concate in terms of the ultimate sluse l
t stree: Jde. Recent investigsteens (4,24.27) have recognised that sheer transeer is an lateraction of normal and shear stresses and have a-i Espousauras. Paconna t
semipted to amad=Iin terans of these two stress -:
l g.
It has been==g-2_d seeendy(1-3,5,8,9) that the strer " / --
_ p,J.
The scope of the program wee to obtain a set of measureme j
seletionship fora cracked concrete interface can be modeled as a matensi a
hawag to sheer stress versus slip and sEp versus dilation response j :i leer vakses of constant nosmal stress) so that analytical models c
'Aost. Pasi.,'Cred. '- '
- 4. Dept. of Civ. E.p., 4stmona Senee Univ., Tempe AZ $$as.
d'veloPed using these data (Table 1). The only test variable was the
'Psof. of Ov.
ed Ov. Engst., Adema State ifniv.. Tenspe, AZ 853B7 i
i hirnssty of normal stress. Other influencmg factors such as initial anck y* *:.
- seetsen Uude., Evenseos, II. and Dir., Ctr. for Concente and C:
t.. *.,, Mart.
i width and compressive stvength were ccd.=.* by utihaing the pub-Noee.--c.
-_ _ opese unee Ocontser I.1987. To essend the reossag date see
,i P.
Sehed test data.
sessieh, a western seaginest srinst be (Wed went te ASCE htanager of loisraels.1li )
l
. ~i i June 25, tseL nie paper u-4-: der dels paper was esbeviitied for review and possilde publication an j hy hWF SeM8P 1D, No. 5. hEay, 4987.
er she p..mier of sermesw.e rayd s. ring, vd 2,
ISSN OFM-9645/EP/000510te/901.co. Papa No 3 t
21495.
6icht were precracked along a diameencal paen g
1 ij j
toe 6 1647 1
i
--.- -.--...-n---
--w 4
,.-, - -,- ~.--
~.. - -.
- TASW L ^
I.*.
o.
a Soup of Test Spooleises and Meness amesome Ap.
.. g-
..a,
Ceep.esive SeergGLf*
Normal Strees, c.
- N***
f W
pel Art pel MPa I
a.-
m m
m m
m
~r C1 5.152 35.5 50 0.35 l
i C1 5,732 39.5 50 0.35 e
e C8
~5,We 40.5 50 0.35 eg as.
Ctt 4,741 32.7 50 0.35 -
E i
Ctt
.,4.982 34.4 100 0.69 5,,..--..-"*(.,,,
l Ci1 5.166 35.6 200 0.69 j
C5
~ 4AS) 32.9 145 LOG 4
i l
C6 4,400 31.7 190 1.31 i
j i
j
~
j Al e.
halves wee subjected to a constant normal pressure and an incressung o m storss sw an starss shear dispimeement la a closed loop testing system (Hg.1). Concrete specimens were loaded thsough a semicircular steel frame with a pris-moedet base which was attached to the MTS test frame. A constant fem g
g g, ggwp m aermet to the crack plane was applied thmugh an arrangement of levers gg p,g as shown la Pig.1(a). He deed weight W causes a normal feece that depends on the lever arm ratios e and 6 [ Fig.1(a)]. The resulting normal serves an be calcudeled as follows; Q
e"-----............................(2) n
.D......................................................(i)
It is assumed that the normal and sheer str===== are distributed ned-where a, b, D are denoted in Rg. t(s); and # = the width of the ansk the crack plane *dth respect to the applied shesnng load, it h pose ble t
1 plane. D and I were chosen as 6 in. (152 mm) and I m. (25 mm), re.
to change the loading path. "Ihat is, instead of normal force rerneining opeceny. If Q la she apphed ahearing land, thers the average sheer stres" constant during the test (as was the case foe the present report), it cart actisg on the interface can be calculated as be lacreased linearly with the shear force, depending on the angle of t.
gg gp,g, yy i
The normal and tangential dispLktements weie snessured et one lo-1,==-
ation each, as it was found from a pseliminary e' vestigation that the
. ;,.' (N,,./..
variation of displacements with rnpect to location of gages was ordy
'e, 3
E c
's,.
about 14% of the mean. A set of MTS electronic atenseneters love Fig.
=
iti-): with a sage length of o.5 in. (t2.7 mm) were used to mee.ui, nor-E.H1 - I - I -I l l l l l
.g7 gty ;f mal and tangential displacements. In ceder to prevent the spmmen freert t
q 6pping away from the vertical position, wing nuts were threaded on C
5 to the ends of small bolts passing through the supportug anoid and left
-r c
r i* '
@b-M%
inside during mting. Notches to irdtiene a crack plane were created try i
means of two steel wedges. 0.5 in. {12.7 mm) deegt, so that the twt sac-
/
R f
P-
, s.
.==
alf:te%
Iion shearing plane (A,) was 6 sq in. (3,871 mm')
is.
r.
1
_ -=v 4
p
$'."." "" "2
\\..g,s:
-~
tot peoe m,.e
'i'
~.
L.Mi., ?
The test spectmens were cast from concrete designed for a nourianal W (*
strength of 5.000 psi (35 MPa). Crushed angular aggregates of 0.5 in.
C'
- * = =
3, I*I
'"""i==
(12.7 mm) and type 1 portland cement were used for au specisnens. The
~3 8
FML t#- -" 1_J Setup spedmens were cured in the curing room at a humidity of about 9tik and a ternperature of 77* F (25* C) till the day of testi"6. Companion t
toes 10$$
s-----
l
~
,K 4..,, ;.
Anas.vneat. AAeosi.
The proposed model is based on the concept of the total deformation o
theory, and it is assumed that the shear stress and normal displamment g
=
f..
)7'$
see hinctions only of normal stress and shear displacements (only mono-M g
tonic increase is considered). This functional relationship on be en-g h, peessed as,
.~'~
Q i
s, = T(8.. e.).................................................. (3)
)
. N n. ).................................................. m 3
.W when e, is positive in compression ik, is negative for crack open*6-Differentiating Eqs. 3 and 4 f
no, i r u ^ ^ or Tess spessmene m annens de, = Tds, + AT de..........................................(5) a l
36 ee.
specimens were also cast to test for compressive strength. Table 1 shows 4,, 3 Nas, g,3 N,
g d
. _ _....... _.. _ _......... (6) i the average compressive strengths of test specimens.
ae.
L The test specimen encased in the snold was pucracked by bendjng in the MTS test syssera (Fig. 3), and the corresponding load-displam Denoting a = AT/d&,; -0 = JN/48,; p - a T/ae.; I/R = JN/ar./where responses we,e recorded on an X.Y plotter. The specimen was then set a = the shear stiffness; p = the dilatancy fador; 1/R = the normal coan-in the upright position for shear loadmg, and the loadmg lever for dead g 4g g
g g,g;g, %
weights was attached to the holding frame. Note that the addition of ricaMy in Hg. 5. Eqs. 5 and 6 can now k wnmn as dead wefghas becught the crack faces doser, no that the initial crack width de,. e.18, + n de............................................... (7) was neghgible. The shearing load Q was applied by means of a loadeg ram of the MIS closed loop test system and was messund by a c4
_gg.ggg,dj,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,gg) brated load eet of 20-ton apaaty. The rate of shearing for at speamens A
was 7.5 x 10-8in./in./sec. The moponse of the interface to ahearing load was aisasund by controlling the shearing displacements. Since the di.
l section of sheer displacement is known, it was used as the feedback ler j."
"C
[
O' k88 8788'**
= = " g g --
l t
Test nessus l '":
[**
Typteal sheer stress verses slip, dilation responses for all four inten-7""" ----
t **
\\--
i sigles of normal stresses used i3 the expenmentalinvestigation are shown I '"
in
. 4(o and b). The close agreement between dafferent test speamers k[=, ~
7
)
for navne normal stress intensity (of 50 pel) is shown in Fig. 4(<).
- = ~
a a
a a
l Pigs. 4(s-c) Dhastrate the fact that shear stress versus slip, dilation n-sponses under eenstant normal stresses exhibit a wet defined peak and
~ ~ * ~
,, ~ ~ -
a residual vahne of shear stress. The tendency of cracks in concrete to
" soften"In sliding shear is similar to that observed in the case of joints In rock masses as well as in uniaxial ten 8en of plain concete (12.U).
"""M""-....
l
..3 Also, en increase in the intensity of nor.nal stress is found to inoense 3.=
- ~~C
~
i
=
the peak sheer stresses as indicated ir:. Fig. 4(a and l'). However, the l ".'
"""*""~~"""
- "'***"*~.**,
s etisct of normal stresses on slip at peak shear (8,) and dilation (t,) was s== /
fj not distinct.
1 '"
j/ =....._.. 2 i A
[
The crack openin; paths (slip versus diletion plots) for an four serie I
=
- ,a 7
are shown in Fig. 4(d). The slopes of these curves tepresent the dGa-g tancy factor, and, from Fig. 4(d), it can be seen that normal stress has
'C 7"** **
T ".""**'
~
.=
a mild decaying effect on the dilatancy factor, a fact also observed by I
Walraven (27).
pse. 4.-Typseas saportmanies ne%na
{*
1050
[
inst t
+ * *
- y I
v m>=-=.w====vt -==. st-**='vv,i"
.i e,
y i
t j~
I e=>.
1 s== s=
l h-
- \\
9
.{m, a
l
's
- ~
- s, 3
l et _j
- r. -/
i f.
c i
l
.=
==
==
==
(q l
l
- ,**mL Muun **
t f
h b
e rea w et rareemd ceasemen inoes I
1 8~" - a===
l i
["' ;N:;;,
o r
=
l=*O.
al Fman 7 and 8. It-w proposed constitutive hw can be expnesed la l-7=.**
e 1
mn.e
.w-w 6etween me.,v.
s aa me w --
- :=
.i vecue feno s:
1,,.-
a I
lw
{w,,.1.
.. n x7,ac 3..
.=.....,...
',d
, r, tynsr a ptAa r ass en M 4
I EF:
)g M dl,
% ",," W
" es,
..............................pq l
1 en 1
Le.a
=
PII. 4-M Pense estos etcenesses beer 9mos; tag compedsen of Faaws fee.
g
} *,'
Le., de, = F,48...
........................................01) tem ilm Egedmenu assa;ig Prometes nous themnes M PWnt M-3 salm i
where X, = the oncl--c stiffnees matik. Note that the parameters a. p.
l
- p. and R are not const=::=anas but functions of slip normal strees, and com.
f K3l 1
- K 4, P
)
Peereewe steer.gth, etc.
.They are conceptuaRy explained in the foDeinag 8s " Ilr,I +
- 032
~I'"rI I
j g.
<g s
.et.
note.ei or tiert a.e.ti,,nes. matris. ee so.e I
inteseseng propertes such as nonpositive definiteness, etc., (see Ref. 2y The negnitude of peak sheer stress depends on the value of the (ma-
-The emperimental aseves of Fig. 4 induate that stanh normal stras. tiringthe present empertnental data as nu as thcae t
ihe. '
"; betwammmeen sheer sense and sheer theplamnent (slip) for af Dewhner (6), an egination for the peak shear stress surface was de.
g g'
a constud nori si sen.--,a (the t I value of shear stress is neglected wlaled. the fem el this squation is siedlar to that proposed by Bresler i
here) con be empevooe -d in an esponential fona. An equation of the ad.
and Fister(4) for a failure seeinte of concwee. Iblanquardt algonthm was leswing form (simBar to the one developed in Itel 7 for.
ageir.used to opheme ele test data and enluate the anstants of the strees-serein curve) wasmas adopted:
epenen for the pesh sher stress surface:
1+ hemp
(-63,}................................... g gj, e,= 3.1[; 0.5207 + 59.80I
- 106 ar,= K g
(g 9
4 Ss
.e 3
4 291.62(
- l - 2,41.3 l
................................OI)
Where K = lhe imidaI Slope of the thear 84#ese versus allp disgrege ap(
has been termed here-s as " initial sheer sullness." 1he parameter 6 enn-g Id J
{
trole the slope of the descending branch in the post-peak regisw. The whenf; - the urnianial cenpressive stwngth of concrete in psi. Fig. 6(e) s well-knesen Marquard algorithm (19) was used to optimise the test die 1 ebene a typical saadace gmerated by the above equation for a concrete fot E and 6. Diferenesumniating Eq. Il and setting the result equal to zem, strergth ol 5.000 psi At Ligher normal sermes, these will be crushing the peak point predt acted is obtained at e, = 0.5869 K/6 and I,
- et agregate partedes and the coefficent eliriction (slope of the curve)
)
W/6. Repleong 6 W the peak sheer strese in Eq.11. one eventueIr p d aEy reaches arro. At this point and beyond. it is not a mere sleding
[
"Id*I"8 pretiem, but a cornbinatori el crushing and sliding, with the crushing 1962 3g53
~-
(
1 I
A gr 3
1 -
.i
}
--.=
n 1
.=,,,
or=
<=
sw p.s.. *~~~~p.,
~
~~
,, - k
( ' ' f* /
~
,j*,A, -< /,./- --
l
- ""*"" g
\\
e s
%. ~. s = r-=
g>
I,'g. - ;,
g t. y.: ~ ~
t 9
am. s e.# e=s
- * = = = = =
{
m s
,,,,,,,,,,,,,,,,,,,,,,,,,gs
'"a = "" % aaai" su, e,
- id5 i
- l*3.*""* "*
=_
n,
=
n I
FIEL 7,-4el Congsartoon et iniset Sheer 988heses (K) aseems math 0 ter %
l'ec. sw--W--
_ et matemeney Fement eneses usin aseeewee votese; (s) es.
4
=
aseenes;(at r
- et instans sheer stenene (r) aseest witsi neues one a;>
gain
,p.,,,,g es Test amie The response equations developed for shear stress versus slip sad slip medianism domine:ing the overall behavior. This fact has been taken versus dilation (Eqs.13-16) are compared in Figs. 4(e and 4) for speci.
'i into consideration in developing the peak shear seress surface, where siens mW so 50 poi p MPa) nosmal pesure*
e the slope k m; negative after a certain value of normal etms. Fige.
6p and r) show a emperison between predicted and experimental vol.
b'We'sest or Sversa Stweemse ases of peak sheer stress and aEp at peak sheer stress.
The initial sheer stiffness in Eq.12 der nde on the initial crack widih h me tests condeed in ne pment investigation, the normal stiff-and also on the conaete strength. Based orrthe emperimental date by ness of ene system was zero. As a result, the normal stress was conatent Imeber (18), Fenwick (10), and Houde and Mirza (14), the #" J_;
denng the test. However, in a cracked semforced conaete mesnber, the was Woped, norinal stiffness depende on the amount of reinforotment, the extent of f 1 i,,, f f; i,,,
possible debonding, and other factors. This sytem (member) stiffness I
must be evaluated before the shear transfer response of a crack can be K = 21.913
.................................(15) predicted.
The predictions of the proposed analytical model wew a ; _d with Fee We < t.5 x 10-8 in set W. = 1.5 x 10in. Fig. 7(e) shows a plot bo other types of tests; one with infirwee noemal stiffness and the other of this eqisselon for a concrete strength of 5,000 pai compared with other available niodels for K. Fig. 7(b) shows a coenperison of Houde and Mir.
with variable normal stiffness. The evaluation of the stiffness for the two types of systems was as follows.
ee's tool date with predictions of the proposed snodel.
Entemally Reinforced Specisnene Weltsven and Reinhardt (26) and The e n.".
-"y calculated dilatancy factor for a normal stress el 30 poi (0.35 MPs) a)e shown in Fig. 8(e). It cart be seen that the'dilaterzy nelllard and Johnson (24) have conducted shese tests on cracked co specimens where normal restraint was provided by enternal reinforce-
{
vehseinisso8y le very high. This is to be expected'ior the very small initist snent (Fig. 9). During testing, all four parameters e., e., 8,, and 8,, were crack widthe used in this investigation. In fact, for aero initial onck width, measured. The system stiffnesses for their emperimental octups were de-i~
the p.vakse eheuld cshibit singularity. The analytical espmsnon chosen amnined from their test data on e, and 8.using regression analysle.The i
wee such that the d-latency factor is not aero at zero slip, and then is leilowing relationship between normal sims and displacement was de.
laaesses with allp et a (exponentially) decreasing rate.1his appresusiser
'el* Ped 3
E equestion based on the present test resulte le given by
,,, 3(W.).
c............................................. p y,)
i t
3 3,
) } = $ = 0.30 emp (-0.32198 8, - e~'""*)...................... (le)
The constants A, B and C for Walraven and Reinhardt and Minard and Johnson test specimens were, respectively:
3 where 8,, B., and e, are in 'in.' and ' psi" unite. F1. 8(6) shows a typical A = 1,388.t; 8 - - 0.33152; C = 0.78023.................... (176) 6 surface generated by the above equation, and Fig. 8(s) shows a roei-perison with the tent reeutte, and. A - 11,339; 3 = 0.85 x 10; C = 0.8709.
............ (17c) 7054 1055
~~'
-~ - ' -
i k
Mirza st4) have conducted shese tests on cracked concate w 3
y
--]
width M the enck was maintained constant by adjustmg the nornial pressww [ Fig.10D. Loeber menswed the variation of nonnat seress re. g gaired to maintain a mnstant crack width. Based on these data, the foi-g lowing ap.- _. was obtained. I
- e. = 13.956(e,)(W.)4........................................ (18 g
This relation was assumed to be vald for tests conducted by Fenwick J { and Houde and Mirza (IB) since their test actup was similar, and they m l dbd not measure the vadation of normal senes during the test. Rg.10(Ir) shows a compadson of leeber's test data and the prediction of the above _3 Blunhon. n I I G X X X) MM W MM M Tg l swua t a If the nonnat stresses for a given eBp are known, then it haames a straight-forward procedure to predict the msponse of the interface by using Eqs.12-16. But this is usuaKy not the case as the nonnat stress
- 'ca=*"'**""
depends on crack opening, and thus one has to resort to an 6terative { FIS te-hpenalTest 8seup uses in PInths Nonnel SWWases We A pencedure in which the requirement to be satisfied is that the normal i stress must be related to the crack width. "Ihe iterative p.xL out-I Bned in the foRowing section requires that the concrete strength (f,*) and Using Eqs.12-17f: is possible to predict the response of cracks subjeded i the initial cred width (W.) be known, in addition to an a priert knowl-to coupled normat and shear stresses. An iterative algorithm was de l edge of the type of normal stiffness *Ihen, for a given etip (B,,,). this veloped to pedict this response as detailed in a later h algordhm generates the responses of sheer stress, normal stress versus Cass ofInDelee 6ttfiness.--Fenwick (10). Imeber(18), and Houde and l 83'p, dilation. ,u'? frenanvn Pmoceouse con Psieasevese Courtse Responses l - M 91. "*
- 1. Input initial crack width (W.) and concrete strength (f;).
I c. ,.,4* * 'Af e ,1
- 2. Input slip (6,,e).
Y *..
- 3. Assume a t. rial value of smrmal stress (e.W.
g I Kg
- 4. Compute dilation (4 n) hem Eq.16.
4
- 5. Update crack width. W,, = W. + 8 m - 4 4n.
- 6. Compute the initial shear stiffness Km using E JE*** "
I "" W,n < 1.5 x 10-* in.; otherwise set W m = 1.5 x 10q.15 subject to in. g he h"*- g
- 7. Compute the peak shear stress e,q, from the peak sheer etmas surface (Eq.14).
m -f-t; *
- 8. Compute the shear stress o.m frena Eq.13.
v v. :6,, 3= 7 ? h. l,t *
- 9. Compute the normal stress e.g.u from Eq.18 in the cue affanelle 5
' ummus . '?..*:l.
L v== = ia*
riormal stiffness and Eq.17 in the case of finite stiffness, ~ p ,l ~ ~ " "
- i
- 10. Reevehaate steps 4-7 and coonpute revised shear s run ab.
g I
- 11. Check if alstr,m - e,cf.n s e where e = the convergesse criterin...
3,
- 12. If e is not satisfied, set e,q, = w.q.oand go bed to step 4.
== e uma
- 13. If a is satisfied, set 4 3 = &,,; &,q, = 4,,g.,; e,c,, = o,,i,; and e.g, a b
n. j Ma. te,-(st Typeast feet Setup used to annone etermes s#ftnese Esperiments
- 14. Compute the stiffnese coefficiente numericsUy as fouowv; K. -
l e.n/4, n ; and K., = e,, - e.,,,/8,,,, - Q.n -e, - e.g., g og,, a,.n/8, - (,,; K,, = a,,,, l (t4);(eg Prestesten et Laoding Hielary ter Innene faermed $9ffnena using Pre-poses teseet v
- 15. Next silp 4. ; also set o.m = o e; go to step 3.
i 1058 1057 i l - - - ~ - - - ~~ ~
TZ ,I / e, j? li g I / }~:.........,... m /i .. - g ~.. .. ~ R ~ i \\. ce==r ma= .J;;, :d k I ],,,,,,,,,, hl" /.i....;a..;;;#p, d :=00*", Ed"*= 2 l l compted peepenes: M to W atreead a Dean M a-nepreemesomen et emewen of Ste. u.--evama.= of f4 ens teeneet Schiese tsyestmente:__ 4 sens sessoas aumnese; g 7teste scenena eme==== rea. n _f " ~ l i E=d as a so-l I~ l Die leerathra schesne for inAnite stiffnese can be v s==incespensed in such a way l1 g. tuanan in two stages. If normal stresses arethe Pr*Por#885*lla"d"t8 (8 - 9 4 8: i l fi - constant repee-j.;....;;d[..;da= thee ser each incsement in sEP,it satis esIg), men the envelope of the curves obt f l ,_J Jp,,.,.; l h ar stiffnen (K) does seats the sheer carese versus sity response. j i constant) and herue yk in pqq. H(s). Nose shat for this case, the initia s enot disage darung elud be computed.The itetstions ~~ 4,5 and some parts of D and 14 are not tol stress for a given slip, and [ ;, - g, ase started by ensuming a vehne of normade not mabe any sign 16 cant .e th.s vokse is iterated tof further iterations *i : 7-6 Merations sie aunplified by assuan ing the pw-
- " C "'
i 8 t i d dJetmose*e diffeeence. d valee for the mitial guess. wtous ~._d Eniae stdiness, the procedure is identica9y the same, en-s (K) progiessively chan FIO. tar-preencelenof einens teenesisarensen!sques j f' per,,,,3 ff used to verify the ad-empt that in this case, the bitial ahear sti nesas tw anck dgates during sliding e*P nal nornwl stiffness empression developed in12 s l tota M Eq.17 was used in l seiselbie vaine of norinal stwas.The respoindwated in snany emperimals the Merative procedure outlined earlier. Hg. d l he predictionof i v to be sienaar te strain heedening type asthe analyhcal tnodel-in Fig. lion of Walraven's date using the present mo e, lard's using Eqs.17a and 17e for the system stiffne f (24,26) (see Fig.11(4)). A conipoter program was writtttn implernentingM of me program indicated that bly accurnee, 6 ite and finite 13.ne predichon of these responses appears to be rea s tested by these l } l i l end similar results wese observed for other specumen f the reopense s I f t very quick conver-permut stiffnesses, the initial guess ditions. For a slip of 0.01 / ne inwetigesors. The discrepancies that appeand in sosne ofthe riously affect the eenvergence of iteentions. n ac, crete strength of 5.000 pai, diagrams con be attributed to inacc genae has been observed for both boundary conf finite stiffness) satisfying a unng in., initial crack width of 0.01 in., and a con I the normal stresses, which sney have inf li i the Eact I the ; _d, of normal stress (in the case os about 40 psi.He pmcedure con- = 40 pel)when theinitialgures i .a orl*essen of 0.0005 ps wa( ,e,ged to about the same final value a, that the model for the dilatency 8 actor (Eq. g was a. = 400 psi or 5 poi. - el test data and range of crack slip. j I i Plancnoit odr imosta Sesene Tese Data 2:ta2 I j, Passecnon or :^estre am.cz Test Daea The test data with inAnite normal stiffness (6,10,14, I d and Johnson De t-st data of Walraven and Reinhardt (26) and Millar assuming that the loading path as described in t ber's test data are quit * "' ,!3 d of thers. Note that this equation as developed using (24) were chosen in this category. Walreven's testhoustive, inv:siving l initial crad' ca ff iments was reported. The g,g, (13), widths, and cuncrete strengths. Somestresses during the inatial stages of the exper l 1059 N i i =. - ~ ~ ~ ^ -~ f
CHAPTER'3 6 i _RXPERDENTAL PROGRAMMI 1 4 To achieve the objectives 'of the experimental prograsune i, , it was decided to subject reinforced concrete elements to well d fi e ned and simple loadtas conditions. These loading conditions were to include ' pure shear' as well as combined ahear and axisi stresses. The test n equipment, specimens, and test procedures were designed accordi 11j Q . A J12eussion of the details follows. ngly. s 3.1 TEST SPECDCDif i-9 Ths' concrete test panels were.890 mm square by id as thick , typi-es11y reinforced with two layers.of welded wire mesh. The wires of the mesh were always parallel with the sides of the panel, with the t wo directions of the wires being identified as ' longitudinal' and cransverse'. If the area of steel was not equal in the two directions i , the smaller area of steel was identified as the transverse reinforcement A clear cover of 6 am van provided between the faces of the specimen and th f. longitudinal reinforcement. e i The reinforcing mesh vos constructed of smooth wires welded i nto an orthogonal grid; typically at 50 am centras. i Wire diameters varied from specimen to specimen. In most cases, the mesh we heat-trasted and exhibited a ductile response. The specimens vers assembled on a casting form nada f rom a stiffened steel plate. Steel ' sheer keys' were bolted to the form, and separated by rubber spacers, to enclose the perimeter of the eastin g area. Pima protruding from the shear keye provided anchorage to the coricr ate penals '; s' i 6.,_... 4
_ 2 The two steel asshes were tied together around the perimeter of the specimen and were connected to the shear kt.y pins by means of fabricated anchor places (see Fig. 3.1). 1 1 'd Pin Anchor plate (6 x 12 x 70 m) d [lis'Q feig ifj :2.*FVe f.mL Transverse steel / < / w wou I // [ "L .[3 Concrete panel ) .c es / >. ~ i l
- L.W @.jc.9h *.9 es.?:..,
LongitudinaI steeI 1 11 Shear key ' Stirrup' 4 Fig. 3.1: The shear keys were anchored to the rein-forcing meshes by fabricated steel strips. c. a-V 1 With the reinforcing mesh secured into position, concrete was cast from r i the open top face (see Fig. N,, EM M Es.JEIO f[- 3.2). [ , i ;
- p. N;,
t P. .5;:. n. v. ;. y. j ,. #,,. 4, - g[, 'g. g 7g For aost specimens, two =. 3/;.-. g. . / C l'.", #{*%. .cf ' t r s. separate concrete mixes were .... c.V _A. / =.. . f.. u s e.d. A relative.ly strong con- . 8894e+nMrsd lic9,c*' r }. I v.* r,sseteerem, .f; erste was cast in a 100 m band ',, ['s QIQ' z,. . erJ cmams:uremne around the perimeter; a weaker ~', q a ssunnzer.w c.r>
- k.,b um, -
- a
. z1Dnttwtu e-. r,. nsx was cast in the central rag- -g i W pg ions of the panels. This was a c-3 y.,;,;.. s done to coax the ultimate failure 4 Fig. 3.2: Test specimen being of the panels away from the load assembled on form. 5 O it tJ - s.- 9 k e e .. ~. .,.e
uv,._, J x h } APPENDIX C i _ TEST DATA _ This Appendix contains a summary of the data obtained from i 1 the test panels. For each test specimen, the following items are provided: i C/ (1) a general summary aheet, describing the material properties of the panels, the nature of the loading, i and the observations made during the tests; I i (ii) a data sheet, giving the strain measurementa obtained from the tests as wall as the calculations of average stresses and strains; and i (iii) a series of eight graphs showing pertinent streas-strain relationships determined from the panel's reponse. In reviewing the test data, the fo11oving points should be noted: 1. All the strain values shown on the data sheat have been multiplied by a factor of 1000. The measured strains are reported according to the grid number system defined in Fig. 3.12. For tests where strains were measured on both faces of the panel, the reported strain is the averags of the two readings. 4 2. All the stress values shown on the data sheet are in terms of MPa. J 3. The computer plote and print-outs use the following notation: ee e 4 4 w.
U E - 206 - ED - principal compressive strain, cd EDT - principal tensile strain, cdt EL - longitudinal tensile strain, c g EO - concrete cylinder strain at peak compressive stress, ;, ET - transverse tensile strain, c g Ex - X-diagonal strain,ex o, EY - Y-diagonal strain, cy FCP - concrete cylinder strength, i' FCK - concrete cracking stress, fer;takentoequal0.3*;[fj(MPa) FD - concrete principal compressive stress, f d FDT - concrete principal tensile stress, f dt FL -concretelongitudinalcompressivestress,f{ IW - biaxial stress, f, (f g =(t *I' n n TSL - tensile stress in longitudinal steel, f,g h FST - tensile stress in transverse steel, f,g FT - concrete transverse compressive stress, f g GLT - normal shear strain, Y s. gg (j CM - maximum shear strain, Y, g THETA - inclination of principal compressive stress / strain 0 [j[ V - shear stress, v h: 4. The heavy, solid lines shown in the plots represent the predic-O f[. tions of the theoretiesi model. Straight lines are used to connect the discrete data points. f'j.i. 5. The taschanical anchor places abovn in Tig. 3.1 were employed e in Specimens PV8 to l'V30. 7-6. A strong band of concrete around the perimeter of the panels f was employed in Specimens PV10 to PV30. i 7. The date shown refers to the day the panel test was conducted. ( 8. The ' pressure changer' was a hydraulic jack used to obtain h. the hydraulic pressure ratios required for rig to apply I pure shear forces. See Ref. 28 for details. -l-Tha specimen properties and load conditions are summarized.in Table c.1. b h k
4 - 328 - f t g SPECIMEH PV30 seccimrN y a sim I DATE
- August 12-14, 1981.
Il
- C/j If, u
i LOADING: Reversed cyclic shear. d Precracked in bioxial / / %'. '% -)# tension. / r SET-UP : Zurich gauge readings / %* 1 front and back. Direct . [ -s j shear strain reading ] using LVDT and pulley
- [.
~/i system. Load main-n tainer employed. 1 RESULTS: v = 1.55 HPa y y,, O Psi "u 0 *13 #* Lead Stage 1: v=0 Pull-out of shear keys in corner f region. essens SPCtlNEN PV30 tear svot. 2 R MATERIAL'FROPERTIES: .[/ = 19.1 MPa c = 0.00190 y' e o l f = 437 MPa o = 0.01785 i%, g 1 = 472 MPs o = 0.01009 ,O ' I /G / ye t /? Panel reinforced with two velded [J~r 7. i vire mesh screens; 6.35 se dia- ~ ': 'rf / f4-C js'I' [, ' [ ~~ '().l meter wire in longitudinal 'i -s i l direction; 4.78 mm diameter wire in transverse direction; 50 mm 'r t- "Y I grid. Reinforcing mesh heat treated; ductile. Higher strength concrete (29.4 MPa) cast around l perimeter. Normal, high slump v = -7 M8 [ concrete in centre. Panel cured [ 2 days; test begun on 7th day. Load Stage 28: Failure I. i ( l TEST __0BSERVATIONS: S' Panel initially leaded in biaxial tension to 60% of yield in each direction. Loaded in pure shear at 0.69 MPa incressnts, beginning k at 0.36 MPa. Shear stress cycled 10 tinees at each stress level; N ( strain readings taken at peak stress during first and tenth cycles only. First diagonal cracks at 1.55 MPa. At 3.62 MPs. concrete i shoving some local crushing; eracks 0.10 to 0.15 na vide, 50 mm apart; shear-strain hysteresis showing some drift. At 5.00 MPa, concrete severely damaged; sliding shear f ailure imminent. Full-out failura { during second cycle. (} ; i M t
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W SHIELD BUILDING ROOF CHANGES FOR POST 72 HOURS f UPDATE ON SEISMIC ANALYSES 1 Shield building roof seismic models have been revised to include: i 1 Structural changes to PCS tank Increased water inventory in PCS tank 75% snow load as mass Increased refinement in finite element model at air F inlets i i i 3D finite element model (180') including shleid building cylinder fixed at elevation 135'3" i i Mode shapes and frequencies 3D finite element model of PCS tank including water sloshing -- response spectrum analysis 3D stick model above elevation 135'3" Response spectrum analysis 1 l-l l 9 N
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O O PRELIMINARY SHIELD BUILDING ROOF FREQUENCIES FROM 3D FINITE ELEMENT MODEL Old Model New Difference (Hertz) Model (Hertz) 1a Horizontal 4.89 4.68 -4.3% 1a Vertical 6.76 6.84 +1.2% 2a Horizontal 9.10 8.98 -1.3% J FREQUENCIES FROM STICK MODEL WITH " RIGID" WATER MASS OLD MODEL NEW MODEL DIFFERENCE 1a Horizontal 4.72 4.52 -4.2% 1a Vertical 6.78 6.48 -4.4% 2a Horizontal 9.27 8.96 -3.3%
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h h w - ANSYS 5.2 g .1~ 7 MAR 26 1937 y .,,, iii 12:32-54 R 1 0 rrd,i w =QgG.', ;iY..+ia gii=y4 PLCTF NO. 2 k ' '.;I I,i, ! IW,i si8' , miM 12 DISPLACEMENr 15 -t ! '! ! "h; f{, {,g j;ig I'I M' [ 5 . STEP =1 e ' i W.1 TdU ul01L I % *;, i iG SUB =1 .;;*1hm0 d h h 2i: > I* i <,3/i'. !lI N, FREQ=4.683 5 e Q; _i M&3! . FSYS=0 g m ,i q g : fN' l DMX =. 009469 T ru a' b= +ge-4 m g; -ii ~ %iNi!iAe KAh N DSCA=10339 x t;a-, WFAMM%MA XV =.213E-16 @e pgjyyrJ/ r.li y _ t \\% 6l\\%%% yy ,1 8 psyr//WAN Ei & ! M \\\\% W\\MM zy ,o w [*] '. H.' \\
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~ ~~ ANSYS 5.2 br*" .-g n ~- MAR 26 1997 N _j 12:36:25 u . 2 m t
- i PLOT NO.
3 f , f,. j$ l-l DISPLACFMErff ' I ! 'b' l. I ri ,i i i i
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m r., n iti!F i au s , um__n, l RSYS=0 3 .t i u r.r~ u, m,a .wm m-i u- < m i ua.i. a --~i t - DMI =.013883 j MMil' PP//7 G E h n e E Nhr /P s a WA A asmYTAh I DScA*7052 I Wy//Lv /ymfysf// j f M Ma%Y\\ M X XV =.213E-16 ym / MIF56V'/Y/N/.hs' 3 In9\\/\\\\Y\\ l YV =1 8, p ', /yN/ Nf g i W \\WW W N ZV =0 e' y jwj 3 ygy 3 g 4 i.r: __ A VW\\/gjgggygtg DIST=lll5 o 77 y7; 7 -7 au \\ \\^ m._s m mh XF =.121985 p e vy n i ni n i e c z el N EE YF =426
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Puyr NO. 4 M' m 4' ,? 3 4 .iT [ i' i DISPLACEMENT ,i To a fNfl [jf ' I 8 'j l STEP =1 4 E.I .i i u ! SUB =5 ,4 ' g'JEJpf h ! FREQ=8.975 o a 1 'd ! h : U jj [! [i l RSYS=0 [3 ri ~ DMX =.020075 . c ; -- = o. - - -IrYN f M V M,aS _i j yd DSCA=4877 2 1 F!d i n f m, d/ /' lAn e % XV =.213E-16 f = m 1/Xhww YV =1 . p gpff g 'j -- g 9 M % NNm zy =0 /- Ai of Q }w DIST=1102 XF =7.409 ) ,a"M W W i
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===Y. w \\ / Figure 3.7.2-4 (Sheet I of 2) Coupled Shield & Auxiliary Building Lurnped Mass Stick Model (North -South) Revision: 9 August 9,1996 T Westinghouse 3.7-138 e
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y w. :.w-i a e Z . PRELIMINARY SHIELD BUILDING ROOF SLOSHING ANALYSIS RESULTS COMPARISON OLD NEW DIFFERENCE MODEL MODEL 1 Frequency (hertz) 0.1223 0.1378 +12.7% 2"' Frequency (hertz) 0.3588 0.3537 +1.4% Mass Part.1 ' Mode 2902 3308 +14.0% 5 l Mass Part. 2"' Mode 473 504 + 6.6% l % Mass 1 ' Mode 60 52 5 % Mass 2"' Mode 10 8 % Global 70 60 i l l l
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i , o -, 2 PRELIMINARY i SHIELD BUILDING ROOF I FREQUENCIES FROM STICK MODEL WITH SLOSHING OLD MODEL NEW MODEL DIFFERENCE HERTZ HERTZ 1" Horizontal 5.11 4.93 -3.5% 1" Vertical 6.78 6.47 -4.6% 2"' Horizontal 9.67 9.647 -0.2% 2"' Vertical 22.08 21.89 -0.9% i MASS OF STICK MODEL ABOVE EL.135'3" OLD MODEL NEW MODEL DIFFERENCE l Translational 96,195 100,090 +4.0% Rotational About 3.18 x 10 3.38 x 10 +6.3% Horizontal Axis y Through Centroid ll 7 i n l-
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... o ) PRELIMIMARY i SHIELD-BUILDING ROOF REACTIONS AT BASE OF STICK (FROM RESPONSE SPECTRUM ANALYSIS) [5% DAMPING] OLD MODEL NEW MODEL DIFFERENCE Fx (n-s) .473E8 .476E8 +0.6% Fy (Vert) .359E8 .376E8 +4.7% Fz (e w) .466E8 .474E8 +1.7% Mx .703E11 .72E11 +1.0% Mz. .717E11 .736E11 +2.6% I
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