ML20003D502

Reactor Containment Bldg Structural Acceptance Test

ML20003D502
Person / Time
Site:	Summer
Issue date:	03/18/1981
From:	Fulton J, Herr J, Moreadith F GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
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ML20003D501	List: ML20003D500 ML20003D502
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2278, NUDOCS 8103270452
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g STRUCTURAL ACCEPTANCE TEST

'I N I l Prepared for: I SOUTH CAROLINA I ELECTRIC & GAS COMPANY LIL 'g g Gilbert /Cor.;monwealth @ ENENNEERS/COEMILTANTS Reeding,PA/Jeckeen MI !I

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I MARCH 18, 1981 GilREPORTNO.2278 I VIRGIL C. SUMMER UNIT 1 NUCLEAR STATION o PIACTOR CONTAINMENT BUILDING I I STRUCTURAL ACCEPTANCE TEST SOUTH CAROLINA ELECTRIC AND GAS COMPANY PREPARED BY: hl h& G J. F. Fulton bWhh REVIEhT.D BY:y J. C. Herr APPROVED BY: F. L. Moreadith e Gilbert Associates, Inc. P. O. Box 1498 Reading, Pennsylvania I g I a

I I TABLE OF CONTENTS Section Title Pm 1.0 PURPOSE 1 2.0 SYNOPSIS 2 I 3.0 THE CONTAINMENT STRUCTURE 3 3.1 STRUCTURE DESCRIPTION 3 3.2 MATERIALS 4 3.2.1 Liner 4 3.2.2 Reinforcement 4 3.2.3 Concrete 4 3.2.4 Tendons 5 3.3 DESIGN 5 I 4.0 CONSTRUCTION METHODS 6 5.0 TEST REQUIREMENTS 7 I 5.1 PRELIMINARY SAFETY AN/1YSIS REPORT 7 5.2 FINAL SAFETY ANALYSIS RPORT 7 5.3 REGULATORY REQUIREMENTS 7 6.0 TEST PROCEDURES 8 g e.1 eENERAt eeSCR1eT1eN S 6.2 PREPARATION 9 I Geert/Commonweep i

I TABLE OF C9VTENTS (Cont'd) I Section Title Page 7.0 INSTRUMENTATION 12 I 7.1 GENERAL DESCRIPTION 12 7.2 LOCATION 12 7.3 CONCRETE CRACK MEASUREMENTS 14 8.0 AS BUILT CONDITIONS 15 9.0 PREDICTED RESPONSE 16 9.1 GENERAL DESCRIPTION 16 9.2 DISPLACEMENTS 17 9.3 SISTER BAR STRESSES 17 9.4 CONCRETE CRACKING 18 10.0 EVALUATION OF DATA 19 10.1 DISPLACEMENTS 19 10.1.1 General Wall and Dome 19 l 10.1.2 Equipment Hatch Region 20 10.2 SISTER BAR STRESSES 22 10.2.1 General Wall (Table 1) 22 10.2.1.1 Hoop Direction 22 10.2.1.2 Meridional (Vertical) Direction 23 10.2.2 Equipment Hatch Region (Table 2) 24 l 10.2.3 Vertical Tendon 25 l 10.3 CONCRETE CRACK CHARTS 25 10.4 ACCEPTANCE CRITERIA 27 I Gdhart/Cammommesth

I I TABLE OF CONTENTS (cont'd) I i Section Title Page 11.0 STRUCTURAL ACCEPTANCE TEST CONCLUSIONS 28

12.0 REFERENCES

29 I I l I iii

1.0 PURPOSE I This report presents a detailed description of the Structural Acceptance Test (SAT) performed on the reactor containment building I of the Virgil C. Summer Unit 1 Nuclear Station (VCS-1) during December 1980 and January 1981. During the SAT the reactor containment building was subjected to a maximum internal pressure of 65.6 psig. Figure 2 presents dates, times and pressures for the SAT. Conclusions related to the SAT are based on the observations and measurements made during the test and documented in this report. iI l l l l l I 'I Geert/Commoneesth 1 .I

2.0 SYNOPSIS Measurements and observations recorded during the SAT have been evaluated and compared with predictions of the expected structural i-behavior during the test. The data confirmed the expected behavior. It is concluded that the VCS-1 reactor containment building satisfies the requirements of the design criteria. Test instrumentation generally pe.-formed well and most of the recorded data nre considered to be valid. The few minor discrepancies in the data are noted and discussed in Section 10.0 of !I this report. The number of discrepancies was small compared to the amount of the data recorded during the test. There was no evidence of any irrecoverable structural distress during the test. Whitewashed areas and other areas which were inspected for cracks confirmed the predictions that minimal cracking might occur in the discontinuity regions of the containment wall. Stresses and displacements were generally less than or equal to their predicted t 1 i values, thus verifying the analyses performed for the test condition. The maximum displacements measured at points of maximum deflection I l were less than their limit values; hence, the Acceptance Criteria were met. 1 I lI l Gdbet/Commoneese 2 I

I TABLES Page 1 Predicted and Measured Sister Bar Stresses it 65.6 psig I for Cylinder Wall Along 8 Degree Azimuth 31 2 Predicted and Measured Sister Bar Stresser at 65.6 psig, for Equipment Hatch Region 32 3 Acceptance Criteria: Maximum Displacements at Points of Maximum Deflection (65.6 psig) 33 FIGURES 1 V. C. Summer Unit 1 Reactor Containment Building 2 SAT Pressure History 3 As-Built Liner, After Concrete Placement 4 Displaced Wall Configuration at 30 psig 5 Displaced Wall Configuration at 65.6 psig l APPENDICES A Predicted and Measured Displacements t B Brewer Engineering Laboratories Report for V. C. Summer Unit 1 Structural Acceptance Test i i l l I Geert/Commoneene iv L j

I I 3.0 THE CONTAINMENT STRUCTLE I 3.1 STRUCTL*RE DESCRIPTION I The containment structure is a post-tensioned reinforced concrete structure with cylindrical walls, a flat foundation mat and a torispherical dome. The cylindrical walls are prestressed in the ( vertical and hoop directions. Three buttresses, 120 degrees apart, are used to anchor the hoop tendons. The dome is prestresse d using a l three-way post-tensioning system. In addition to the prestress, mild steel reinforcing was placed in the cylind-r and dome. l l The inside surface of the building is lined with a carbon steel liner to ensure leak tightness. The liner shell thickness is for the most part 1/4 inch. The base liner is also 1/4 inch thick. The liner in transition between the base liner and cylinder wall is 3/4 iach thick. Stainless steel is used to line the floor of the incore instrumentation pit (1/2 inch thick) and the walls of the incore l tunnel (1/4 inch thick). !E l5 The foundation mat slab is reinforced with conventional mild steel reinforcing. The mat bears on fill concrete and is 12.0 feet thick with a concrete slab four feet thick above the bottom liner plate. The cylinder has an inside diameter of 126 feet, a thickness of 4 feet and a height of 149 feet from the top of the foundation slab to the spring line. The dome has a major radius of 81 feet 4-1/2 inches, a transition radius of 30 feet and a thickness of 3 feet. Two large openings are provided for access into the containment structure: one is a 16 foot inside diameter opening for the equipment access hatch; the other, a 9 foot inside diameter opening censice win 3 e

I for the personnel loch. Penetrat3ns for =ain steam, feedvater, purge air, other mechanical process piping and electrical cables are also provided in the cylinder wall. l The overall containment geometry is shown in Figure 1. Drawings and a description of the containment structure are provided in Section 3.8.1 of the VCS-1 Final Safety Analysis Report (FSAR). 3.2 MATF. RIALS 3.2.1 Liner The basic liner plate is made from ASE SA516, Grade 60, carbon steel. The stainless steel liner portion is ASE SA240, type 304 material. Thickened portions of the liner at the crane girder and reinforcing around penetrations conform to ASE SA516 Grade 60 or 70. Non-accessible liner seams are covered with A36 steel test channels to per=it leak testing. Carbon steel penetrations sleeves which are less than 30 inch in diameter consist of material conforming to ASME SA333, Grade 6. Carbon steel sleeves greater than 30 inch diameter conform to ASE SA155, Grade KCF, Class 1 (welded). Stainless steel sleeves conform to ASME SA312, Grade 504. I Refer to FSAR section 3.8.1.6.4 for more information. I 3.2.2 Reinforcement Reinforcement in the cylinder, dome, and the mat conforms to ASTM A-615-72, Grade 60. The reinforcement was spliced with Cadwelds capable of developing the ultimate strength of the bars. Refer to FSAR Section 3.8.1.6.2 for more information. I 4 i

3.2.3 Concrete I The concrete mix used in the cylinder and dome was specified to l develop a minimum of 5000 psi compressive strength in 28 days. The specified compressive strength for the mat was 5000 psi in 90 days. l Refer to FSAR Section 3.8.1.6.1, for more information. t 3.2.4 Tendons i The prestressing used for the reactor containment building is the 3nRV system utilizing a maximum of 170, 1/4 inch diameter wires. These wires conform to ASTM A-421-65 Type BA with a guaranteed ultimate tensile strength of 240,000 psi and use the BBRV button head system for end anchorages. Tendons are encased in galvanized steel conduits. Tendons and included anchorages are coated with a temporary corrosion inhibitor for protection prior to bulk filling of the conduits. I Refer to FSAR Section 3.8.1.6.3 for more information. 3.3 DESIGN I The methods and assumptions used for the design of the structure are l described in the FSAR Section 3.8.1.4. l l l I ' I Geert/Commenessta 5

4.0 CONSTRUCTION METHODS I The containment liner for the cylinder and dome was erected independently of placement of the concrete shell. Survey techniques were used to ascertain actual liner dimensions after construction. Reinforcement for the cylinder and dome is located on both faces with tendon conduits in between. Jump forms were used on the outside of the wall to make the concrete placements, which were 10 feet high. Dome tendon conduits (5" diameter Schedule 40 pipe) were pre-bent and sleeve spliced as required to span from one anchorage assembly to the other for each tendon location. Dome concrete was not placed until tendon conduits, trumpets, anchor plates and reinforcing bars were installed. Tendons were stressed after the cylindrical wall and dome concrete had been placed and attained 5000 psi compressive strenth. Vertical tendons were stressed first. The stressing operation started at six positions along the circumference of the cylinder. The sequence of stressing vertical tendons was approximately synunetrical with respect to the cylindrical wall circumference. After completion of the vertical tendons, the dome tendons were simultaneously stressed in groups of three, symmetrical with respect to the dome centerline. Then the hoop tendons were symmetrically stressed. Refer to FSAR Section 3.8.1.6.3 for details of the post tensioning operations. I l \\ Gdbert/ Common eenn 6 'P

5.0 TEST REQUIREMENTS 5.1 PRELIMINARY SAFETY ANALYSIS REPORT The VCS-1 Preliminary Safety Analysis Report (PSAR), Section 5.7.1, provided background information on initial commitments to the NRC on the subject of instrumentation to be used and measurements to be made during the SAT. 5.2 FINAL SAFETY ANALYSIS REPORT Section 3.8.1.7.1 of the VCS-1 FSAR provides a description of fina commitments for the SAT. 5.3 REGULATORY REQUIREMENTS As committed to in FSAR Appendix 3A and discussed in FSAR Section 3.8.1.7.1, the SAT for VCS-1 complies with the requirements of USNRC Regulatory Guide 1.18, Rev. 1(I) However, this Reg. Guide does not provide specific acceptance criteria. The acceptance criteria used for the SAT is that specified in Section CC-6213 of the ASME Code for Concrete Reactor Vessels and Containments (2) I I Geert/C-N 7 I

I 6.0 TEST PROCEDURES I 6.1 GENERAL DESCRIPTION The SAT procedure was developed such that the response of the reactor containment building would be measured as it was subjected to internal pressures from o psig to 65.6 psig and back to 0 psig. The maximum test pressure, 65.6 psig, is 15 percent in excess of the design pressure, 57 psig, derived from the postulated maximum loss of coolant accident. I Pressurization and depressurization of the reactor building was accomplished in ter increments: O psig to 12 psig, 12 psig to 30 psig, 30 psig to 45 psig, 45 psig to 55 psig, 55 psig to 65.6 psig, 65.6 psig to 55 psig, 55 psig to 45 psig, 45 psig to 30 psig, 30 psig to 12 psig, and 12 psig to 0 psig. Incremental pressurization and depressurization during testing was necessary to allow strain gage readings, deflection measurements, and other observations to be made and also to allow for evaluation and comparison of data with the predicted results as a function of internal pressure as the test proceeded. The pressure history and SAT data acquisition levels are indicated in Figure 2. j When pressurizing and depressurizing the reactor cont tinment I building, the pressure change was stopped within -0,'3.1 psig of the l desired pressure level. After the snecified pressure was reached, a hold period of 60 minutes l was required. This permitted strains and displacement to adjust before recording this data. l During the pressurization phase and after the hold period was maintained at a data acquistion pressure level, the following measurements were recorded: a. Cylinder and dome displacements. Geert/Canmennesp 8

b. Strain measurements of reinforcing bars. c. Crack patterns and crack width for whitewash areas. d. General inspection of accessible exterior portions of ci.e structure for cracking and possible interferences. e. General inspection of reactor building interior at the 12 psig l level. During the depressurization phase only items a and b above were recorded. At the final zero pressure level all data was recorded. Brewer Engineering Laboratories of Marion, Massachusetts was responsible for providing and monitoring the instrumentation for the displacement, strain, and crack measurements. A description of this l instrumentation and the measurements and observations made during the SAT are provided in the Brewer Report, which is included herein as Appendix B. l Measurements and observations at each pressure level were compared l with predicted values and evaluated prior to pressurizing or l depressurizing to the next level. Predicted displacements and stresses for the strain gaged sister bars are described in Section 9.0. The evaluation of test results is included as Section 10.0 of this report. 6.2 PREPARATION The installation of all optical instrument targets (scales), direct current displacement transducers (DCDT's), whitewash for crack pattern charting, tapes, strain gages, junction boxes, conduit, wires, readout instruments, instrumenc support structures and I platforms was completed, checked and tested prior to initiating pressurization of the reactor building. GAvt/Cannonuseth I

I During construction, reinforcing bars with shop-attached strain gages (waterproofed) and lead wires were installed. The waterproofed strain gages and the lead wires were protected against damage during 1 construction. It was recognized that prior to the test, when each strain gage is being checked out, malfunction of gages might occur. Therefore, to avoid having to remove concrete to gain access to the gage, two gages were installed at each specified location. The l primary and redundant strain gages were attached to a 4'-10" long #6 i reinforcing bar with 180 degree hook on each end. This bar is called a sister bar. The sister bars were placed at the specified locations after the main structural reinforcement in their vicinity had been installed. !'he cable leads from the primary and redundant strain gages were kept separate to prevent a single accident from causing malfunction of both strain gages. ( Prior to and during the structural acceptance test, the inside air temperature of the reactor building was controlled within 2 F of 70 F. This temperature was monitored for one week prior to and during the SAT. Outside air temperature was monitored for two weeks prior to and during the SAT. The thermocouple locations are shown in FSAR Figure 3.8-32. l lg A detailed test procedure was written prior to beginning the test. A l5 checklist of items which were signed off before pressurization began l included the following: ~ l l t l a. Instruments necessary for measurements and equipment necessary for pressurization of the reactor containment building were available. !I I Gdbert/Commonween 10 l

I b. Auxiliary equipment necessary for taking measurements was available. c. Prerequisite testing had been accomplished. d. Possible interferences had been investigated. Interior temperature of the reactor containment building had e. 1 been stabilized. I f. Accessible exterior surfaces of the reactor containment building, tendon anchorage inspection areas and crack pattern f areas had been inspected for cracks. I l g. Exclusion areas had been established. I I l I l I l I I I Gdturt/CommennesRA ) 11 1

I I 7.0 INSTRUMENTATION I 7.1 GENERAL DESCRIPTION ll Measurement and observation of the behavior of the reactor containment building during the test were accomplished using the l following: a. Displacement measurements 1. Direct Current Displacement Transducers (DCDT's)-52 l 2. Jig transits and scales at 14 locations f b. Strain measttrements I Strain gaged sister bars - 99 !I ( c. Concrete crack measurements Optical comparators, used for the five whitewashed areas d. Miscellaneous 1 1. Multichannel computer based data acquisition system for DCDT's and strain gages 2. Thermocouples The instrumentation and data system is discussed in Appendix B. 7.2 LOCATION The actual locations at which displacement measurements were obtained are identified in Appendix B. For t?m most part, these locations l l Geert/Commonseefth 12

I I agree with those specified in FSAR Section 3.8.1.7, Table 3.8-6, and Figure 3.8-32. The deviations from specified locations were minor with one exception: the scale at location #10 had to be moved from i El. 483'-0" to El. 503'-3-1/2". Four radial and one vertical displace: rent measurements were made at six merdians on the cylindrical wall (see Figure 1 of Appendix B), plus a vertical displacement measurement at the apex of the reactor building dome. Radial, vertical and tangential displacements were measured at six equally spaced and symmetrically aligned points on the horizontal and I vertical center axes of the equipment hatch as identified in Figure 2 of Appendix B. The actual locations agree with those specified in FSAR Section 3.8.1.7, Table 3.8-6, and Figure 3.8-34; however, the orientation of the displacements at each location was changed for the SAT. As a typical example, DCDT numbers 70, 71, and 72 were specified for vertical, radial, and tangential displacements, respectively. This was changed, and DCDT numbers 70, 71, and 72 actually recorded radial, tangential, and vertical displacements, respectively. The data in Appendix B reflects this change. 8 The specified locations of the strain gaged sister bars are identified in Figures 3 and 4 of Appendix B. Minor variations from these locations (of a few inches) occurred in field placement of the gages and are documented. Strain measurements were made at the base, I at four intermediate elevations and at the spring line of the cylindrical wall on the 8 azimuth. Strain measurements were also made around the equipment hatch at four points symmetrically aligned I on the horizontal and vertical axes. The strain measurements were made at three positions within the cylindrical wall: inside face, middle, and outside face. Horizontal, vertical and shear strain in the concrete was measured under the bearing plate of one vertical tendon (see Figure 4 of Appendix B). I i Geert/Commoneeenh 13

I I 7.3 CONCRETE CRACK MEASUREMZhTS I The test program included visual examination of the accessible i exterior concrete surface of the reactor building. The specified locations of areas for L d p:! tern charts are listed in FSAR Table 3.8-8 and shown by FSAR Figures 3.8-35 through 3.8-37. The actual locations are identified in Table IV of Appendix B. In these areas, at each pressure level during pressurization, any observable cracks we.re charted; and cracks equal to or greater than 0.010 inch in width were noted. The areas included the structural l foundation mat and cylindrical wall intersection; mid-height of the cylindrical wall; one quandrant around the equipment hatch; the buttress and cylindrical wall intersection; and one large area including the cylindrical wall, ring girder, top shelf of ring girder and dome of reactor building. The remaining exterior concrete surface which is accessible from existing floors and platforms was visually examined for cracks. l l l E I I t 1 Geert/Cammoneese 14 1

I lt 8.0 AS BUILT CONDITIONS A survey of the "as built" conditions of the reactor containment g building was performed. This included a survey of the liner radius E at the elevations shown in Figure 3. A review of this information revealed no out-of-roundness condition which would affect the predicted structural response. 8 I lI I I I I I 'I I lI I ll Geert/C. fy 15

I I 9.0 PREDICTED RESPONSE I 9.1 GENERAL DESCRIPTION The reactor containment building was analyzed prior to the SAT for the 65.6 psig maximum pressure level. The results were used to obtain the predicted displacements and strains (sister bar stresses) for comparison with their measured values. Subsequent to the SAT, the reactor containment building was analyzed for a steady state test temperature condition of 70 F inside and 45 F outside. These I results were used in the cracking evaluation discussed later. The analyses took into account the actual Young's Modulus (E) of the concrete based on test cylinder results. An average value of E was used: 0 E = 4.0 x 10 psi I The value of Poisson's ratio (v) used for the concrete was: v = 0.17 The properties used for the liner were: 0 E = 29 x 10 psi V = 0.27 Two separate analyses were peuormed. First, the containment wall, ring girder, and dome were modeled and analyzed as an axisymmetric chell using Kalnins' static computer program KSHEL1(3) The results from this analysis were used to obtain the predicted displacements and stresses for all data locations outside the thickened concrae region of the equipment hatch. KSHEL1 had also been used for the original analysis and design of the VCS-1 reactor containment I building. I GeertICommenneenn 16

f I l I A second analysis was performed for the thickened concrete region I surrounding the equipment hatch. Here, the finite element computer program SLADE( was used. The original analysis and design of this region had also been performed using SLADE. 9.2 DISPLACEMENTS For each or *.he 66 data locations, the predicted and measured displacements are compared over the entire pressurization and depressurization range. These appear on data sheets 1 through 66 of I Appendix A. The predicted displacements were obtained from the analyses discussed above. The measured values are those reported in Appendix B. Also shown is a limit on predicted displacement which is equal to 1.3 times the predicted displacement plus an instrument accuracy tolera:tce. Tolerance values used were 0.005 inch for the DCDT's and 0.010 inch for the optical measurements. These values were the pretest estimates, and they fall within the final tolerance range reported in Appendix B. The predicted displaced (radial) shape of the cylinder wall was obtained for the 30 psig and 65.6 psig pressure levels. These results are shown in Figures 4 and 5. For comparison, the range of measured displacements at El. 420, El. 483, and El. 557 are indicated. To supplement these displacements, hoop sister bar stresses at 8 elevations along the 8 azimuth were used to obtain additional radial displacements. This was accomplished by using the stress in each hoop bar located at the middle of the wall, dividing I 0 by 29 x 10 psi to convert to strain, and multiplying by the centerline wall radius (780 inches) to obtain radial displacement. I 9.3 SISTER BAR STRESSES I The predicted stresses in the 99 sister bars were obtained from the KSX L1 and SLADE analyses discussed previously. The predicted I strecses corresponding to the 65.6 psig maximum pressure level are Gdturt / Common =eep 17 I

I I presented in Table 1 for the general wall and in Table 2 for the equipment hatch region. The measured sister bar stresses reported in Appendix B are also included in the tables. 9.4 CONCRETE CRACKING Stress cracking in the cylinder wall and dome, away from the discontinuity regions of the shell, wo; not predicted to occur at 65.6 psig. Any cracks which might appear were expected to be limited to discontinuity regions, and the cracks were expected to be small in I width (less than 0.010 inch) due to the presence of the non prestressed reinforcement. I I I I 1 I i I I I Gest /Crunenesso 18 I

I i 10.0 EVALUATION OF DATA I 10.1 DISPLACEMENTS I 10.1.1 General Wall and Dome The prdicted and measured displacements for the general wall and dome are shown on Data Sheet Nos. I through 30 of Appendix A. In general, there is good agreement between the measured and predicted values. The percentage no?.ed on the figures indicates the percent recovery from the maximum displacement. The "(1)" preceeding the value indicates approximately 1 hr after depressurization to 0 psig. The "(2)" indicates approximately 14 hours after depressurization to 8 O psig. If the "(1)" or "(2)" does not appear, the recovery noted occurs at the I hr time period. The radial displacements at El. 420' (Sheets 1-6) agree very closely. I The largest radial displacements occur in ti.e mid-height region of a the wall (Sheets 7-11). These are includd in the Acceptance b Criteria of Table 3. Here the measured dinplacements are either less than or close to their predicted values and well within their limiting values. The radial displacements in the wall just below the ring girder (Sheetr 12-17) were small (0.05 inches) and generally confirm the pre /.eted values. I The radial displacements measured at the top of the ring girder (Sheets 18-23) were directed inward and were small, being in the 0.010 inch to 0.040 inch range. These compare with a predicted value of 0.002 inch inward. Thus, the inward movement is confirmed, which is caused by ring girder rotation. I Geert /Commanussa 19 i

I I The vertical displacements at the top of the ring girder (Sheets 24-29) are included as part of the Acceptance Criteria of Table 3. Four out of the six measured displacements exceed their i predicted values. Nevertheless, all six displacements are within their limiting values as indicated in Table 3. These four largest displacements may have been increased by the horizontai flexural I cracks in the outside surface of the wall immediately below the ring girder. Refer to section 10.3 for additional discussion. I The vertical displacement measured at the dome apex (Sheet 30) was 0.378 inch, and its predicted value is 0.390 inch. This agreement is excellent and well within the limiting value in Table 3. Referring to the displaced wall configuration shown in Figures 4 and 5, the predicted shape is confirmed by the test data. In particular, the displacements computed from the hoop sister bar stresses are, for the most part, in excellent agreement with the predicted displacements. In addition to the general.ly good agreement between measured and I predicted displacements, the structure recovered well from the maximum pressure of 65.6 psig. Slightly more than one-half of the 30 displacements had recovered 90 percent I hour after depressurization to 0 psig. By 14 hours, 21 of the 30 displacements had recovered 90 percent or more. I 10.1.2 Equipment Hatch Region The radial displacements along the vertical centerline (Sheets 31-36) exceeded their predicted values, but they were generally small, in the neighborhood of 0.050" (except for #55). The data seems to display a somewhat erratic non-linear behavior during pressurization and depressurizatica. This behavior was not generally present in the I cylinder wall and dome displacements. Unlike that for the wall and dome, steel ang'.e frames, 20 feet or so high, were located outside to I Geert/Commonweeth

I E support the DCDT's around the equipment hatch region. The frame members were insulated to minimize the effect of outside air temperature variations which would produce length changes in the members and give inaccurate displacement readings. The insulation l may not have been effective for all members. This is evident in the measured displacements for DCDT #55 on Data Sheet 36. Note that the I pressurization and depressurization values reverse cach other. This trend correlates with the outside air temperature measured during the SAT: I Outside Temperature ( F) Pressure Pressurization (I) Depressurization(2) (2)-(1) 0 47 53 +6 12 40 59 +19 Mg 30 60 34 -26 l 45 43 40 -3 55 37 47 +10 65.6 52 ll 'y The displacements 2.Td temperatures at 55 psig and 12 psig were greater during depressurization than pressurization. At 30 psig, the displacement and temperature were less daring depressurization than l pressurization. The trend is that a temperature increase produced an increase in positive (outward) displacement. Considering this, it is expected that much of the 0.070 inch increase in the displacement lI from 55 psig to 65.6 psig was caused by the temperature increase from 37 F to 52 F. From the above discussion, it can be concluded that the displacements were small, and erratic behavior appears to be explained as thermal effects on the DCDT support frames. The radial displacements measured along the horizontal centerline l (Sheets 37-42) were generally larger, somewhat better behaved, and ,g agree closer with predicted than those along the vertical centerline. l 5 Geert/Commanusse 21

~ -) I I The vertical displacements along the vertical centerline (Sheets 43-48) were well behaved and generally measured 0.070 inches. Three of the six agree very closely with predicted, and the remaining three exceed their predicted values by approximately 30 percent. The vertical displacements measured along the horizontal centerline l (Sneets 49-54) generally agreed very well with predicted. All measured tangential displcements (Sheets 55-66) were small and many were practica11y'zero. Their erratic behavior and increased l rate from 55 psig to 65.6 psig is similar to that discussed previously and is attributed to temperature variations in the DCDT l s'pport frame. 1 10.2 SISTER BAR STRESSES i 10.2.1 General Wall (Table 1) i 10.2.1.1 Hoop Direction i i The largest wall stresses occur in the hoop direction, away from i discontinuity effects of the mat and ring girder. Here, excellent t I agreement between predicted and measured values was obtained for data stations at El. 450'-6" through El. 520'-6". The measured stresses are generally less than but within 10 percent of their predicted values. l For El. 420'-6", the measured stresses in the hoop sister bars l exceeded their predicted values by 40 percent to 104 percent. This difference is due to the discontinuity effect of the mat. A review of the analysis results indicates that approximately 5 feet above this elevation, the predicted hoop stresses have increased to 4000 psi. Consequently, the actual hoop membrane region of the wall appears to start somewhat closer to the mat than the analysis I indicates. Th'.s condition was anticipated in the design, and the controlling hoop reinforcement was extended down to the mat. I Geert/Cammenwese

E I For El. 410'-6" and El. 412'-6", the small values of measured and predicted hoop stresses generally confirm each other, except for gage 74 which appears to be high relative to 76 and 78. For El. 553'-6" and El. 557'-0", the measured hoop stresses indicate somewhat greater bending than the analysis predicts. However, the 8 measured values for gages 88 and 90 appear to be low relative to both gage 86 and to the predicted stresses. I 10 2.1.2 Meridional (Vertical) Direction I ~ From Table 1, the stresses in the meridional sister bars agree reasonably well with their predicted values over the mid-height I region of the wall between El. 450'-6" and El. 520'-6". Five out of the eight measured bar stresses were within 25 percent of their predicted values. For El. 420'-6", the measured and predicted values are practically the same for the bar located in the middle of the wall (gage #167). However, the bending stresses are reversed. This occurs because this I station is located in an inflection region of the wall, and the actual point of inflection is somewhat different from that indicated by the analysis. For El. 410'-6" and 412'-6", the stress condition of compression on the inside face and tension on the outside face exists for both measured and predicted results. The measured stresses are for the I most part less than predicted. 4 For II. 553'-6" and El. 557'-0", four out of the six bar stresses are within 26 percent of their predicted values. The remaining two bars I are both located on the outside face, and their stresses are 76 percent and 115 percent greater than predicted. This stress I increase is probably a result of the concrete cracking observed in the wall discontinuity region within 4 feet of the ring girder. This condition is evaluated in section 10.3. Gert/Cammoneselth 23 t

I 5 10.2.2 Equioment Hatch Region (Table 2) 8 As se en from Table 2, the largest stres ses occur in the hoop sister i bars located along the vertical centerline. These results indicate significant bending which produces greater tensile stresses on the inside face than on the outside face. This condition is also confirmed by the predicted results; however, the predicted values indicate a larger bending stress condition than measured. I The hoop sister bar stresses along the horizont - are generally less than their values along the vertical cente _ine. The predicted I results show the same trend, which is due to the presence of the 16 foot diameter opening. Both measured and predicted results generally indicate significant bending, producing tension on the inside face and small tension or compression on the outside face. For 7 of the 12 bars, measured stresses are either less than predicted or do not exceed predicted by more than 11 percent. The two largest differences occur at gages 102 and 120 and reflect the small predicted outside face stresses, which are associated with the larger bending stress. 5 1 The meridional bar results along the vertical centerline exhibit the previous trend of bending which produces a larger tension on the inside than the outside face. The predicted stresses exhibit the same trend. Eight of the twelve measured bar stresses do not exceed their predicted values by more than 22 percent. The measured and predicted meridional bar stresses along the horizontal centerline indicate that the bending is not as significant as that observed at the other areas around the opening. For 5 of the j 12 sister bars, their stresses do not exceed predicted by more than 22 percent. Considering all 48 strain gaged sister bars around the equipment I hatch, measured stresses were less than or equal to predicted for 16 of the 48 bars. For 30 of the 48 bars, measured stresses did not Geert/ Common =eenn 24 I j

I I exceed predicted by more than 25 percent. The largest sister bar stress was 7805 psi. This would also reflect the largest stress in the main reinforcement, which has a design capacity of 54,000 psi. l 5 The measured versus predicted correlation is not as good for the equipment hatch region as it is for the general shell. This is to be expected since the entire thickened concrete surrounding the hatch is a discontinuity region with large stress changes over relatively l short distances. For this reason, in the design of this region, hoop and meridional reinforcement was provided uniformly over the entire l 1 region based on the maximum reinforcement requirements. 10.2.3 Vertical Tendon Strains were measured in the sister bars located under the upper l anchor bearing Mate for the vertical tendon at the 7 32'02" azimuth (see Figure 4 of Appendix B). The corresponding stresses in these bars were very small (274 psi max), indicating practically no increase in the anchorage zone stresses under the SAT pressure. 10.3 CONCRETE CRACK CHARTS l From section 3.0 of Appendix B (Brewer Report), the only whitewash areas to exhibit stress cracks at the 65.6 psig pressure level are l around the equipment hatch (#149) and in the cylinder wall beltw the i ring girder (#145). Two cracks are reported for the equipment hatch area in Figure 2 of Appendix III of the Brewer Report. Both are 0.005" or less in width, and they first appeared at the 55 psig pressure level. These cracks l are not significant in either size or extent. They were found to close completely at 0 psig. 1 In Figure 1 of Appendix III of the drewer Report, uniformly spaced, I horizontal cracks of 0.005" or less are reported in the cylinder wall region which extends 4 feet or so below the ring girder in whitewash j area #145. A similar crac' ting pattern was observed at the same Geert/Commonwessa i

I I elevation for approximately 120 degrees around the containment circumference. Maximum crack widths of 0.012" were measured. The larger width cracks appeared closest to the ring girder, whereas the width of the crack 3.5 feet below was noticeably smaller. These appeared to be flexural cracks associated with the meridional bending stresses in this region of the wall. I To evaluate this condition, the stresses in the upper region cf the cylinder wall were reviewed for the load combination corresponding to the SAT. This consists of the structural dead load (D); the vertical (F ), dome (F ), and hoop (F ) prestress; the 65.6 psig test pressure y D H (P ); and the test temperature (T ). Temperatures on the containment t surface of 70 F inside and 45 F outside were used. The largest outside face vertical stresses occur immediately below the ring girder. These results are presented below in the order that the individual loads came on the structure. I Load Meridional Stress (psi) Hoop Stress (psi) Sequence Load I.F. 0.F. I.F. 0.F. 88 - 35 23 32 I u 2 F - 462 -730 - 12 - 58 y 3 F - 207 187 30 25 D 4 F - 272 315 -645 -546 H Sub Total -1029 -263 -604 -547 5 5 T - 419 454 -344 363 t 6 P 706 246 425 347 g TOTAL - 742 437 -523 163 I Thus, a tensile stress of 437 psi exists on the outside face in the meridional (vertical) direction. If 6 [ is used for the flexural tensile strength, strengths of 424 psi (f'=5000) or 501 psi (f'=7000) I are obtained. The smaller value is based on the specified concrete I Gdbert/Canonenseen 26

I I strength, and the larger value is based on the tested 1 year compressive strength. From these results, it can be concluded that the outside face vertical stresses were large enough to have either precipitated the horizontal cracks observed or to have opened up pre-existing hairline thermal cracks. Thermal cracks may have occurred during hot functional testing of the NSSS system in August 1980. During this testing, the temperature inside the containment was in the neighborhood of 120 F for an extended period of time. The daily average outside air temperature is estimated to have been in 75 F-85 F range. From an analysis of this condition, a thermal stress of 737 psi in the outside face was calculated. When this value is added to the 263 psi compressive I stress due to dead and prestress loads, a net vertical tensile stress of 474 psi is predicted for the outside face. This value is close to the 501 psi strength indicated above. In conclusion, the concrete cracks observed for whitewash area #145 l were generally small and uniformly spaced over a region 4 feet below g the ring girder. Their occurrence is predictable; they closed upon ! y depressurization to 0 psig; and they did not affect tae serviceability or capacity of the containment structare. 10.4 ACCEPTANCE CRITERIA !I The acceptance criteria is on maximum displacements which occur at lg points of maximum deflection as specified in section CC-6213 of l 55 Reference 2. Points of maximum deflection are: 1. Radial Displacements at Mid Cylinder (El. 483'): Locations 7, 8, 9, 10, and 11. 'I 2. Vertical Displacements at Top of Ring Girder (El. 576'-5"): Locations 30, 31, 32, 33, 34, and 35. 't Gewt/Cammonwealth 27

I I 3. Vertical Displacement at Dome Apex: Location 36. I The limiting or acceptable displacement is specified in CC-6213 as I 1.3 times the predicted displacement plus an instrument accuracy tolerance. The displacements measured at the above locations are compared with their limiting values in Table 3. From this table, it is seen that all measured displacements are within their limiting values. I I I I 5 I I I I ,I lI I Gdbart/ Common =esah 28 5 l I -~,------,,,,--,,-a ,r--

I I 11.0 STRUCTURAL ACCEPTANCE TEST CONCLUSIONS I The response of the reactor containment building to the SAT pressures was reasonable and typical of that observed on other similar I containments. The measured displacements were generally less than or equal to those predicted. The relatively few locations where the predicted values were exceeded have been evaluated and satisfactorily explained. The most significant displacements are those which occur at points of maximum deflection on the structure. All these displacements are within their specified limiting values, thus t satisfying the ASME Containment Code (2) Acceptance Criteria for the SAT. The recovery of the containment structure was excellent and well within the limits of this code. The reinforcing bar stresses were in excellent agreement with their predicted values in the region of highest stresses in the containment wall. In fact, most of the rein orcing bar stress data agreed i reasonably well with their predicted values. This data indicates the i j stresses in the reinforcement were far below their design yield strength. , I Horizontal cracks were observed in the cylinder wall region immediately below the ring girder. These crack widths were small, being 0.005 inch on the average and 0.012 inch maximum, and the l cracking in this region was predictable. The stresses in the strain l gaged reinforcing bars in this region remained low. The stresses l l returned practically to zero and the cracks closed upon depressurization to 0 psig. From these results, it is concluded that neither the serviceability nor capacity of the containment structure l was affected by this cracking. l It is concluded that the structural response of the V. C. Summer Unit 1 Nuclear Station reactor containment building was satisfactory during the SAT and demonstrates its capability to withstand the !I postulated accident pressure loads. Geert/Comenweeu 29 .I

I l

12.0 REFERENCES

I 1. Structural Acceptance Test for Concrete Primary Reactor Containmentq, Regulatory Guide 1.18, Revision 1, December 28, I 1972, U.S. Fuclear Regulatory Commission. 2. Code for Concrete Reactor Vessels and Containments, American Concrete Institute Standard 359 and American Society of Mechanical Engineers Boiler and Pressure Vessel Code, Section III, Division 2, 1980 Edition, including thru Summer 1980 Addenda. I 3. User's Manual for KSHEL1, KSHEL2, and KSHEL3 Computer Programs for the Stress Analysis of Axisymmetric Thin, Elastic Shells; Arturs Kalnins, 1976. I 4. SLADE: A Computer Program for the Static Analysis of Thin Shells, Sandia Laboratories Report, November 1970. I

I

, I 5 l 1 5 I

I I_

I Gdbers/Commoneese 30

W W W W W W W W W W W W W W W W S W W i TABLE 1 PREDIC'"ED AND MEASURED SISTER BAR STRESSES AT P = 65.6 PSIG FOR CYLINDER WALL ALONG 8 DEGREE AZINUTl! Iloop Bar Stresses (psi) Heridional Bar Stresses (psi) Meas. + Heas. + Elev. Gage Predicted Measured Pred. Gage Predicted Heasured Pred. 410'-6" 74(OF) 87 2312 26.5 73(0F) -2059 -1833 0.89 76(M) 87 0 75(M) 2233 1138 0.51 78(IF) 87 21 0.24 77(IF) 6032 2799 0.46 412'-6" 80 145 186 1.28 79 -1160 -1536 1.32 82 232 29 0.13 81 2552 1894 0.74 84 290 106 0.37 83 5829 2375 0.41 420'-6" 166 2088 3789 1.81 165 2117 3483 1.64 168 2083 4263 2.04 167 2987 2886 0.97 170 2088 2929 1.40 169 3799 2449 0.64 45 0 ' -6 172 6757 6322 0.94 171 2610 3072 1.18 174 6757 6056 0.90 173 2233 2631 1.18 w 176 6757 5859 0.87 175 1798 483'-0" 178 6496 6033 0.93 li? 2204 2998 1.36 180 6496 6672 1.03 179 2233 2801 1.25 182 6496 6091 0.94 181 2291 2615 1.14 520'-6" 184 6719 5868 0.87 183 2167 2175 1.00 186 6716 6799 1.01 185 2234 2453 1.10 188 6714 6601 0.98 187 2298 3405 1.48 553'-6" 86 3160 3973 1.26 85 3132 5221 1.76 88 3160 190 0.06 87 3132 3955 1.26 90 3040 -283 -0.09 89 3160 2564 0.81 557'-0" 92 2175 3508 1.61 91 1798 3868 2.15 94 2175 2727 1.25 93 2842 3560 1.25 96 2175 2099 0.97 95 3828 4037 1.05

f TABLE 2 PREDICTED AND MEASURED SISTER BAR STRESSES AT P = 65.6 PSIG FOR EQUIPMENT llATCil REGION ALONG VERTICAL CENTERLINE Iloop Bar Stresses (psi) Meridional Bar Stresses (psi) Meas. Meas. + Elev. Gage Predicted Measured Pred. Gage Predicted Measured Pred. 454'-9" 144(IF) 8265 6721 0.81 139(IF) 2407 2766 1.15 142(H) 5452 5128 0.94 141(M) 1421 1654 1.16 140(0F) 1653 2586 1.56 143(OF) 116 -405 -3.49 460'-9" 138 10208 7310 0.72 133 1218 2084 1.71 136 6902 4903 0.71 135 986 1347 1.37 134 1972 2160 1.10 137 667 170 0.25 484'-10" 132 9541 7805 0.82 127 1363 2223 1.63 130 5597 5592 1.00 129 1015 1236 1.22 128 1334 2643 1.98 131 667 210 0.31 488'-6" 126 8961 6872 0.77 121 1885 2259 1.20 124 5365 4454 0.83 123 1073 1186 1.11 k$ 122 1740 2137 1.23 125 290 -123 -0.42 ALONG Il0RIZONTAL CENTERLINE AZIMUTil 113* 98(IF) 4379 4885 1.12 97(IF) 2117 2520 1.19 100(M) 2494 5543 2.22 99(M) 2204 3058 1.39 102(0F) 725 2571 3.55 101(0F) 2320 3943 1.70 109 -30' 104 1943 2499 1.29 103 2320 2834 1.22 106 667 1032 1.55 105 2059 3322 1.61 l 108 -580 -54 0.09 108 1769 3246 1.83 90 -30' 110 3451 2592 0.75 109 2233 2660 1.19 l 112 1595 947 0.59 111 2204 2975 1.35 j 114 -609 -221 0.36 113 2204 2483 1.13 l 87 116 4959 3904 0.79 115 2088 2440 1.17 l 118 3451 3113 1.11 117 2233 3300 1.48 120 319 1211 3.92 119 2494 4034 1.62 l l

I I TABLE 3 ACCEPTANCE CRITERIA: MAXIMUM DISPLACEMENTS AT POINTS OF MAXIMUM DEFLECTION (65.6 psig) I RADIAL DISPL. (INCHES) AT MID-CYLINDER - EL. 483'-0" I Specified Limiting Location Azimuth Predicted Tolerance Displacement Measured 10 59 0.175 0.010 0.238 0.124 I 11 162 30' O.175 0.010 0.238 0.213 7 243 20' O.175 0.005 0.233 0.183 8 308 0.175 0.005 0.233 0.075 9 347 0.175 0.005 0.233 0.136 VERTICAL DISPL. (INCHES) AT TOP OF RING GIRDER - EL. 576'-5" 30 59, 0.150 0.005 0.200 0.138 31 101 0.150 0.005 0.200 0.197 32 162 30' O.150 0.005 0.200 0.179 8 33 243 20' O.!50 0.005 0.200 0.174 34 308 0.150 0.005 0.200 0.137 35 347 0.150 0.005 0.200 0.182 VERTICAL DISPL. (INCHES) AT DOME APEX se

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 2 LOCATION NO. 2 CHANNEL NO. 2 INSTRUMENT NO. ELEVATION 420'-o" AZIMUTH IOl* DIRECTION R A DIA L. g I 70 i ' > 'iii,i l!I l4 Jt. tll l i l l jj g f.3 ; < PR E DiC} El 9 TOL Iij 'T f j ~i] ~~ ~ ~--]' t ], i J m. i l l l im iM I !i ! ll l ii li il l j l h F T ~-( Ti- ~ ~ 7 7 i m J; m u !,n 50 i ni

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 3 LOCATION NO. 3 CHANNEL NO. 3 INSTRUMENT NO. F' EVAT I ON 420 '- 0" AZIMUTH 'G 2 36' DIRECTION R Aoi AL g I I III i il l1 I. i ; i Eb + T01.. ' l j; l iei PCEbif l; { l 1, 3y I ,T ~ ~ l { } .' ; r if .i., I I II' I 60 't!.!;' lll' !ll ' l! l l 7N l u a nii ,u;.

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I CONTAINMENT LOCATION GEN ER AL WALL DATA SHEET NO. 4 LOCATION NO. 4 CHANNEL NO. 4 INSTRUMENT NO. ELEVATION 4 2 0 '- o AZIMUTH 243

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I CONTAINMENT LOCATION GENEAAL WA L L-DATA SHEET NC. 5 LOCAT10N NO. 5 CHANNEL NO. 5 INSTRUMENT NO. ELEVATION 4 20 '. o ~ AZIMUTH 308 DIRECTION m /A: I 70 titivi,I.ililI lji 'i.ie i., j i,< g f i, N.Sl r PREDICTED +;[m N., hu, [I' l DL i i l t I i ,I Il i' 'I' I 60 ,a

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. G LOCATION NO. G CHANNEL NO. G INSTRUMENT NO. ELEVATION 420 '- o" AZIMUTH S47* DIRECTION RAOI AL I I 70 1, )..ie ! ii i it 4,i.:...: l,!I i! PREDICTED ?TlOL'.I ': I iI,l1.3 l -l ' I ! ! !.i l

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[ t lI CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. '7 LOCATION NO. 10 CHANNEL NO. INSTRUMENT NO. 4ea ~. o ~ (spec.) 5 9 *(S PEC.) ELEV AT I ON 503'-3'r" pcN AZ I MUTH 57 43'( ACT.) DIRECTION RADIAL 70 I i' i l l:lij j;- i i liigliti !lI;ll l! 7ll'flEgi.'- ~ ** I[i I! ; l f IU /~~ i b .I 1; ji l, ~ i l l.. l i '. 6 i i 'i, i + I i! I l' 'ie i l d j ll l l1i i g iiii ii:i iii i. ii! i il u i

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CONTAINMENT LOCATION GEN E A AL WALL DATA SHEET NO. 8 LOCAT10N NO. II CHANNEL NO. INSTRUMENT NO. _ 16 2 *30'( SPEC.) ELEVAT10N 4 e s '- o " AZ I MUTH I.,60*48'( AcT.) D I RECT I ON R AD1 AL I 70 i i e l -l l!' I,Ii3 x .ii.i.iiii1 i,. i.i { i I PREDICfED; 4! l i jit,;' t i t i O65.6 il::: ,I

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I CONTAlh' MENT LOCATION G E N E A A L WA L L DAiA SHEET NO. 9 LOCATION NO. 7 CHANNEL NO. 9 INSTRUMENT NO. 4 8 3 '- C " ' S P EO.) ELEVAT I ON 485'-6" ( AC7J AZIMUTH 243 20' DIRECTION RADIAL g I 70 m i gl m' @u o

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I CONTAINMENT LOCATION GENEAAL WALL DATA SHEET NO. 10 LOCATION NO. 8 CHANNEL NO. 10 INSTRUMENT NO. 4 83'- O"( S PEC. ) ELEVAT I ON 485'-6"(ACT.) AZIMUTH 308 DIRECTION RAD I AL g I 70 j :1l3 n i ljlli' e,j, -l}i llll l: ii . i i i j ICT iii iii AED Eo'+To't i i' I l ili !!ij i ! i i >l !I' I I' 60 i :li li I: ll--l l PRED C7EO '!'lj < ii .lj lI l.jjli ,i l

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. II LOCATION NO. 9 CHANNEL NO. II INSTRUMENT NO. ELEVATION 483'-O" AZIMUTH 347 DIRECTION A ADI AL I 70 l jYf[T{iihllill! U S T T ~~ ~ I, ': ' i ' ; ' : !j i 60 i:: ot,'il ii i 'i t I i ji .: l ' /l j, l. lil! !lll IIj! '{ lli ~,. i i ' l i ! :ll ! ! l l l i 1TTi M fj! !.l!'- 'C b i 17 ' t i i; i-i o m i i i :... .u i q 50 ..'.1it I' I i l l1 i i

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i CONTAINMENT LOCATION GENEAAL WALL DATA SHEET NO. 14 LOCATION NO. 84 CHANNEL NO. INSTRUMENT NO. iaa* SO'(SPEC) ELEV AT 10N 55 7 '- 0" AZ IMUTH IGo* 48'GC7) DI RECT I ON RADIAL I I 70 I!llM;'l*' 1.bi E'E EldhNd'+kdb l'lll II ! .ljl' I O l i i i ,j 60 h-I I I i 'ii lf' lI h ll I! l !l j!,l I g h k; ' bl l ri gh -- p 1 j it i . i i;>

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1 1 l CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. is E l -a LOCATION NO. 15 CHANNEL NO. INSTRUMENT NO. 243

• 20'(SPEC) l ELEVATION 55 7 '- o" AZ I MUTH 245* ao'(AcT) D I RECT I ON RADIAL l

I 70 i T.iij! I ~

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I

CCNTAINMENT LOCATION GENER AL WALL DATA SHEET NO. 16 LOCATION NO. 16 CHANNEL NO. INSTRUMENT NO. 508'( S P EC ) s ELEVATION 557 -O: AZIMUTH 306*ia'( ACT.) DI RECTl 0N RADI AL g I 70 ,,,,,,,3 I l ~, I b .F;r--9 i [M - i i

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l ) 'I CONTAINMENT LOCATION GEN ERAL WALL DATA SHEET NO. 37 LOCATION NO. I '7 CHANNEL NO. INSTRUMENT NO. n 34 7 (SPEC.) i ELEVATION 557,-0 AZIMUTH 348*42'(Acr.)DI RECTl0N RADI AL 70 Ki\\ ' MHM@T W M-W IT.,7 7 i!m,' T i ,i ji.! I,; i t. i 60 'I

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CONTAINMENT LOCATION GE NERAL WALL DATA SHEET NO. 38 LOCATION NO. I6 CHANNEL NO. INSTRUMENT NO. 59'(SPEC.) ELEVATION 5 7 6 '- 5,, AZ lMUTH 57*43'(ACT-) DIRECTION RADI AL (TOP OF RING GIRDER) I 70 } l l TT,. { .;I-[ ~jf i~~ l ~~ ll:{~j' ] ~ ~ ~ I i il il.lll! llli!'i I I i 1 ..; i 1. iii iiiii 60 3'..,- i i i i m PREDICTED t I ji i j I lj i i I I~ } I <,..moHn, i; t n ,u. 1 50 ,i ~ " I"I T II"' ~~ ~I ~l; ' ' ~ ~ u wl w

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l ll! I li!'.i!! lll l

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CONTAINVENT LOCATION GENERAL WALL DATA SHEET NO. 9 LOCATION NO. 19 CHANNEL NO. IN;TRUVENT NO. ELEVATION 576'-5" AZiWUTH 101 DIRECTION R ADI AL I (top GF RING GIRDER) 70 !!.i. 3I!i M i 4l3p PREDICKEg g%, l ,ol tll 4 o',j.g( i o. ~' ' i i .m. { l' I .' i i

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CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 20 LOCATION NO. 20 CHANNEL NO. INSTRUMENT NO. is 16 2*30'( SPEC ELEVATION 516-5 AZ!MUTH 160'48'( AcT.h OIRECTION R ADI AL (TOP OF RING GIRDER) 70

ll ;!wW @+T[M I &

I D ji* . R l! j [ !' lul uufT

o i'.

l i lol i,n iI ,ji nii,. L '\\ 2; j.ilt. ,iiiii PREDI CTED' l j 1 g b -~ b, hi~ ~ i T-' i_ln: o.. [ ',, Il l. l l6 I ,ii(.t g f Wl gl!f el e i ir i j. b .I f. - li l ,j i6 '!I l-I .1 i 40 i l Il ! l.l 'E i.! l l '!!l il! .i! l i li: I i g 35 3; l g ,;j l li, 4_i l j ll lj is l = g i i __. 4 __ ri ';>l! ll m >l 4 l I i J. : i I 25 ,i j l I 'I I I l!!l l l s s, b 20 l l l .-l !'l }l !,,=, 1: 'i ,I i i! I 'l I!I! )l 15 lli li lili il li1 ll l lIll I i 'Lj.TITT i !! O i t ';;i-! tT iT TT i iiT -T-T TI !i i i: Ti .iii i: l !' i;j l I li ll lll l l, ! i! 1 l l ilE ll l! !i i !! il i l!I l -0.I 9~l/oi.0 0.1 0.2 0.3 0.4 0.5 91SPLACEMENT (INCHES) l l l

CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 21 LOCAT10N NO. 2I CHANNEL NO. INSTRUMENT NO. 243*20' SPEC. AZIMUTH 245 20'((AcT.)) DIRECTION is ELEVATION 576 -5 RADI AL I (TOP OF RING GIRDER) I 70 -l'l,,ll + 7[bI PhEdl2ikb!l+fdlb. I I lfl' I l l 1 L': ' d j ' yI t i' l'p liI! (59 n-r- - 1. l, l l! !!!! t .l!! ll!!li I i i 60 - l!!

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llll lll i I i' iiril' l I'

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i

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CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 22 LOCATION NO. 22 CHANNEL NO. INSTRUMENT NO._ 308'(SPEC.) ELEVATION 5 7 6 - 5,, AZ IMUTH 306*18'( ACT.) DI RECTI ON RADI AL i I (TOP OF RING GIRDER) l 70 ii l I. NEDI dh I %g!lh y [l lv y'yMddl llVll l l Tl W ! Wi; i i, h, ii!.R l i

ii i PREDICT;ED...

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CONTAINMENT LOCATION GEN ER AL WALL DATA SHEET NO. 23 7 LOCATION NO. 23 CHANNEL NO. INSTRUMENT NO. 34 7 *( SPEC.) i ELEVATION 576-5.. AZlMUTH 348*42'( AcT.) DIRECTION RADI AL (top CF RING GIRDER) l I 70 % TOb lll l A l'.S x PRED I d.b !lill j j ll ! I jfl~Y ]~ ~ i.i i i i! !IL i 'i 5t } ', I I I I I i II IIII , g' 60 I

Illl -l

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E ''6il ! Illillli!i I!!! Illl i Il l I g l t i 'g T: l'! jl I N j l!I j l !Ii '! 'l I' I l 50 -L- ' A l.i,j l 7-lq l '.l! l 1 40 i i i lll: il l! i i: I ll c.s I n. l} ll'l1 il ii l i g 35 ,l p'ji

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.l CONTAINMENT LOCATION GEN ER AL WALL 24 DATA SHEET NO. LOCATION NO. 30 CHANNEL NO. 24 INSTRUMENT NO. ELEVATION 516'-5" AZIMUTH 59 DIRECTION VE RTI C A L I (TOP OF RING GIRDER) 70 b ~l ; l,l I!! p l[3 E PREDICTED H g,,o, U.! ~F i j, i lt j. I; l 1 i.) lti !!/ il ll, !!!j'i, i

I

!ll 60 i Iill I tillli i 'lljj ij: illi lI l,I,jj !';; i ll 'l'l jl' j yAEDICTE D i i 'T ~' i i

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CONTAINMENT LOCATION GENER AL WALL DATA SHEET NO. 25 LOCATION NO. 3I CHANNEL NO. 25 INSTRUMENT NO. es IO l*(S PEC.) ELEVATION 516,-5 AZIMUTH 99'is'( AcT.) DIRECTION VERTI C A L I (TOP OF RING G!RDER) 70 !,' 4,,, 4.,,, H,,, H,, e,,. i %,,p!!Id!il,l. m I 8 i i,m !r i1 i o ,,o'/l'fI' e, ! j PREDicTEDFl 4li l j' !.'ij .!llllI li!It'

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l i I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 26 LOCATION NO. 32 CHANNEL NO. 26 INSTRUMENT NO. ILEVATION 5 7 6'- 5" AZIMUTH 162*30' OIRECTION VERTICAL I (TOP OF RING GIRDER) l E 70 ii;Iiil jii! !' Il l Ml!.'s' k skdolcydbyydli. i I Iii lI ! ','p [II~ f N~fif~I i I I I 60 !l' PRED'I'CTND l 1 l I h, d-l1. l,, 1 I @ iM'II!!!MhlQl/I l, ll;.,' l, I ,ii t I !!it i! i::: li

12

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I CONTAINMENT LOCATION GENERAL WALL 0ATA SHEET NO. 2.7 LOCATION NO. 33 CHA*!NEL NO. Il INSTRUMENT NO. ELEVATION El CY 6" AZIMUTH 143-20' DIRECTION VERT \\ C AL (TOP OF RlNG GIRDER 3 70 i!i. i g; i l i i i j P REDI CK,ED, +i i i i i,. iiiiiij.iiiii i l l' i ll i lI j I l,.R' *i J-7, TiO L:.. l b

i

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 26 l LOCATION NO. 34 CHANNEL NO. 7 6 INSTRUMENT NO. EN-Y AZIMUTH T DIRECTION VERTI C AL ELEVATION (TOP OF RING GIRDEQ 70 ( ~~ l I]i~~ I~ ? 7'!l i i l !j!. 5 jilllll i ! I' I I I 60 i

ill llil ill!!

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I CONTAINMENT LOCATION GENERAL WALL DATA SHEET NO. 2.9 l LOCATION NO. 36 CHANNEL N0. 7 9 INSTRUMENT NO. 5 %'- 5 l ELEVATION AZIMUTH 30 DIRECTION NIERTI C AL (TOP OF RING GIRDER) 70 +l! l y-l.N P REk', lCk,ES h 7;0L!.i '.i p

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1. i 0

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l I CONTAINMENT LOCATION DOME APE % OATA SHEET NG. 30 I LOCATION NO. 36 CHANNEL NO. 30 INSTRUMENT NO. ELEVAT10N DOME APEX AZIMUTH N/A OIRECTION \\lER.T I C A,L I 7o j l t i.:! I i il e ji

iisti: ii'iiiiiiij I B;)l.jyREDI ETjED+TOL c lt 3

t N! j'.[~. q{ {ll I ~ iT 7 ,i m ! ld.I ' ' I I / Ii I 6o ,lll:. !'Il (( j l O Nh liTr i h' ~- nTFlho:. i

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I CONTAINMENT LOCATION EQ U I P. O PEN I N G DATA SHEET NO. 3I LOCATION NO. 70 CHANNEL NO. 43 INSTRUMENT NO. ELEVATION 452'-6" AZIMUTH 101 DIRECTION RADI AL ( VE RT.C.L.) 70 I. E 4 f I .II:l EI li l 1 l I !ll PREDICTE D. i i Il q II 'll'I III L I 60 041' i l; g l l ,,1 q_ __J. i h i l i i i ei 50 i g J_,.__ p_ l I u! I, i a iI i eil !i'..;i G r; l l Il = as t 4 i o m e I v> m n. i 3 ; i 1 l 25 I j. l'. I I.t i I. 'l l j' 20 1 1 d i5 I lh ill l I il i l I I I I 1 Iil I lijl 0 ii( in l i i ii ii i i a n ni l io i uiT~ l T i l 5 l i Ii 4 o -0.1 0.0 89 /o 0.1 0.2 0.3 0.4 0.5 .I DISPLACEMENT (INCHES) I lI

CONTAINMENT LOCATION EQU I P.O PEN I N G DATA SHEET NO. 32 LOCATION NO. 67 CHANNEL NO. 44 INSTRUMENT NO. ELEVATION 458'-6" AZIMUTH 10I DIRECTION R ADI AL I (V ERT. C. L. ) I 70

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CONTAINMENT LOCATION EQUI P.OP EN IN G DATA SHEET NO. 35 LOCATION NO. 58 CHANNEL NO. 47 INSTRUMENT NO. 1 ELEVATION 486'-6" AZIMUTH 101 DIRECTION RADI AL lb ( V E RT. C. L.) 70 ! l ! l l I thl.3 x;PREEDih.TED h, {,,0hl l I, I,,,,,, t l -~!'j j l .~ ^j j7 ~ i IM i ll H. i! I hi NM i. 60 '/ -Hp,' f n!h u l L'i j lM a l ,g n-1 W l i i i i i w. 'i 'k i ll l l i l t ! 1 g _.4g a p j'.p,_ u_. __ _ N I 1- .[ i e t "O -o . i i l-j i i ji il l !i..: !,li i l i'l i ,i w 35 j j

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'I CONTAINMENT LOCATION EQU I P. O P EN I NG DATA SHEET NO. 36 LOCATION N0. 55 CHANNEL NO. 48 INSTRUMENT NO. ELEVATION 492'-6" AZIMUTH 101 DIRECTION R ADI AL I (VERT.C.L.) 70 x ',P R D ICT E Kod Y hi kl, t rl l! g I O T ; h;- ./,f [>c i i o o ul ill! ni I l ! /i l ill1 % t/' II l l Hi hi !'u l u i #- N !l %l nT i o 4 i 50 I g' 'i n',' n i o i j !'n I' ,l iid I l l'll i lj t' j,

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W I CONTAINMENT LOCATION EC U I P. O P E N I N G DATA SHEET NO. 31 LOCATION NO. 37 CHANNEL NO. 49 INSTRUMENT NO. ELEVATION 4 12'-6" AZIMUTH __. DIRECTION RADI AL I ( H O R I Z. C.L.) I 70 1 i i j; i i ji liaisilielii TO Ll.l !! lii pllg I.3 x qREDl;CTE l I i

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t I CONTAINMENT LOCATION EQ U I P. OP EN I N G OATA SHEET NO. 38 I LOCATION NO. 40 CHANNEL NO. 50 INSTRUMENT NO._ ELEVATION 4 7 2 '- 6 AZIMUTH DIRECTION RADI AL I ( HO RII.C.L.) 70 9 ! % W l ! l i W M M H a 6 W H 9 0 l l l hl I'~ !m 'ii !'i 'i-i j j j 7 ~I j PR ED ICTE D ---l e. : i l. 1 ll!! l i Il ! I I !I ! i 'I' I 60 i,l' ! !jl; .. I ' l! ! ' l I ,j'!!!

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I CONTAINMENT LOCATION EQul P. OPENING DATA SHEET NO. 39 LOCATION NO. 't3 CHANNEL NO. St INSTRUMENT NO. 472'-6" AZIMUTH DIRECT'ON RADI AL ELEVATION ( MOR17. C.L.') 70

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I CONTAINMENT LOCATION EQUlP. OPENIN G DATA SHEET NO. 44 LOCATION NO. Cc 9 CHANNEL NO. S CO INSTRUMENT NO. ELEVATION 458'-6" AZIMUTH 101 OIRECTION VERTIC AL I ( V ERT. C. L') I 70 ,,,,$1CTED'k,TodI I! lI l l Il!l I -l. ret l @ ll',$ll;,'y'g l' l hit l PREDICTEDS fa!,.li li 't i i

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I CONTAINMENT LOCATION EQUtP. OPENIN G DATA SHEET NO. 45 LOCATION NO. GG CHANNEL NO. 57 INSTRUMENT NO. ELEVATION 464'-6" AZIMUTH 101 OIRECTION VERTI C A,L I (v ART. c.L:) 70

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I CONTAINMENT LOCATION EQUIP. OPEN I NG DATA SHEET NO. 4G LOCATION NO. G3 CHANNEL NO. 66 INSTRUMENT NO. ELEVATION 480'-6" AZIMUTH 101 DIRECTION V ERTIC AL ( v ERT. C.L.) 70

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I CONTAINVENT LOCATION EQUIP. OPENING DATA SHEET NO. O LOCATION NO. G30 CHANNEL NO. 53 INSTRUMENT NO. ELEVATION 486'-6" AZIMUTH 101 DIRECTION VERTIC AL (VERT.C.L..)

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CONTAINMENT LOCATION EQUIP. OPENING DATA SHEET NO. 46 LOCATION NO. 57 CHANNEL NO. Go INSTRUMENT NO. ELEVATION 492'-6" AZIMUTH __lOI DIRECTION VERT 1 C AL (V ERT. C. L.) 70 .i i l ji ii.iii iiii 1.?>t dPREDjlqED;o+ TOL; I. Ul. I.! !l l l, b i,, N j.l., MEDICTED C ' .N 1f i I m!! . l!! l I lli i!'i iil !. l..! ,f l I I 30 il'I l!t'i 7 i li'l. i j 'i i i / @ --y u! l L -- ; f. j Li

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CONTAINMENT LOCATION EQUIP. OPENING DATA SHEET N0. 49 LOCATION NO. 39 CHANNEL NO. Gl INSTRUMENT NO. 47 b* AZIMUTH DIRECTION VERTICAL ELEVATION ( H ort 2.. C.L.') 70 REDIC TEd,4Tod! l 1 , ll,, h

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CONTAINMENT LOCATION EQUI P. OPENING DATA SHEET NO. 50 LOCATION NO. 41 CHANNEL NO. Col INSTRUMENT NO. ELEVATION N-I AZIMUTH DIRECTION VERTI C A,L I (HO Rt 7. C.L.) I 70 /l l i tl' 1b i@i i j t iEDI CTEb l l70L. !li ,li ij itti ,lli! ii i l .iiiI l ? l lk l + 7' j

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1 I CONTAINMENT LOCATION EQUlP. OPENIN G DATA SHEET NO. 61 LOCATION NO. 45 CHANNEL NO. Co3 INSTRUMENT NO. ELEVATION NI AZIMUTH DIRECTION VERTIC AL ( HO R17. C. L.') I 70 '.l.l i!. ! jIi! f l hl!.3 i. RdD,I.NS. D. I k h, O,L.!,!i'!;! I N:. I t .i I 5 'Ii l lIll ll l l il!,'lll I l .Il II Is! !!I, ~PREDICTEDQ } li>> l1 liliil l l ii! t i .i,,,i 60 l l f! I' !i,i I'l I: C Nl, $l 1%v hl i @ d,3 rr i ! a. W,, ! ! i, ihi m i .ii, i 50 l' at l, !'jj j i

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CONTAINMENT LOCATION EQUIP. OPENING DATA SHEET NO. 67-LOCATION NO. 46 CHANNEL NO. G 4 INSTRUMENT NO. ELEVATION 477 ' N AZIMUTH DIRECTION V E RT l C A.L ( HO Ri?.. C. L.') 70 l

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I CONTAINMENT LOCATION E Q U I P. OP EN I N G DATA SHEET NO. 56 LOCATION NO. 68 CHANNEL NO. 32 INSTRUMENT NO. ELEVATION 458'-6" AZIMUTH 101 DIRECTION TANGENTI AL I (V E R T. C. L.) 70 !l l I ll l l'lli i[!l'l!,l l l j l N-l ,p in- !'ljj!1,ll' l i l t' l ii I II l 60 ,lil :l ;jl 11 ,illiitti j jj' : tiil ,2.: i t !qREDICTED 1 t' _J4l,.L ,i _! p_1 l i g g _ u. w 4 - ,:i .i i i. i',' I, i i !! li l l 1, l 'li.' 4 50 -jill li 'i i 'iii .l!!!! t l! l lI 1 i'i t I i 0 g g S I! 40 fi!!'lll l l l! E i ii i i il'll Lu 35 ll I l!, I i; I m ii' l ll; l I t i i m 1 fI i! l l ~ M i i y@ -f T!t 7-! p'.- i -- i !i li l;'it! i I i. a. i

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CONTAINVENT LOCATION EQU I P. O P E N I N G OATA SHEET NO. 57 LOCATION NO. 65 CHANNEL NO. 33 INSTRUMENT NO. 464'-6" AZIMUTH 101 OIRECTION TANG E NTI A L I ELEVATION ( VE R T. C.L.) ,l 70 -l' ' ; ; NlI!!l} l'I I I! l i II l ll lj!!!' !~! I i .. ', d, i : - N- 'h;,!,'ir-h i. ,,i i i I 60 ..'(.,. i. h. !j! 1.ii

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CONTAINMENT LOCATION EQ U I P. O P EN I N G DATA SHEET NO. 59 LOCATION NO. 59 CHANNEL NO. 35 INSTRUMENT NO. ELEVATION 486'-6" AZIMUTH 101 OIRECTION TANGENTI AL ( VE RT, C.L.) 70 y l i l! I iljl li jl ! ll'! l lI lIlI !!'I ;

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l 1 l CONTAINVENT LOCATION EQ U I P. OPEN I N G DATA SHEET NO. 60 LOCATION NO. 56 CHANNEL NO. 36 INSTRUMENT NO. ELEVATION 492-6" AZIMUTH 101 DIRECTION TANGENTI AL I (V ERT. C.L.) l 70 "%.ijilllI:Ml L, ! r-kl l fnIl!-hl!!'li,! I!l I I l l i'. ll (B ~~ i,, l' li i i i l PREDICTED l ll ii i' i r i1'5 4-.J ! l .2 50 o, nu. I i oin I!, u u, I i l I; i ll i I i l i N- -L Q I, i i i i i!'j i l I, I l l ll 4 l' I i c.o 40 E ,I l lll l l 'l l I l 'lli' I i li l n, 'l i I ' I w 35 m 'i I i I, l l l l d l l; l 'l l 't Oso ', 4ll l i ' i !I l 6 i li i;l! m i 25 io i i i lt lo i f, !'l' i } i 20 j i l ,i i i.'l i ' ', ' ' li i; 1 ij 1 i l j i ; .i i' i g i, 15 i O !l!l l!l! lll ! ll ll ll lll l l !' ! r Tr ? m! it iu' iii i ii is i i: i. i ll \\l Il 'l i tl , !' ' llI!i ili H I!' i h h i 5 ll l1, l.. ( Ii '8 'i l i i , lll i Ii! l'J ll i it i i 0 -0.1(I)45' mod (2)70%.1 0.2 0.3 0.4 0.5 0 l l OlSPLACEMENT (INCHES) 'I I

CONTAINMENT LOCATION EQUIP. OPENIN G DATA SHEET NO. GI LOCATION NO. 36 CHANNEL NO. 31 INSTRUMENT NO. l ELEVATION 47 7'- G" AZIMUTH DIRECTION TANGENTI AL ( HORi ?.. C.L.) I 70 ,i,,,,,,,,,, b5.6 - *.1 I 7 l -;l l!I j v!!! m ! 'i !i; i I II 'i' I 60 h t-- d M

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CONTAINMENT LOCATION EQU I P. 0 P EN I N G DATA SHEET NO. 64 LOCATION NO. 47 40 INSTRUMENT NO. _ CHANNEL NO. ELEVATION C 2 '- 6" AZIMUTH DIRECTION TAN GENTI A L (HOR:Z.C.L.) 70 l (B M Mll! i ll lI: ; l f d ji,ll1lNdL.iMlll!!' I!.' ' A Nd.C/I'cfEb'+ l I t 3 i-2 i I i'; i e l. l' l;i l i IIl

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CONTAINMENT LOCATION EQUIP. OPENING DATA SHEET NO. 65 LOCATION NO. 50 CHANNEL NO. 4l INSTRUMENT NO. ELEVATION 472'-6" AZIMUTH DIRECTION TANGENTI AL ( H O R I Z.C.L.) I 70 h-I h '- l l'1m., i ' I ,c 7Il I n,m l 'ti i i iii i I 'I 60 .il ej ! 'ii ll. 1

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I I ERRATA stEET FOR APPENDIX B I 1. Text page 3, Figure 1 Some of the elevations for the sister bars are incorrect: 420' should be 420' o;' l 450' should be 4c3' l 450'-6" should be 520'-6" 2. Text page 17, section 2.2.9, 1st sentence I "The six crack pattern areas..." should read "The five crack pattern areas..." 3. Text page 20, section 3.2.2, 2nd sentence " Cracks of 0.005 inch in width..." snould read "At 65.6 psig cracks 'f 0.005 inch in width..." 4. Text page 20, section 3.2.2, 2nd sentence j ...see Appendix III, Figures I and 2." should read "see Appendix III, I l Figures 1 and 5." l S. Text page 34, section 5.1 The name of Mr. J. C. Herr should be included in the list. 6. Appendix II, page 7, under heading " Sign Conventions" " Radial and Vertical Growth: + ve" should read " Outward Radial and Upward Vertical Growth: + ve" l I I lI e de

BREWER ENGINEERING LABORATORIES..m-x u I V. C. SUMMER NUCLEAR STATION UNIT NO. 1 REACTOR BUILDING STRUCTURAL ACCEPTANCE TEST RESULTS I I i I % s i .l frL8 cpg l ~ ~ 1 thlE q~4 _x)v?pS ~ I %/ f I I Written By Approved By QArif k' M Hemant S. Limaye LaVerne F. Wallace I , _ ar,so. 1ee1 I eos' oe"ce eox 88 ' "^e'o" "^ss c vse"s o2788 ' re'ee o~e e> z-748-o'o2

Report 720 I - TABLE OF CONTENTb - Item Description Page ABSTRACT. D

1.0 INTRODUCTION

1 I 1.1 General. 1 1.2 Reactor Containment Structure. 1 1.3 Test Measurements. 1 1.4 Containment Pressure Test. 2 2.0 PROCEDURE. 3 I 2.1 Measurement Locations. 3 Table I Measurement Locations for Radial, Vertical, and Tangential Displacements. 4 I Table II Measurement Locations for Vertical Displacement (Invar Tapes). 5 Table III Measurement Locations for Optical Scales. 6 I Table IV Locations for Crack Pattern Areas. 7 Figure 1 Developed View of the Containment Showing the Measurement Locations. 8 Figure 2 Deflection Measurement Locations at the Equipment Access Area. 9 Figure 3 Sister Bar Locations at the Equipment Access Area. 10 I Figure 4 Sister Bar Locations at 8 A zimuth. 11 2.2 Sensor Instrumentation and Installation Techniques. 12 Figure 5 Typical DCDT Installation. 13 I Figure 6 Taut Wire Assembly. 15 Figure 7 Invar Steel Tape - DCDT Mounting Arrangement. 16 2.3 Recording Instrumentation. 17 I 2.4 Test Procedure. 18 2.5 Data Reduction and Analysis. 19 I 3.0 RESULTS. 20 3.1 Containment Deflection and Sister Bar Stress Data. 20 3.2 Crack Pattern Charts. 20 I Figure 8 Radial Displacement Along the Horizontal Centerline of the Equipment Access Area. 21 Figure 9 Vertical Displacement Along the Horizontal Centerline of the Equipment Access Area. 22 I g -e-

BEL Report 720 - TABLE OF CONTENTS - (Continued) I Item Description Py Figure 10 Tangential Displacement Along the Horizontal Centerline of the Equipment Access Area. 23 Figure 11 Radial Displacement Along the Vertical Centerline of the Equipment Access Area. 24 Figure 12 Vertical Displacement Along the Vertical Centerline of the Equipment Access Area. 25 I Figure 13 Tangential Displacement Along the Vertical Centerline of the Equipment Access Area. 26 Figure 14 Dome Apex Displacement Versus Pressure. 27 I Figure 15 Containment Vertical Displacement Versus Pressure at 59 and 99 -18' Azimuths. 28 Figure 16 Containment Vertical Displacement Versus Pressure I at 162 -30' and 243 -20' Azimuths. 29 Figure 17 Containment Vertical Displacement Versus Pressure at 309 -42' and 347 Azimuths. 3C I Figure 18 Cylinder Wall Hoop Stresses at 8 Azimuth, 520'-6" Elevation. 31 Figure 19 Equipment Hatch Hoop Stresses at Vertical Centerline. 32 4.0 DISCUSSION AND CONCLUSIONS. 33 4.1 Data Acquisition System Accuracy. 33 I 4.2 Sister Bar Data Accuracy. 33 4.3 DCDT Data Accuracy. 33 4.4 Optical Measurements Data Accuracy. 33 5.0 PERSONNEL. 34 5.1 Gilbert Associates, Inc. 34 I 5.2 Brewer Engineering Laboratories, Inc. 34

6.0 REFERENCES

35 Appendix I Photographs. 1-0 Appendix U Displacement and Stress Data. 1-7 Appendix III Crack Pattern Charts. 1-6 .I

Report 720 I I I I ABSTRACT South Carolina Electric and Gas Company commissioned Brewer Engineering Laboratories, Inc., to provide, install, and monitor the structural response instrumentation I for the structural acceptance test of the V. C. Summer power station located at Paar, South Carolina. I The test was successfully completed in January 1981. Measured data included containment deflections and rebar stresses as a function of internal pressure. A computer-based data acquisition system was utilized to provide real time data analysis on site. I lI I II I l -D-

Report 720 BE'L

1.0 INTRODUCTION

1.1 General. 1.1.1 Brewer Engineering Laboratories, Inc. (BEL), was contracted to provide, install, and monitor the structural deflection I and stress instrumentation for the structural acceptance test (SAT) of the V. C. Summer Nuclear Power Plant located in Paar, South Carolina. 1.1.2 The work was conducted under a contract with the South Carolina Electric and Gas Company of Columbia, South I Carolina, in accordance with Test Procedure, BEL Proposal 427B, and BEL Report 601. 1.2 Reactor Containment Structure. 1.2.1 The containment structure is a post-tensioned concrete right-vertical cylinder with a flat base and a torispherical dome I lined with steel plate, and has an interior d.ameter of 126 feet and a height of 194 feet. The structure has three vertical I buttresses. I 1.3 Test Measurements. 1.3.1 Sixty-six gross radial and vertical growth measurements of the containment and equipment access area were made during the SAT. Differential transformer-type displacement transducers (DCDT's) and jig transits were utilized for the growth measure-ments. 1.3.2 Ninety-nine instrumentec sister bars located at 8 azimuth under the vertical tendon and around the equipment access area were monitored during the sal'. I.

- -. _ = _ - I Report 720 I 1.3.3 Crack patterns and crack widths were charted at five whitewashed locations on the exterior surface of the containment structure. I 1.4 Containment Pressure Test. 1.4.1 Structural responso data were recorded at five pressure levels during pressurization, four pressure levels during depressurization, prior to pressurization, and after depressuriza-tion. 1.4.2 A preliminary analysis of the data was made at each pressurization level before proceeding to the next level. I 1.4.3 The test data have been analyzed and are tabulated in this report. Also included are the photographc (Appendix I), procedural information, and discussion of results. I

Report 720 1 2.0 PROCEDURE. 2.1 Measurement Locations. 2.1.1 Measurement locations were specified by Gilbert Associates, Inc. (GAI), and modified as necessary by BEL in consultation with a GAI representative. The measurement locations are identified in Tables I through IV, and Figures 1 and 2. 2.1.2 Radial displacement measurements were made at four elevations along six azimuths on the containment structure, except the equipment access area. An additional radial measure-ment was made at the 420' elevation, 347 azimuth. This channel was identified as Number 26. The equipment access area was instrumented at 12 locations to determine radial displacement caused by the major discontinuity. 2.1.3 Vertical measurements were made at six azimuths around the ring girder and et the dome apex. Vertical measurements were also made at 12 locations around the equipment access area. 2.1.4 Tangential displacement measurements of the equipment access area were made at 12 locations. 2.1.5 Stress measurements of the sister bars located at 8 azimuth, under the vertical tendon and around the equipment access area, were made at 99 locations; see Figures 3 and 4..

~ l Report 720 BEL TABLE I I MEASUREMENT LOCATIONS FOR RADIAL, VERTIC AL, AND TANGENTI AL DISPLACEMENTS No. Elevation A zimuth Orientation l 1 420' 59 Radial 2 420' 101 Radial l 3 420' 162 -30' Radial 4 420' 243 -20' Radial 6 420' 308 B adial 6 420' 347 Radial 7 485'-6" 243 -20' Radial 8 485'-6" 308 Radial 9 483' 347o Radial 37 472'-6" Left Side Radial 38 of Tangential 39 Equipment Vertical 40 Access Radial 41 Tangential 42 Vertical 43 Radial 44 Tan gential 45 Vertical 46 Right Radial 47 Side of Tangential 48 Equipment Vertical l 49 Access Radial 50 l Tangential 51 Vertical 52 Radial i 53 Tangential 54 Vertical o l 55 492'-6" 101o Radial l g 56 492'-6" Tangential B 57 492'-6" verticai 58 486'-6" Radial 59 486'-6" Tangential 60 486'-6" Vertical 61 480'-6" Radial 62 480'-6" Tangential 63 480'-6" Vertical l 64 464'-6" Radial 65 464'-6" Tangential 66 464'-6" Vertical l 67 458'-6" Radial l 68 458'-6" Tangential 69 458'-6" Vertical I 70 452'-6" Radial 71 452'-6" Tangential 72 452'-6" Vertical ' 1

.-.. _ _ _ _ =- BEL Report 720 l l TABLE II l MEASUREMENT LOCATIONS FOR VERTICAL DISPLACEMENT (INVAR TAPES) Elevation No. A zimuth Top Bottom 30 576'-5" 436' 59o 31 576'-5" 497'-6" 99 -18' 32 576'-5" 436' 162 -30' 33 576'-5" 508' 243 -20' 34 576'-5" 408' 309 -42' 35 576'-5" 508' 347 36 599'-0" 436' Dome Apex i i

Report 720 TABLE III I MEASUREMENT LOCATIONS FOR OPTICAL SCALES Scale No. Elevation Azimuth 20 503'-31" 57*-43' il 483' 160 -48' 12 557' 57 -43' I 13 557' 1010 14 557' 160o-48' 15 557' 245o-2' 16 557' 306 -18' 17 557' 3480-42' 18 576'-5" 57 -43' 19 576'-5" 101o 20 576'-5" 160 -48' 21 576'-5" 245 -2' 22 576'-5" 306 -18' 23 576'-5" 348 -42'

I I,..

I Report 720 BE'L I I TABLE IV LOCATIONS FOR CRACK PATTERN AREAS Area No. Elevation A zimuth Size 145 563'-91" 266' 7' x 41' 146 494'-6)" 266 7' x 7' I 147 415'- G" 257 -52' 7' x 7' 148 483 303o-27' 7' x 12'-2" 149 485 111 -42' 25'-10" x 27'-2" I I I I..

0~ Q j11 ] >2-I p b d t t 48 o 8 '7 6" 6 '0 s 0 5 5 a 2 5 '0 4 0 4 er 5 5 4 4 A S nr N e O t I ta T P A 2 0 0 C M k 8 1 3 1 k O 1,r e l c 9 o a L e 5 r C T yN E M / \\ ER 1 U 9 3 0 ie v 3 1 1 S 1 n A 2 E 1 m M s E m / l H T s 9 r 4 a G 1 B N I r W e O 2 t 1 4 3 s H 0 0 1 i 1 3 2 S r r S i 4 0 3 e T o 2 N 6 E 1 r M e N ~ d I r A i G T N g O n i s C R e la E f c H o S T M p l o a F T c O i t '0 3 p W 2 3 7 O E 0 a I 1 n V 4 3 2 5 4 1 D 2 g M E P 5 6 7 O 4 4 4 L 1 1 1 EV 8 E 4 D 1 6 g 2 1 o 2 5 p 8 T a 0 D 3 0 C 1 D a E RU 5 G 3 9e I 7 m F 4 3 e 6 3 3 2 7 1 l l (, i l oe , c

Report 720 I I I 55 56 57 ap 492'-6" I 58 59 60 qp 486'-6" iT+] ,r::s N 61 ,2 63 480'-6" l I I i 16'-0" Dia. I 37 40 43 / 46 49 I J 52 50h 472'-6" 38 0 041 44 0 0 47 053 jI 39 42 45 48 51 54 I I Removable i Slab ~ 6' 6' I \\ 64 E5 66 404'~0" 'l jldi l i W I .<l 67 68 69 --e-. 458'-6" l l 70 71 72 i _e 452'-6" l Azimuth 101

I I

FIGURE 2. DEFLECTION MEASUREMENT LOCATIONS AT THE EQUIPMENT ACCESS AREA. D l Q 101 I A+ a l I / 488'-6" - 484'-10" l l l I H 4' = I : 11' 9" [ l 1 I .J i i il 3 8 y I Ig B i I l Ii 8 l l }8 l 1 - 4 6 0'- 9" 0 _ 4 5 4'- 9" l I S8 A+ 100 104 110 102 106 112 108 114 / y n 97 \\ jj 99 101 103 109 105 111 107 113 M-a FIGURE 3. SISTER BAR LOCATIOP U-I \\ '?

Repor.t 720 Page 10 s 126 125 1 12 / . e.,.7 472'-6" B 13 [ 13 [ 133 134 4LL 140 139 x u: w 116 118 120 - Meridional - 115 Hoop e _ 117 119 l3 AT THE EQUIPMENT ACCESS AREA.

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$w.w w, Lj,n u.J ,_j _j j . ~ -.. 95 g 93 91 / / / 557' 96 553'-6" ,g 85 # 90 88 87]e 86 85 g 184 s 186 -,i/o 520'-6" 7 -32'-20" 183 / 188 185 187 180 t 191 i 483' 'n d?/' 177 182 gff I 190 181

m -. - 174 .M189 450'-6" 176 l 175 166 g 168 Vertical Tendon / s (o 420'-6" 19 80 83 82 [ 81 79 N '/ 412'-6" - 84 73 78 70 75 \\ 77 FIGURE 4. SISTER BAR LOCATIONS AT 8 AZIMUTH AND UNDER VERTICAL TENDON ANCHORAGE. ?? ij O

Report 720 2.1.6 Containment structure exterior cracking was charted at five whitewashed areas including the dome and equipment access area. 2.2 Sensor Instrumentation and Installation Techniques. 2.2.1 Displacement measurements were made using direct current differential transformers with integral signal conditioning. The DCDT's comprise two functional parts: a movable soft iron core, and a transformer coil with primary and split secondary windings. The primary winding is in the center of the coil with I identical, symmetrically spaced secondary windings on either end. The iron core which has controlled, homogeneous, magnetic permeability when displaced along the axis of the cylindrical coil, varies the mutual inductance of each secondary to the primary. The mutual inductance determines the voltage induced from the primary to each secondary. The differential voltage I between the secondary windings is a linear function of core displacement. The integral signal conditioning allows a direct current excitation voltage and a direct current output signal. l 2.2.2 The transformer coils, the stationary portion of the cransducer, are encased in a stainless steel cylinder. This cylinder is attached to the reference frame using steel collars welded to the frame. The frames, in turn, are fastened to reference structures mechanically isolated from the containment vessel; see Figure 5. 'I.

I BEL Report 720 I I lI .I ocer steel Collar iI Nylon set screw _ (. o ll Nh l d 50 I i@[ b [II $p$ = Cable Connection Contament I I I I ,1ouas s. rveicss ocor insristarios. lI

I Report 720 I 2.2.3 The DCDT core is attached to a spring-loaded plunger. The plunger was preloaded to impinge against the containment wall. As the wall was displaced, the plunger followed the wall, thereby moving the core, which in turn induced a voltage change proportional to wall displacement. I 2.2.4 Radial displacement at Location No. 26 was measured with a taut wire device and a DCDT. The taut wire spanned across the reactor building and the retaining wall; see Figure 6. Relative motion between the taut wire device and the fixed end was trans-mitted by the level arm to the DCDT. I 2.2.5 Vertical displacements of the spring line, dome, and equipment hatch were measured utilizing suspended invar tapes, each connected to a vertical DCDT; see Figure 7. The coefficient of thermal expansion for the tapes was less than 0.2 microinch per inch per F. The DCDT cores were attached to the free end of each tape. As the containment building expanded vertically, the invar tape displaced the core upward within the fixed DCDT coils. The coil portion of the DCDT's was held fixed firmly to frames that in turn were mounted on the floors. The invar tapes were stressed in tension utilizing steel weights. 2.2.6 Each DCDT was mechanically calibrated in the field prior to installation. A precision micrometer head was used to deflect the DCDT core. An eleven point calibration was used to determine the sensitivity and linearity of the individual DCDT's. End Pl 'e DCDT Signal Cable '/ S ////,, / J ^* Taut Wire / l } r -~f. 1 = ~ - / m \\ /- \\ E! i y N Fixed Ei.. \\ i To Readout b Lever Arm Counterweight p \\ 4 FIGURE 6. TAUT WIRE ASSEMBLY.

Report 720 CEL L I o Suspended Invar Steel Tape l t DCDT l Swing Arm Assembly I Rod End

g 4y c

2 ; Ig [f-l l l \\ 'l D -_..i \\ o CJ o o ..s. lI I [ D Tape Tensioning Weight 'A I k / . FIG URE 7. INVAR STEEL TAPE - DCDT MOUNTING ARRANGEMENT.

I CEL Report 720 I 2.2.7 Radial displacements at the higher elevations were measured utilizing three Brunson jig transits, reference tergets, and scales. The scales were mounted on the containment strue ure at specified locations. The jig transit locations and optical planes were defined by two reference targets per plane mounted on structures isolated from the containment structure. By plunging the transit scope, each scale could be read directly in tenths of an inch and resolved to a thousandth of an inch using the micrometer on the scope. I 2.2.8 Instrumented sister bars were mounted at the locations specified by GAI. Each sister bar was instrumented with two separate, two active arm strain gage half bridges. The two half bridges were located in a back-to-back configuration at the center of the rebar. These rebars were monitored at approximately six-month intervals since their installation. Prior to the SAT the two half bridges were spliced to form a single full bridge to eliminate sensitivity to bending stresses and temperature. 2.2.9 The six crack pattern areas were whitewashed and marked with one-foot-square grids. The white surface provided an enhanced contrast for both locating and charting the cracks. 2.3 Recording Instrumentation. 2.3.1 All instrumentation cables were routed to and terminated in the east penetration area at the 436' elevation. I I Report 720 2.3.2 Prior to hooking the instrument cables to the recording system, every cable was checked for proper identification and location (azimuth and elevation). Additionally, all sensors were checked for continuity and leakage to ground. I 2.3.3 The DCDT's and sisterbar strain gages were terminated into the BEL multichannel computer-based data acquisition system. The system has the capability of data storage on a floppy disc. The data were presented in a tabulated form specified by GAI. I 2.4 Test Procedure. 2.4.1 The structural acceptance test was conducted in accordance I with the procedure under the supervision of the GAI engineering team. The team insured that all data were recorded and evaluated for each specified pressure level before proceeding to the next pressure level. I 2.4.2 Prior to the start of the SAT, all data channels were monitored for several days to insure the sensor stability. 2.4.3 Data were recorded at containment internal pressures of 0, 12.1, 30. 0, 45.0, 55. 0, 65. 6, 55. 0, 45. 0, 30. 0, 12.0, and 0 I psig. I 2.4.4 The crack pattern areas were charted at each pressure level during pressurization. They were not charted during depressurization except for 0 psig level. At each pressure level cracks larger than 0.010 inch in width were identified. I CE'l Report 720 I 2.5 Data Reduction and Analysis. 2.5.1 Sisterbar strain gage data were converted to stress using 6 modulus of elasticity, E = 29 0x10 psi. Correction was made for signal attenuation due to long lead wire lengths. 2.5.2 DCDT data were presented in engineering units of inches. This was achieved by programming the ccmputer with each DCDT calibration value together with its initial zero offset. 2.5.3 The radial displacement data gathered with jig transits were determined by subtracting the scale reading taken at zero pressure level from the readings taken at each of the other pressure levels. I

I I

I,I

Report 720 I 3.0 RESULTS. 3.1 Containment Deflection and Sister Bar Stress Data. 3.1.1 The deflection and stress data are shown in Table I, Appendix II, which is a printout from the data acquisition system. I The jig transit measurements are entered into the table manually. I 3.1.2 Deflection data along the horizontal and vertical centerlines of the equipment access area are plotted in Figures 8 through 13. I 3.1.3 Vertical growth of the dome apex is plotted in Figure 14. 3.1.4 Figures 15 through 17 show the vertical growth of the reactor building at six azimuths. 3.1.5 Sister bar stress data at 8 azimuth, 520'-6" elevations are plotted in Figure 18. l l 1 l 3.1.6 Sister bar stress data at the equipment access area are shown in Figure 19. 3.2 Crack Pattern Charts. 3.3.1 The crack pattern charts for the whitewashed areas have been reproduced and are carried in Appendix III. 3.2.2 Cracks of 0.010 inch or more in width were not observed at any whitewashed areas. Cracks of 0.005 inch in width were observed at the equipment access area O b.149) and on the vertical cylindrical wall (Area No.145) below the springline; see I Appendix III, Figures 1 and 2. These cracks had closed after depressurization (post test inspection). M n$ M ) tf ( ecn M a ts i D ) 2 M ?i 9 5. f_ ( so E N N '6 I T M L D R o C E d i D T ~ )9 S N

o ll 4

t M E ( h C g iR L '6 AT M NO ) 6 Z , o j 4 I ~ R ( M OH E 8 HA M TE R G A NOS LS M g l l l AEC TC NA E M '8 MT EN CE AM LP M I P ) U 3 S oie i 4 I Q DE ( LE M AH '6 I T DAF e RO M d ) i S 0 4 ( t fe L 8 M '6 N 1 E 6 i R s 5 5 2 U p6 5 1 = ) M 7 G I* o 3 I n o F ( i ) t s cl ei f (m l 0 0 0 0 0 0 M e 0 8 2 8 4 2 1 1 D E E e l 4

M M M M M ~ M Deflection (mils) 80 - psi -= . 65.6 m-I ,7 ~ o l 60 - - -o 55.0 o -. -. 45.0 'O w 40 - l w g i o a 30.0 a a-: i 20 - { e 12.1 l ~ 6' 6' 16' 6' 6' hanc ' (ft) o i l H l (39) (42) (45) (48) (51) (54) DCDT Nos. FIGURE 9. VERTICAL DISPLACEMENT ALONG THE HORIZONTAL CENTERLINE OF THE EQUIPMENT ACCESS AREA.

M M M M M M M M M M M M M M M M M M M es Deflection (mils) E 40 - - psi .65.6 30 - -[- l 30 20 - l 45 oS5 l 10 - /

• /

I '.12.1 0 i i N. i

l=

6' ~B ' 16' 6' 6' Distance (ft) (38) (41) (44) (47) (50) (53) DCDT Nos. FIGURE 10. TANGENTI AL DISPLACEMENT ALONG THE HORIZOMTAL CENTERLINE OF THE EQUIPMENT ACCESS AREA. 1 I.

I Report 720 DCDT (f ) l 45 30 65.6 psi 5,5 55) 492.6 - I I I (58) 486.6 ---. o,o 1 ( 61) 480.6 - .n e-o-I g I l (64) 464.6 - ea o oe \\ 'l (67) 458.6 - - o. o N I A <20> 45 2. e.,. i 0 20 40 60 80 100 120 Deflection (mils) FIGURE 11. EADIAL DISPLACEMENT ALONG THE VERTICAL CENTERLINE OF THE EQUIPMENT ACCESS AREA. g 24

I Report 720 ML I Elevation I DCDT (It) N s. 12.1 45 30 55 65.6 psi (57) 492.6 - I e n-l I (60) 486.6 ---. o ao I (63) 480.6 --_; I I s I I (66) 464.6 - - o e o I (69) 458.6 - - a e o I (72) 452.6 - I e o o I i e i i i I 5 0 20 40 60 80 100 Deflection (mils) FIGURE 12. VERTICAL DISPLACEMENT ALONG THE VERTICAL CENTERLINE OF THE EQUIPMENT ACCESS AREA. I l -

f Reporg 720 BEL Elevation (ft) DCDT s. psi 65.6 30 45 55 12.1 o e o . - -- 491.6 (56) f I I \\ i 6 a o .-- 486.6 (59) l l A o .-- 480.6 (62) I q I I i 464.6 (65) I .__o I

• .a A

,-458.6 (68) t i l 452.6 (71) l l 50 40 30 20 10 0 Deflection (mils) ,I I FIGURE 13. TANGENTIAL DISPLACEMENT ALONG THE VERTICAL CENTERLINE OF THE EQUIPMENT ACCESS AREA. I - 2e - l

Report 720 BEL I Pressure (psi) 70- - 60-l / I -l / 50- / / I / / 40 - / I / l/ I / 30 -- / I / / / I / 20 - -/ / / / i 10 - -/ / / / O l I 0 100 200 300 D0 l Deflection (milsj I FIGURE 14. DOME APEX DISPLACEMENT VERSUS PRESSURE..

Report 720 BEL I Pressure (psi) 70- - 09 -18' 59.o e / 60-j j l I / l / l 50- - j- / / / -l/ / / -/-,l 40- - l l ,/ / / / / 30- / l / I ! E l/ l5 I /, I 20- / I I 10 ,/ I / / / / / / / l -)! l l l l / 0 I 0 50 100 150 200 Deflection (mils) I FIGURE 15. CONTAINMENT VERTICAL DISPLACEMENT VERSUS PRESSURE AT 59o AND 99o-18' AZIMUTHS. I.

Report 720 BEL Pressure (psi) 70-162*-30' , l "i f i I 60- - g /- 50- - l l ll v'!' /j 7,l 40 - - l / f, i /\\/ / / - 243o-20' 20 - ,l/ / l/ 20 - - / '/ ll e' .'.f - - - - /-l / 3 10 - 'E // // // l // =/ i l l l o 0 50 100 150 200 Deflection (mils) l FIGURE 16. CONTAINMENT VERTICAL DISPLACEMENT VERSUS PRESSURE AT 162 -30' AND 243 -20' AZIMUTHS...

Report 720 BEL l Pressure (psi) 70 - - - - - 309o-42' 3g7o / 60 - j / l 'i / ,I 50 - - j / / / /

• /

l i / / / -l 40 - - / / ll / / l / l / / / / i 30 - - / / / / l / / \\ / / / l - 20 - - l l / l / l/ / I 10 - --j / / / / / \\ / / / l l l o = i 0 50 100 150 20u Deflection (mils) FIGURE 17. CONTAINh1ENT VERTICAL DISPLACE 51ENT VERSUS PRESSURE AT 3090-42' AND 347 AZIMUTHS. I l -.

l . I BEL Report 720 l Stress (psi) 7,000 - - 186 188 j l / /J g 6,000 - f = 184 m / a' /.' / s / fp -/ 5,000 - - j / / l/ / / I / /- 4,000 - t f /l-I l l / a f / I 3,000 - / p. --/ / I/ / l l[l' l / l -/ l 2,000 - - 7 l j ./' 1,000 / / / I 0 i i l l l l l I O 10 20 30 40 50 60 70 Pressure Level (psi) FIGURE 18. CYLINDER WALL HOOP STRESSES AT 8 AZIMUTH, 520'-6" ELEVATION. -

Report 720 Stress I (psi) 8,000 - - (Inside) I

• 132 I

,000 - 7 6,000 -- (Middle ? .130 I j / / 5,000 - ,/. / / I / /* / 4,000 - / / / /* I e / / 3,000 - f I ,/ , /* 128 / (Outside) / / g 2,000 - ./ / p y /*/ / l / / / t l / / / ', / 1,000 - -/ jf' / / 4 I O i i i i i a i 0 10 20 30 40 50 60 70 Pressure Level (psi) FIGURE 19. EQUIPMENT HATCH HOOP STRESSES AT VERTICAL CENTERLINE. 3 32 -

Report 720 I 4.0 DISCUSSION AND CONCLUSIONS. l l 4.1 Data Acquisition System Accuracy. 4.1.1 Stability and accuracy of the system depends upon the analog-to-digital converter and the power supplies. The supply I voltages of the power supplies were monitored on a regular basis and were found to be stable. The Fluke data logger was calibrated by Sout t -nolina Electric and Gas Company personnel. The manufacturr-dsts the accuracy to within 0.05%. 4.1.2 The system proved to be an expedient means of data retrieval because the data were printed in a tabulated form in engineering units for immediate interpretation. By taking three scans at each pressure level, checks were made for the presence of random interference noise. 4.2 Sister Bar Data Accuracy. 4.2.1 Zero stability of the sister bars was monitored for seve.ral days prior to the start of the structural acceptance test. It is believed that the stability and accuracy of the data are equal to or better than 10 microinches per inch. Sister Bar No.175 showed erratic data. 4.3 DCDT Data Accuracy. 4.3.1 Based on monitoring of the DCDT's, accuracy of these sensors is within 0.003 inch to 0.005 inch. 4.4 Optical Measurements Data Accuracy. 4.4.1 All optical measurements are believed to be accurate to within 0.010 inch to 0.015 inch. Report 720 1 I 5.0 PERSONNEL. 5.1 Gubert Associates, Inc. Mr. James F. Fulton Mr. Ren Shanmugasundaram Mr. G. T. DeMoss Mr. Glen T. Rentschler Mr. Earl D. Schultz 5.2 Brewer Engineering Laboratories, Inc. Mr. LaVerne F. Wallace Mr. Hemant S. Limaye PB Mr. Alton K. Ellis d Mr. Lester Klein Mr. Gilbert V. DeCouto Mr. Carl N. Easton I I g.-

Report 720

6.0 REFERENCES

1. South Carolina Electric and Gas Company Purchase Order No. SN-10148 dated June 26, 1974. 2. Reactor Building Structural Acceptance Test, LR-2. 3. BEL Proposal 427B dated December 3,1974. 4. PROCEDURES FOR CHECKOUT AND CALIBRATION OF THE SENSOR SYSTEMS FOR THE V. C. SUMMER NUCLEAR STATION UNIT 1. BEL Report 601 dated January 14, 1977. I I I 'I l, f 1

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1 BEL Report 720 I i

I I

' I l { APPENDIX II DISPLACEMENT AND STRESS DATA i l I I I 1 lI lI lI I

e V. C. SUMMER STRUCTURAL ACCEF k I i PRESSURE LEVE 00.0 12.1 30.0 45.0 55.0 Tmte 21:39 7 :00 16:03 0 :00 6 :57 1 DATE 12-31 1 -1 1 -1 1 -2 1 -2 1 CYLINDER BASE, (JALL AND RIllG GIRDER RADI AL DISPLACEMEH1 420'-0 1 59 0.000 0.007 0.023 0.035 0.043 0 2 101 0.000 0.009 0.022 0.036 0.045 ( 3 162-30' O.000 0.011 0.030 0.046 0.057 ( 4 243-20' O.000 0.011 0.028 0.044 0.055 ( 5 303 0.000 0.006 0.017 0.023 0.029 ( 6 347 0.000 0.011 0.031 0.049 0.061 ( 483'-0 10 59 0.000 0.004 0.049 0.065 0.085 ( 1 11 162-30' O.000 0.006 0.098 0.117 0.135 ( 7 243-20' O.000 0.025 0.079 0.119 0.144 ( 8 308 0.000 0.013 0.037 0.051 0.060 ( ' ~ 9 347 0.000 0.022 0.061 0.091 0.111 ( 557'-0 12 59 0.000 0.001 0.020 0.024 0.026 13 101 0.000 0.005 0.043 0.012 0.037 14 162-30' O.000 -0.003 0.012 0.023 0.038 15 243-20' O.000 -0.006 0.037 0.040 0.033 16 308 0.000 -0.002 0.009 0.014 0.014 17 347 0.000 -0.002 0.029 0.033 0.008 576'-5 18 59 0.000 -0.003 -0.004 -0.010 -0.020 19 101 0.000 -0.013 0.005 -0.045 -0.033 20 162-30' O.000 -0.008 -0.020 -0.026 -0.017 -< 21 243-20' O.000 -0.013 0.011 -0.015 -0.038 5 22 308 0.000 0.002 0.003 -0.005 -0.014 23 347 0.000 -0.014 -0.011 -0.029 -0.059 RING GIRDER AND DOME APEX UERTICAL DISPLACEf1ENTS 576'-5 30 59 0.000 0.015 0.056 0.088 0.108 31 101 0.000 0.017 0.084 0.099 0.125 32 162-30' O.000 0.022 0.079 0.116 0.140 33 243-20' O.000 0.030 0.057 0.140 0.172 34 308 0.000 0.021 0.055 0.090 0.110 35 347 0.000 0.039 0.066 0.120 0.160 DOME 36 0.000 0.054 0.167 0.248 0.303 EQUIPME11T HATCH TAtlGEt1TIAL DISPLACEMENTS VERTICAL CEllTERLIllE 71 0.000 0.001 -0.006 -0.006 -0.004 K 68 0.000 -0.000 -0.008 -0.009 -0.006 65 0.000 -0.003 0.007 0.007 0.005 62 0.000 0.001 -0.034 -0.025 -0.019 59 0.000 -0.001 -0.034 -0.025 -0.019 56 0.000 -0.003 -0.032 -0.026 -0.022 1 !u \\

@ NIT #1 Report 720 TANCE TEST Appendix II page 2 LS (PSI) 15> 6 55.0 45.0 30.0 12.0 00.0 00.0 3:55 20:16 1 :10 7 :46 14:44 20:23 9 :17 -2 1 -2 1 -3 1 -a i _3 g _3 1 _4 'S l.055 0.048 0.040 0.026 0.015 0.006 0.005 ).055 0.048 0.040 0.030 0.015 0.006 0.006 6070 0.062 0.053 0.038 0.021 0.009 0.008 6065 0.057 0.048 0.034 0.015 0.003 0.002 LO35 0.031 0.027 0.020 0.013 0.008 0.008 LO75 0.067 0.057 0.040 0.021 0.009 0.008 L124 0.087 0.078 0.024 0.007 -0.011 0.000 h 21v 0.171 0.141 0.USD 0.076 0.028 0.000 L183 0.157 0.124 0.077 0.035 0.004 -0.000 L375 0.062 0.050 0.034 0.014 0.006 0.004 L136 0.117 0.095 0.064 0.029 0.004 -0.001 L O54 0.040 0.025 0.001 0.009 -0.001 0.000 L O88 0.045 0.046 0.020 0.03f 0.021 0.000 1.057 0.046 0.057 0.031 0.006 -0.005 0.000 L073 0.057 0.04a 0.012 0.017 0.010 0.000 L O24 0.014 0.010 0.009 0.003 0.004 0.000 6046 0.040 0.021 -0.003 0.020 0.008 0.000 L004 -0.007 -0.016 -0.018 -0.001 0.000 0.000 L OO2 -0. 040 -0. 030 -0. 047 0.000 -0.003 0.000 L O37 -0. 015 0.009 0.009 -0.007 -0.001 0.000 (014 -0.019 -0.020 -0.035 0.003 0.008 0.000 L OO6 -0. 013 -0. 006 -0. 004 0.004 0.000 L O37 -0. 027 -0. 037 -0. 048 -0.01b 0.009 0.005 0.000 f.138 0.122 0.099 0.063 0.031 0.009 0.001 s.197 0.155 0.123 0.084 0.082 0.031 0.022 L 179 0.170 0.14a 0.101 0.062 0.038 0.028 L 174 0.168 0.151 0.114 0.047 0.035 0.023 L 137 0.114 0.094 0.062 0.023 0.004 0.005 L182 0.157 0.137 0.106 0.042 0.012 0.019 L378 0.331 0.274 0.184 0.099 0.036 0.022 L OO6 -0. 005 -0. 003 0.001 -0.000 -0.000 0.002 L OOS -0. 009 -0. 007 -0. 001 -0.003 -0.002 0.000 L OO9 0.008 0.005 -0.000 0.002 0.002 -0.002 L O45 -0. 038 -0. 029 -0. 018 -0.034 -0.023 -0.012

3. 04] -0. 036 -0. 027 -0.017 -0.032 -0.023 -0.013 3.040 -0.037 -0.028 -0.018 -0.031 -0.022 -0.012 e

j 1 l 1

V. C. SUMMER STRUCTURAL ACCEP1 l i 1 i l PRESSURE LEVEL n 00.0 12.1 30.0 45.0 55.0 l TIME 21:39 7 :00 16:03 0 :00 6 :57 1 12-31 1 -1 1 -1 1 -2 1 -2 1 I I DATE 2 EQUIPMEllT HATCH TANGEt1TIAL DISPLACEMEt1TS HORIZONTAL CEHTERLINE 38 0.090 -0.00i -0.013 -0.009 -0.010 -0. l 4 41 0.000 0.004 -0.017 -0.006 -0.001 -0.

9 44 0.000 0.004 -0.031 -0.017 -0.009

-0. 47 0.000 0.002 -0. 009 -0. 003 -0.001 -0. 50 0.000 0.001 -0.015 -0.011 -0.008 -0. 53 0.000 -0.001 -0.026 -0.019 -0.014 -0. i EQUIPMENT HATCH RADIAL DISPLACEMEt1TS i _. VERTICAL CEllTERLINE 70 0.000 0.021 0.024 0.048 0.068 0.' 67 0.000 0.020 0.017 0.039 0.058 0. 64 0.000 0.015 0.017 0.034 0.048 0.{ 61 0.000 0.012 0.019 0.032 0.036 0. SS 0.000 0.008 0.039 0.036 0.034 00 55 3.000 0.003 0.073 0.048 0.039 Oc HORIZOHTAL CENTERLIHE 37 0.000 0.020 0.080 0.097 0.108 Oc 40 0.000 0.020 0.055 0.074 0.087 Oc O 43 0.000 0.020 0.018 0.050 0.065 0 46 0.000 0.000 -0.001 0.000 0.006 49 0.000 0.016 0.021 0.039 0.050 52 0.000 0.018 0.019 0.045 0.061 0 EQUIPMENT HATCH UERTICAL DISPLACEMENTS VERTICAL CEt1TERLINE t n 72 0.000 0.012 0.028 0.042 0.053 01 69 0.000 0.009 0.029 0.042 0.052 0) O 66 0.000 0.010 0.028 0.041 0.054 0) 63 0.000 0.005 0.045 0.033 0.042 0 60 0.000 0.007 0.042 0.033 0.045 57 0.000 0.011 0.052 0.042 0.056 Ol 0 HORIZONTAL CEllTERLIllE 39 0.000 0.012 0.018 0.040 0.052 42 0.000 0.017 0.021 0.040 0.056 03 45 0.000 0.014 0.028 0.043 0.058 0} 7 48 0.000 0.016 0.025 0.047 0.063 Ol 51 0.000 0.019 0.025 0.047 0.067 s 54 0.000 0.017 0.026 0.047 0.065 l EQUIPMENT HATCH MERIDIOf1AL STRESSES l UERTICAL CENTERLIt1E 454'-9 0 f 139 0 386 '1,181 1,848 2,189 2,76@ b 141 0 253 701' 1,120 1,358 1,650 143 0 -22 -224 -278 -319 -402 9 460'-9 !] 133 0 336 852 1,347 1,647 2,0S' 1,34f 135 0 177 520 330 1,033 137 0 4 -18 33 170 173 , rq j

[ NIT #1 u Rcport 720 MNCE TEST Appendix II Page 3 (PSI) 6 55.0 45.0 30.0 12.0 00.0 00.0 55 20:16 1 :10 7 :46 14:44 20:23 9 :17 2 1 -2 1 -3 1 -3 1 -3 1 -3 1 -4 20 -0,012 -0.010 -0.009 -0.012 -0.002 0.003 s19 -0.011 -0.005 0.002 -0.013 -0.005 0.002 7 -0,025 -0.014 -0.003 -0.023 -0.011 0.001 08 -0.006 -0.004 -0.002 -0.010 -0.007 -0.004 0 -0.015 -0.010 -0.004 -0.012 -0.010 -0.004 s 2 -0.024' -0.016 -0.005 -0.017 -0.013 -0.006 070 0.060 0.056 0.051 0.018 0.008 0.012 557 0,051 0.049 0.046 0.016 0.009 0.015 151 0,045 0.041 0'035 0.015 0.010 0.016 142 0,038 0.033 0,022 0.012 0.011 0.013 165 0,045 0.032 0.017 0.031 0.017 0.015 109 0.067 0.043 0.017 0.068 0.031 0.022 164 0,132 0.105 0.067 0.060 0.026 0.020 118 0,099 0.083 0.060 0.044 0.023 0.021 061 0,060 0.059 0.049 0.014 0.014 0.021 015 0,007 0.002 -0.006 -0.018 -0.019 -0.018 !059 0,049 0.042 0.030 0.011 0.004 0.010 066 0.056 0.047 0.032 0.005 -0.003 0.007 067 0,056 0.047 0.030 0.015 0.002 0.001 068 0,057 0.046 0.030 0.018 0.003 0.002 070 0.,059 0.051 0.033 0.023 0.007 0.002 083 0,058 0.042 0.026 0.043 0.013 0.006 080 0,059 0.044 0.030 0.042 0.012 0.008 092 0.069 0.055 0.043 0.057 0.021 0.020 058 0.053 0.046 0.034 0.016 0.003 0.011 063 0.055 3.049 0.038 0.016 0.002 0.007 073 0.060 0.051 0.038 0.022 0.003 0.006 072 0.062 'O.056 0.045 0.020 0.005 0.007 'C76 0.065 0.060 0.052 0.023 0.007 0.011 ,077 0.066 0.060 0.051 0.026 0.010 0.016 2,4'25 2,011 1,415 722 228 202 1,481 1,246 863 325 29 -76 -322 -238 -98 -48 -15 25 1,777 1,495 1,069 477 98 90 .1,177 982 667 339 47 -33 130 134 166 36 -22 -58

'l V. C. SUMMER g i STRUCTURAL ACCEP3 PRESSURE LEVE 00.0 12.1 30.0 45.0 55.0 65.6 TUdE 21:39 7 :00 16:03 0 :00 6 :57 13:55 DATE 12-31 1 -1 1 -1 1 -2 1 -2 1 -2 EQUIPMENT HATCH MERIDIONAL STRESSES 484'-10 127 0 380 933 1,457 1,803 2,223 m 129 0 119 463 737 868 1,236 l 131 0 -7 116 -14 0 21@- 488'-6 121 0 372 976 1,489 1,826 2,259 123 0 145 539 821 929 1,186 125 0 -22 -98 -271 -242 -123 EQUIPMENT HATCH HOOP STRESSES VERTICAL CENTERLIHE 454'-9 144 0 1,062 2,886 4,370 5,370 6,721 142 0 838 2,178 3,362 4,168 5,122 140 0 535 1,131 1,802 2,239 2,58M 460'-9 138 0 1,182 3,358 5,025 6,066 7,31s i 136 0 856 2,290 3,507 4,240 4,90 134 0 419 943 1,567 1,951 2,164 ] 484'-10 u 132 0 1,055 3,369 4,938 5,917 7,80' 130 0 788 2,357 3,604 4,331 5,59 128 0 604 1,146 1,688 2,180 2,64 488'-6 126 0 1,001 3,105 4,512 5,350 6,87 124 0 687 2,035 3,048 3,557 4,45 3 122 0 586 873 1,269 1,789 2,133 EQUIPMENT HATCH MERIDIONAL STRESSES HORIZONTAL CENTERLINE 113 97 0 386 1,278 1,791 2,040 2,52] 99 0 372 1,376 2,054 2,351 3,052 ~ 101 0 361 1,516 1,896 2,390 3,94 109 -30 103 401 1,404 1,950 2,202 2,83' 3,32p 105 ' 0 303 1,232 1,867 2,236 i' 107 0 297 1,109 1,481 2,026 3,24' 2,66) 90 -30 109 0 365 1,272 1,836 2,071 2,97] 111 0 304 1,117 1,775 2,133 113 0 376 .633 1,276 1,949 2,48 87 {j 115 0 336 1,131 1,652 1,905 2,44) 117 0 329 1,171 1,855 2,306 3,30' 119 0 474 1,262 1,916 2,791 4, 0 32 q tj I~ G.;L

[ Report 720 Pn H ANCE TEST p @ (PSI) 55,0 45.0 30.0 12.0 00.0 00.0 20:16 1 :10 7 :46 14:44 20:23 9 :17 1 -2 1 -3 1 -3 1 -3 1 -3 1 -4 1,941 1,638 1,200 586 152 177 1,092 871 564 289 105 29 101 40 25 116 -22 -123 1,952 1,652 1,182 618 188 202 1,056 868 553 282 94 -4 -271 -231 -105 -29 -116 -112 5,670 4,616 3,081 1,437 325 300 4,366 3,590 2,427 1,051 177 94 2,243 1,907 1,427 636 224 278 6,355 5,224 3,398 1,533 239 202 4,363 3,648 2,420 975 50 -69 1,842 1,528 1,058 245 -137 -105 6,427 5,108 3,178 1,518 234 177 4,685 3,734 2,353 1,016 137 29 2,245 1,902 1,471 712 177 123 5,780 4,653 2,935 1,489 343 293 3,818 3,102 1,985 972 242 145 1,641 1,486 1,319 668 137 264 2,14S 1,748 1,112 628 235 231 2,701 2,166 1,303 690 253 116 3,163 2,293 1,368 924 274 54 2,314 1,791 1,043 552 199 123 2,74S 2,011 1,116 636 152 48 4 2,691 2,026 1,246 806 232 32 2,143 1,609 864 347 14 14 2,436 1,800 943 296 -65 -137 2,195 1,772 1,215 314 -68 -25 2,010 1,533 875 412 47 79 2,718 2,031 1,164 513 108 69 3,453 2,762 1,894 1,059 390 249 r b

V. C. SUMMEI STRUCTURAL ACCI k l PRESSURE LE\\ 00.0 12.1 30.0 45.0 55.0 65.6 TTME 21:39 7 :00 16:03 0 :00 6 :57 13:55 i DATE 12-31 1 -1 1 -1 1 -2 1 -2 1 -2 .q l EQUIPMENT HATCH HOOP STRESSES HORIZONTAL CENTERLINE 113 98 0 639 1,896 2,827 3,557 4,885 100 0 498 1,553 2,665 3,604 5,543 102 0 203 625 888 1,383 2,571 109 -30 104 0 412 1,083 1,603 1,993 2,499 106 0 136 548 805 891 1,032 l 108 0 -54 87 -87 -181 -54 90 -30 110 0 416 1,092 1,681 2,104 2,592 112 0 137 510 734 82r 947 114 0 51 -69 -181 -108 -221 87 o'I 116 0 604 1,677 2,545 3,141 3,904 118 0 437 1,341 2,086 2,530 3,113 120 0 124 362 452 691 1,211 CYLINDER WALL MERIDIONAL STRESSES S S' AZIMUTH 410'-6 73 0 -236 -716 -1,163 -1,446 -1,833 75 0 200 544 809 959 1,138 77 0 440 1,192 1,844 2,302 2,799 412'-6 79 0 -190 -558 -959 -1,199 -1,536 S1 0 317 829 1,295 1,569 1,894 S3 0 376 989 1,536 1,934 2,375 420'-6 165 0 525 1,381 2,128 2,765 3,483 167 0 466 1,242 1,927 2,368 2,886 169 0 419 1,082 1,654 2,015 2,449 j q 450'-6 171 0 495 1,283 1,946 2,514 0,072 ~ i 173 0 375 1,111 1,749 2,139 2,631 175 0 117 -S -77 -514 -2,893 483'-0 i lO 177 0 515 1,300 1,950 2,461 2,998 i 179 0 438 1,176 1,841 2,282 2,801 C' 181 0 347 997 1,632 2,063 2,615 520'-6 i 187 0 542 1,607 2,047 2,625 3,405 ln 185 0 293 1,120 1,702 1,959 2,453 183 0 267 919 1,443 1,721 2,175 j 553'-6 85 0 961 1,889 2,752 4,076 5,221 i Ii4 1 87 0 437 1,655 2,399 3,019 3,955 }U l 89 0 286 1,134 1,710 1,992 2,564 I in; i .ju

Report 720 L UtilT #1 Appendix II lPTANCE TEST Page 5 'ELS (PSI) 55,0 45.0 30.0 12.0 00.0 00.0 20:16 1 :10 7 :46 14:44 20:23 9 :17 1 -2 1 -3 1 -3 1 -3 1 -3 1 -4 3,888 2,997 1,896 935 181 159 4,218 2,867 1,571 676 65 -43 1,813 1,098 603 271 -14 -90 2,036 1,646 1,108 527 65 97 921 765 461 191 -40 -73 -69 -102 -62 82 17 -83 2,133 1,706 1,150 499 61 61 831 690 427 177 -18 -58 -199 -76 123 130 87 141 3,235 2,595 1,695 730 65 87 2,653 2,115 1,327 535 -25 -36 962 651 455 390 152 37 -1,654 -1,389 -956 -498 -265 -268 927 737 426 122 -107 -97 2,398 1,997 1,371 641 165 190 -1,421 -1,206 -845 -455 -286 -286 1,587 1,284 810 288 -47 -30 2,007 1,649 1,131 514 88 69 2,970 2,463 1,745 900 288 200 2,459 2,004 1,297 52" 33 47 2,084 1,745 1,173 4C.J 55 80 2,616 2,179 1,556 751 219 138 2,259 1,847 1,217 557 149 142 -7,884 -8,883 -9,761 -11,306 -12,053 -12,559 2,633 2,242 1,632 G62 318 226 2,407 1,983 1,340 621 153-139 2,184 1,808 1,216 577 183 175 2,900 2,405 1,757 1,161 454 165 2,083 -1,618 901 322 -15 -99 1,768 1,373 780 238 -91 -44 4,204 3,551 2,770 1,537 462 437 .( 32320 2,597 1,585 752 180 -59 2,102 1,633 69 2 297 -106 -88

\\ V. C. SUMM^ STRUCTURAL AC 4 PRESSURE LF 00.0 12.1 30.0 45.0 55.0 65. TUWE 21:39 7 :00 16:03 0 :00 6 :57 13:5S DATE 12-31 1 -1 1 -1 1 -2, 1 -2 1 -2 CYLINDER WALL NERIDIGHAL STRESSES 3 S' AZIMUTH 557'-0 91 0 983 1,523 2,341 3,398 3,86 93 0 514 1,494 2,323 2,895 3,56 95 0 484 1,802 2,668 3,160 4,03 UNDER UERTICAL TENDON 3 7' 32' 2 ' 575'-5 189 0 -38 4 23 -68 -12 190 0 61 68 -274 -116 11 191 0 41 -23 -151 -79 CYLINDER WALL HOOP STRESSES 3 S' AZIMUTH 410'-6 74 0 373 974 1,496 1,887 2,31 76 0 -4 11 18 7 ? 78 0 25 36 39 29 2 412'-6 80 0 22 69 84 131 ISt 82 0 7 29 4< ao 2 84 0 29 84 109 106 10-420'-6 166 0 -721 998 1,825 2,762 3,78 168 0 466 1,326 2,306 3,159 4,2 170 0 412 1,075 1,716 2,234 2,9. 450'-6 r,!1 172 0 1,046 2,726 4,129 5,186 6,32 2 -174 0 973 2,616 4,037 4,977 6,0E 176 0 923 2,584 3,929 4,803 5,8b 483'-0 178 0 994 2,557 3,938 4,941 6,03 180 0 1,107 2,841 4,393 5,467 6,67 n 182 0 1,008 2,618 4,010 4,959 6,09 520'-6 188 0 1,051 2,966 4,247 5,250 6,6G 186 0 1,003 3,046 4,613 5,503 6,77 184 0 981 2,687 4,067 4,806 5,86 553'-6 86 0 745 1,680 2,234 3,071 3,97 SS -0 33 77 139 157 13 90 0 -11 -139 -150 -169 -2@ 557'-0 p} - 92 0 584 1,251 1,644 2,433 3,55 L 94 0 323 1,075 1,626 1,985 2,72 96 0 275 873 1,347 1,626 2,0% n s !I I u i 5 R-u

s Rcport 720 App:ndix '0[ k UNIT #1 Pago 6 EPTANCE TEST i TELS (PSI) 55.0 45.0 30.0 12.0 00.0 00.0 i 20:16 1 :10 7 :46 14:44 20:23 9 :17 1 -2 1 -3 1 -3 1 -3 1 -3 1 -4 3,332 3,068 2,734 1,534 517 569 ) 3,046 2,470 1,618 664 114 -7 3,332 2,584 1,457 506 -135 -146 ) -71 -90 -154 -136 -11 0 -56 5 230 490 174 45 9 -68 -19 94 192 109 56 2 1,947 1,603 1,095 483 68 72 Li 18 29 29 43 64 82 l -4 -25 -43 -61 -36 -50 i 113 SO 69 47 15 -69 9 0 -18 -62 -91 -80 -106 i 4r -51 -102 -12G -113 3 2,999 2,241 1,374 630 124 40 5 3,345 2,481 1,432 506 -18 -40 9 2,277 1,734 1,049 364 -77 -40 2 5,418 4,500 3,159 1,502 445 347 5 5,159 4,234 2,831 1,239 222 189 9 4,916 3,924 2,475 846 -131 -225 3 5,171 4.277 2,955 1,300 278 164 2 5,657 4,645 3,130 1,311 139 128 1 5,094 4,174 2,779 1,172 135 135 1 5,653 4,631 3,174 1,637 421 118 9 5,810 4,664 2,933 1,179 81 -99 3 4,924 3,884 2,302 706 -216 -202 3 3,199 2,715 2,128 1,317 411 297 3 231 190 157 66 88 3 5 -275 -231 -169 -194 -128 -11 3 2,657 2,119 1,640 980 246 176 ? 2,176 1,600 914 275 -29 -121 9 1,648 1,248 694 169 -110 -66 4

a i I 4 ..} n >j V. C. SUM STRUCTURAL AC PRESSURE L1 00.0 12.1 30.0 45.0 55.0 65.6 TIME 21:39 7 :00 16:03 0 :00 6 :57 13:55 DATE 12-31 1 -1 1 -1 1 -2 1 -2 1 -2 CALIBRATION TEST GAGES 200 0 -115 6 -91 -105 -4 ADDITIONAL GAGES 26 347 0.000 -0.008 -0.029 -0.041 -0.051 -0.00 iJ r LA Sign Conventions: Radial and Vertical Growth: +ve Tangential Displacement is +ve if the building moves to the righd Tensile Stress is +ve nu I PD e I \\ lh ' ~ L1

Report 720 Appendix 11 Page 7 ER UNIT #1 CEPTANCE TEST BVELS (PSI) 5 52 0 45.0

30. 0 12.0 00.0 00.0 20216 1 :10 7 :46 14:44 20:23 9 :17 1 -2 1 -3 1

-3' 1 -3 1 -3 1 -4 -29 -134 -54 3 -80 -205 53 -0,055 -0.046 -0.033 0.000 -0.018 -0.008 -0.007

I Report 720 BE'l 1 I i g g lI i I I .I ^ ' " " " ' * " ' i CRACK PATTERN CHARTS I I I

I l

'I I I I I

1 2 3 4 5 6 7 g j i l l Ring Girder 576'-5" n 2 ~ i 3 4 O ~, {j 6 7 / \\ c/*\\ r s 8 ph \\ \\ \\ J e \\ \\ I, 10 \\ / / lJ 11 I 12 13 / / / 14 k ) r-16 17 18 19 Springline 557'-0" tj 20 I'i 21 sd 22 } All Cracks Shot 23 { 24 I q' 25 FIGURE 1. CRACK PA

Report 720 1 2 3 4 5 6 7 Appendix III Pega 2 1 s 2 3 Dome 4 5 6 7 8 9 Vertical Portion 10 11 12 13 Vertical 14 Tendon Area 15 - 16 17 l rn-0.005" 7 FERN AREA NO'.145..

Report 720 Appendix III I I 1 2 3 4 5 6 7 I 1 I I 2 I I3 .I 4 'I I' I l 6 I I 7 'I FIGURE 2. CR ACK PATTERN AREA NO. 146 266, ELEVATION 494'-61". I,,

eeport 720 BEL Appendix III I 1 2 3 4 5 6 7 I 1 I I 2 I I I I PIPS 5 O ,lU I 6 l lI 2 1

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,1eoes 3. coacx earrens see, so.147 2s7 -s2. stsvirios 41s -e. I I

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