ML18078B161

Structural Integrity Test of Containment.

ML18078B161
Person / Time
Site:	Salem
Issue date:	02/26/1979
From:	KIEPER K, SHEN F Public Service Enterprise Group
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NUDOCS 7904050217
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{{#Wiki_filter:REPORT ON STRUCTURAL INTEGRITY TEST OF CONTAINMENT UNIT NO. 2 SALEM NUCLEAR -NOTICE -THE ATTACHED FILES ARE OFFICIAL RECORDS OF THE . DIVISION OF DOCUMENT CONTROL. THEY HAVE BEEN CHARGED TO YOU FOR A LIMITED TIME PERIOD AND MUST BE. RETURN.ED TO THE RECORDS FACILITY BRANCH 016. PLEASE DO NOT SEND DOCUMENTS CHARGE_D OUT THROUGH THE MAIL. REMOVAL OF ANY PAGE(S) FROM DOCUMENT FOR REPRODUCTION. MUST BE REFERRED TO FILE PERSONNEL. DEADLINE RETURN DATE RECORDS FACILITY BRANCH blic Service Electric ana GCS

19 0405 o.t/1-.1 ' . j REPORT ON STRUCTURAL INTEGRITY TEST OF CONTAINMENT UNIT NO. 2 SALEM NUCLEAR GENERATING.

STATION Public Service Electric and Gas Company REPORT ON -------STRUCTURAL INTEGRITY TEST UNIT NO. 2 CONTAINMENT SALEM NUCLEAR GENERATING STATION Principal Staff Engineer R. A. Auld Assistant Chief Structural Engineer W. A. Martin Chief_ Structural Engineer PREPARED BY APPROVED BY E. S. Packer Manager -Mater_ials Division General Manager Research and Testing Laboratory PUBLIC SERVICE ELECTRIC AND GAS COMPANY February 26, 1979 i 1 REPORT

SUMMARY

1.1 -SYNOPSIS -1.2 PURPOSE 1. 3 CONCLUSIONS TABLE OF CONTENTS 2 DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE 2.1 SITE LOCATION 2.2 GENERAL DESCRIPTION OF STRUCTURE 2.3 GENERAL DESIGN BASIS 2.4 PRINCIPAL CONTAINMENT STRUCTURAL ELEMENTS 2.4.1 LINER PLATE 2.4.2 BASE MAT 2.4.3 CYLINDER WALL AND DOME 2.4.4 PENETRATIONS 2.5 MATERIALS OF CONSTRUCTION 2.5.1 CONCRETE 2.5.2 REINFORCING STEEL 2.5.3 LINER PLATE 2.5_.4 PENETRATIONS 3 TEST PROCEDURES 3.1 GENERAL DESCRIPTION 3.2 PREPARATION 3.3 PROCEDURE DURING TEST 3.4 PROCEDURE AFTER TEST PAGE NO. 1-1 1-1 1-2 1-2 2-1 2-1 2-1 2-2 2-3 2-3 2-4 2-5 2-5 2-6 2-6 2-7 2-8 2-11 3-1 3-1 3-1 3-2 3-4 4 INSTRUMENTATION

4.1 INTRODUCTION

4.2 GENERAL DESCRIPTION 4.3 STRAIN GAGES 4.4 ROSETTES 4.5 LINEAR VARIABLE DISPLACEMENT TRANSDUCER 4.6 DATA ACQUISITION SYSTEM 4.7 DATA REDUCTION 4.8 CRACK MEASUREMENT AND MAPPING 5 TEST DATA 6 ACCEPTANCE CRITERIA 7 INTERPRETATION AND EVALUATION OF TEST RESULTS 7.1 DISPLACEMENT 7.2 CRACK PATTERNS 7.3 REBAR STRAINS 7.4 LINER ROSETTES 7.5 STRUCTURAL RECOVERY APPENDIX: REACTOR CONTAINMENT STRUCTURAL INTEGRITY TEST DETAIL TEST PROCEDURE PAGE NO. 4-1 4-1 4-2 4-3 4-4 4-5 4-9 4-11 4-12 5-1 6-1 7-1 7-1 7-3 7-5 7-6 7-8 TABLE 4-1 TABLE 4-2 TABLE 4-3 TABLE 4-4 TABLE 4--5.a TABLE 4-5.b TABLE 5-1 TABLE 5-2 TABLE 5-3 TABLE 5-4 TABLE 5-5 TABLE 5-6 TABLE 5-7 TABLE 5-8 TABLE 7-1 TABLE 7-2 TABLE 7-3 TABLE 7-4 LIST OF TABLES EXACT LOCATION OF STRAIN GAGE BARS AS INSTALLED IN UNIT 3 CONTAINMENT STRUCTURE EXACT LOCATION OF ROSETTE GAGES E*ACT LOCATION OF LVDT'S 4-3.a to 4-3.c TYPES OF LVDT'S USED AND POINTS OF ATTACHMENT TO POLAR CRANE DURING TEST INSTRUMENTATION USED FOR TEST INSTRUMENTATION TYPES AND CHARACTERISTICS TEST RESULTS -ROSETTE GAGES ON LINER 5-1.a to 5-1.c TEST RESULTS -LVDT MEASUREMENTS OF CONTAINMENT DISPLACEMENTS 5-2.a to 5-2.f TEST RESULTS -STRAIN GAGES ON CONCRETE REINFORCEMENT BARS CONTAINMENT STRUCTURE -ROUNDNESS SURVEY CONTAINMENT STRUCTURE -VERTICAL SURVEY OF LINER DEFORMATIONS 5-5.a to 5-5.b

SUMMARY

OF CRACK PATTERNS AT 54 PSIG PLATEAU TEST RESULTS -ADDITIONAL STRAIN GAGE REBARS AROUND EQUIPMENT HATCH ENVIRONMENTAL CONDITIONS DURING S.I.T. DISPLACEMENT NEAR EQUIPMENT HATCH REINFORCING BAR STRAINS PRINCIPAL STRESSES IN LINER PLATE 7-3.a to 7-3.f CONTAINMENT ROUNDNESS SURVEY

• l\

FIGURE 2-1 FIGURE 4-1 FIGURE 4-2 FIGURE 4-3 FIGURE 4-4 FIGURE 4-5 FIGURE 4-6 FIGURE 4-7 FIGURE 4-8 FIGURE 4-9 FIGURE 4-10 FIGURE 4-11 FIGURE 4-12 FIGURE 4-13 FIGURE 4-14 FIGURE 4-15 FIGURE 4-16 FIGURE 4-17 FIGURE 4-18 FIGURE 4-19 FIGURE 4-20 FIGURE 4-21 FIGURE 4-22 FIGURE 4-23 FIGURE 4-24 FIGURE 4-25 LIST OF FIGURES CONTAINMENT CROSS SECTION WALL AND DOME STRAIN GAGE BARS EQUIPMENT HATCH STRAIN GAGE BARS PERSONNEL LOCK I STRAIN GAGE BARS PERSONNEL LOCK II STRAIN GAGE BARS ROSETTE STRAIN GAGES LVDT LOCATIONS LOCATION OF CRACK PATTERN AREAS ON CONTAINMENT STRUCTURE LOCATION OF CRACK PATTERN AREAS AT PERSONNEL LOCK II AND EQUIPMENT HATCH INSTRUMENTATION FLOW DIAGRAM B & F INSTRUMENTS 1000 CHANNEL DATA ACQUISITION SYSTEM WANG 2200 SYSTEM COMPUTER COMPUTER DATA FLOW DIAGRAM STRAIN GAGE INSTALLATION ON REBAR BONDED TYPE STRAIN GAGE WELDABLE TYPE STRAIN GAGE COMPLETED STRAIN GAGE REBAR SCHEMATIC OF ROSETTE AND WIRING COMPLETED ROSETTE INSTALLATION ON LINER SCHEMATIC OF VERTICAL LVDT APPARATUS PHOTOGRAPH OF VERTICAL LVDT APPARATUS SCHEMATIC OF TYPICAL TAUT WIRE TYPE HORIZONTAL LVDT APPARATUS PHOTOGRAPH OF TYPICAL TAUT WIRE TYPE HORIZONTAL LVDT APPARATUS PHOTOGRAPH OF TYPICAL RADIAL DISPLACEMENT LVDT SCHEMATIC OF TYPICAL RADIAL AND TANGENTIAL LVDT'S PHOTOGRAPH OF TYPICAL RADIAL AND TANGENTIAL LVDT'S FIGURE 4-26 FIGURE 4-27 -FIGURE 5-1 FIGURE 5-2 \ FIGURE 5-3 FIGURE 5-4 FIGURE 5-5 FIGURE 5-6 FIGURE 5-7 FIGURE 5-8 FIGURE 5-9 FIGURE 5-10 FIGURE 5-11 FIGURE 5-12 FIGURE 5-13 FIGURE 5-14 FIGURE 5-15 FIGURE 5-16 FIGURE 5-17 FIGURE 5-18 FIGURE 5-19 LIST OF FIGURES (CONT.) PHOTOGRAPH OF REFERENCE FRAME -EQUIPMENT HATCH INSTRUMENTATION WIRING SCHEMATIC -CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT WALLS. 5-1.a to 5-1.d CRACK PATTERN SURVEY BEFORE TEST -BELOW EL. 100' CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT DOME. 5-3.a to 5-3.d CRACK PATTERNS DURING TEST -WALL AREA NO. 1 CRACK PATTERNS DURING TEST -WALL AREA NO. 2 CRACK PATTERNS DURING TEST -WALL AREA NO. 3 CRACK PATTERNS DURING TEST -WALL AREA NO. 4 CRACK PATTERNS DURING TEST -WALL AREA NO. 5 CRACK PATTERNS DURING TEST -WALL AREA NOo 6 CRACK PATTERNS DURING TEST -WALL AREA NO. 7 CRACK PATTERNS DURING TEST -WALL AREA NO. 8 CRACK PATTERNS DURING TEST -AREA NO. 9 EQUIPMENT HATCH CRACK PATTERNS DURING TEST -AREA NO. 10 PERSONNEL LOCK II CRACK PATTERNS DURING TEST -WALL AREA NO. 11 PHOTOGRAPHS OF TYPICAL CRACK PATTERNS -AREA NO. 1 PHOTOGRAPHS OF TYPICAL CRACK PATTERNS -AREA NO. 2 PHOTOGRAPHS OF TYPICAL CR1-,.CK PATTERNS -AREA NO. 9 PHOTOGRAPHS OF TYPICAL PATTERNS CONTAINMENT DOME STRUCTURAL INTEGRITY TEST -PLOT OF CONTAINMENT PRESSURE VS. TIME FIGURE 7-1 FIGURE 7-2 FIGURE 7-3 FIGURE 7-4 LIST OF FIGURES (CONT.) DIAMETER CHANGE OF CONTAINMENT WALL UNDER PEAK PRESSURE DIAMETER CHANGE AT SPRING LINE, MID-HEIGHT, AND NEAR BASE MAT VERTICAL DISPLACEMENT -CONTAINMENT WALL AND DOME UNDER PEAK TEST PRESSURE VERTICAL DISPLACMENT AT SPRING LINE 1 -REPORT

SUMMARY

1.1 SYNOPSIS The Structural Integrity Test of the Unit No. 2 containment structure, Salem Nuclear Station was on December 18, 1978 and completed on December 21, 1978. The results of the test verified the structural integrity of the containment. The test was performed through a coordinated effort by Public Service Electric and Gas Company personnel from the startup group of the Construction ment, Structural Division of the Engineering Department, Material Division of the Research and Testing Laboratory and personnel from United Engineers and Constructors. The Salem containments are not prototype containments by the definition listed in the Appendix A of the Regulatory Guide 1.18. For a nonprototype containment, Structural Integrity Test, strain measurements are not required if strain levels have been correlated with deflection measurements during the acceptance test of the prototype containment. dowever, the strain gages had been installed .in the Salem containments since start of the construction in 1969, Salem Unit 1 SIT had been conducted in accordance with the prototype test requirements. Unit 2 test is basically following the prototype test requirements with some expanded scope. To utilize the already installed strain gages, we have picked twelve (12) rebar strain gages and six (6) rosette gages for strain monitoring during the test to facilitate a quick comgarison to the result from the Unit 1 test. 1.2 PURPOSE The purpose of the report is to present the Structural Integrity Test results and data under various stages of pressurization up to 115% of design pressure arid also for the stages during depressurization. 1-1 The verification of the containment design was made by comparing the measured displacements and strains with the predicted values. The report evaluates and interprets the test results and presents resolutions where necessary.

1.3 CONCLUSION

The result of the Structural Integrity Test indicated the measured strains and displacements were w'ithin the acceptance limits. Aside from many short shallow surface cracks that are not due to rebar strains, the crack width and crack pattern are generally in agreement with our predictions based on our calculated stress levels. The test demonstrated that the containment behaved as expected under the test pressure confirming our design and analysis. 1-2 2 -DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE 2.1 SITE LOCATION Salem Nuclear Generating Station is located on the eastern bank of the .lower Delaware River on Artificial Island in Salem County, New Jersey. The site is located 3 miles north of the head of the Delaware Bay, 39 miles south-southwest of Philadelphia, 15 miles south of the Delaware Memorial Bridge and 8 miles south of the city of Salem, New Jersey. It is within the boundaries of Lower Alloways Creek Township, New Jersey. 2.2 GENERAL DESCRIPTION OF STRUCTURE .The reactor containment structure is a reinforced concrete vertical right cylinder with a flat base and a hemispherical dome. The containment has a welded steel liner with a minimum thickness of 1/4 inch to insure a high degree of leak-tightness. The function of the containment structure is to contain all radioactive material which might be released from the core following a loss-of-coolant accident. The structure serves as both a biological shield and a pressure container. The structure consists of side walls measuring 142 feet in height from the liner on the base to the springline of the dome, and has an inside diameter of 140 feet. The side walls of the cylinder and the dome are 4 feet 6 inches and 3 feet 6 inches thick respectively. The inside radius of the dome is equal to the inside radius of the cylinder so that the discontinuity at the springline due to the change in thickness is on the outer surface. The flat concrete base mat is 16 feet thick with a liner plate located on top of this mat. The bottom liner plate, in the annulus area between the circular crane wall and the outer cylindrical wall is covered with a minimum of 2-1 2 feet of concrete, and the area within the crane wall is covered with 5 feet of concrete, the top of these concrete slabs is the floor of the containment. The base mat is directly supported on lean concrete fill. For cross section of containment structure see Fig.2-1. The basic structural elements considered in the design of the contairuiient strucfure are the base slab, side walls and dome acting as one structure under the loading conditions. The liner is anchored to the concrete shell by means of anchors so that it forms an integral part of the entire composite structure under specified loadings. The reinforcing in the structure will have an elastic response to load conditions with limited maximum strains to insure the integrity of the steel liner. 1he lower portions of the cylindrical liner are insulated to avoid buckling of the liner when the temperature of the containment-atmosphere rises during a LOCA. Internal structures consist of equipment supports, polar crane gantry, shielding, reactor cavity and canal for fuel transfer, miscellaneous concrete and steel for floors and stairs. 2.3 GENERAL DESIGN BASIS The containment structure is designed (a) to sustain without undue risk to_ the health and safety of the public the initial effects of gross equipment failures such as a large reactor coolant pipe break, without loss of required integrity and (b) together with other engineered safety features as may be necessary, to retain for as long as the situation requires, the functional capability of the containment to the extent necessary to avoid undue risk to the health and safety of the public. The reactor containment structure, including access openings and penetrations, and any necessary containment heat removal systems shall be designed so that the leakage of radioactive materials from 2-2 the containment structure under conditions of pressure and temperature resulting from the largest credible energy release following a of-coolant accident, including the calculated energy from metal-water or other chemical reactions that could occur as a consequence of failure of any single active component in the emergency core cooling system, will not result in undue risk to the health and safety of the public. The containment structure design parameters are based on the following:

1. Leak tightness and testing requirements.

2. Seismic requirements.

3. Tornado requirements.

4. Shielding requirements.

5. Design basis accident requirements.

6. Flood conditions due to maximum probable hurricane.

7. Internal missile generation.

2.4 PRINCIPAL CONTAINMENT STRUCTURAL ELEMENTS 2.4.1 LINER PLATE To insure containment leak tightness, a welded steel liner of thicknesses varying from 1/4 inch to 1/2 inch is anchored to the inside face of the concrete shell with 1/2 inch diameter studs. The containment liner is designed to carry a portion of the membrane force from the different combinations of loading, however for conservative reasons, it is not counted on in the resistance to lateral shear. The lower 34 feet of cylinder liner is insulated to prevent buckling of the liner due to restricted growth under a rise in temperature. 2-3 Under stress, the variation in plate thickness would cause small differential movements between the liner and the concrete. Also, the shrinkage cracks in the concrete would have the same result. Soft corks are placed around the studs adjoining the liner plate to allow differential movement between the liner and the concrete. The stud anchors are designed such that their failure in shear or tension will not break the leak tight integrity of the liner plate. Even if stud failure developed, it would be random in nature. This would not impair the liner integrity, nor would it cause progressive failure. The design load per anchor is low and if an anchor should fail, the load it would have carried would be easily distributed to the adjacent anchor. Where there are a large number of penetrations in one area, the thickness of the liner plate is increased. from 3/8 inch to 3/4 inch for reinforcement. A 3/4 inch knuckle plate connects the cylinder liner to the base liner. The thicker plate is used to resist buckling due to concentrated loadings from liner anchors in the base mat and also to take care of the warped surface created by the double curvature at the junction. 2.4.2 BASE MAT The base mat slab is considered to be a circular plate of constant thickness, t. The loads are imposed upon the slab by the exterior cylinder wall, the central circular crane wall and, to a lesser degree, by the equipment. The soil reaction pressure was found in a conventional manner by treating the slab, which is sixteen feet thick, as a rigid mat. 2-4 2.4.3 CYLINDER WALL AND DOME The dome and cylinder are treated as thin-walled shell structures which result in a membrane analysis. Since the thickness of the dome and cylinder is small in comparison with the radius of curvature (cylinder 1/15.5, dome 1/20), the stresses due to pressure and wind or earthquake was calculated by assuming that they are uniformly distributed across the thickness. Membrane stresses are carried by the reinforcement and the steel liner, but none by the concrete unless they are compressive stresses. 2.4.4 PENETRATIONS In general, a penetration consists of a sleeve embedded in the *concrete wall and welded to the containment liner. The weld to the liner is shrouded by a continuous channel which is test pressurized to demonstrate the integrity of the penetration-to-liner weld joint. The pipe, electrical conductor, duct or equipment access hatch passes through the embedded sleeve and the end of the resulting annulus is closed off, either by welded end plates, bolted flanges or a combination of these. Provision has been made for differential expansion and misalignment between each pipe and sleeve. No piping loads are imposed on the liner. Pressurizing connections are provided to demonstrate the integrity of the penetration assemblies. There are three large openings that significantly perturb the reinforcing pattern. One is the equipment hatch -with an 18-ft diameter outer barrel and the others are two personnel hatches with 9-ft. 9-in. diameter outer barrels. The main wall reinforcing consisting of vertical and horizontal reinforcing bars is bent around the openings. Continuity of shell reinforcement is therefore maintained. For large openings in addition to these bars, circular 2-5 reinforcing bars have been provided to take care of axial thrust and principal moments around the opening. Radial stirrups have been provided to take care of the torsion and shear. This combination of reinforcing bars takes care of the primary and secondary stresses. 2.5 MATERIALS OF CONSTRUCTION 2.5.1 CONCRETE ACI 301-66 "Specifications for Structural Concrete for Buildings", together with ACI 318-63 "Building Code Requirements for Reinforced Concrete", form the basis for the Public Service concrete specifications. The minimum.ultimate compressive strength in 28 days for a standard test cylinder of concrete required by the detailed specifications of the containment structure was 3500 psi. The coarse aggregate selected and used. on the Salem Project was quarry stone, crushed and graded to meet the detail specifications. The stone, commonly known as traprock, was a basic igneous rock consisting of diabase and basalt. The quarries and crushers were located in Lambertville, New Jersey, Pennington, New Jersey and Kingston, New Jersey. The fine aggregate selected was known locally as Dorchester sand. It was a silica sand found in bank run deposits. The sand was dredged, washed and then graded to meet project detail specifications. The Portland Cement (Type II) was used and conformed to ASTM Specification C-150, latest edition. 2-6 Flyash was used as an admixture in the majority of the concrete and conformed to ASTM Specification C-350-65T, except that the fineness of the flyash was in accordance with the ASTM Specification C-618-68T, which has now replaced ASTM C-350. A retarding densifier was also used as an admixture which conformed to ASTM Specification C-494, Type D. The retarder was a water reducing admixture of the hydroxylated carbolic acid type and contained no calcium chloride. 2.5.2 REINFORCING STEEL Reinforcing steel for the dome, cylindrical walls and base mat of the containment was high-strength deformed billet steel bars conforming to ASTM A-432-65. Placing of reinforcing steel conformed to the requirements of Chapter 5 of ACI 301, "Structural Concrete for Buildings", and Chapter 8 of ACI 318, "Building Code Requirements.for Reinforced Concrete". No tack welding to A-432 reinforcing bars was allowed. All splices of main load carrying reinforcing steel in the Reactor Containment shell were made by the cadweld process using type "T" sleeves to develop the minimum ultimate tensile strength specified by the ASTM for the gra4e of the bar being spliced. To insure the integrity of the cadweld splices, the detail specification required random sampling of splices in the field. The selected splices were removed and tested to the minimum tensile strength of the bar being spliced. In some cases, the drawings required bar sizes No. 11 and smaller be spliced by the cadweld process. In a few instances, the drawings specified other than type "T" sleeves which were required 2-7 for the splicing of reinforcing to special sections. A type "B" sleeve was used to join main load carrying reinforcing bars to structural steel in order to develop the same minimum ultimate tensile strength of the bar. The detail specification required that the average value of all cadweld splices tested equal or exceed the specified minimum ultimate tensile strength of the ASTM grade of bar being spliced. In addition, no more than 5% of the splices tested had an ultimate strength less than 85% of that specified by the ASTM for the grade of bar being spliced. If any of the foregoing requirements were not satisfied, production was halted until the cause and extent of the defective splices was determined. Where accessibility of limited space precluded the use of the cadweld processes, the specifications permitted splicing by butt welding. These cases constituted less than 1% of the total number of splices made. Welding was performed in accordance with AWS Specification D-12.1 with double "V" groove butt joints in the horizontal position and single "V" groove butt joints in the vertical position. Welding was performed by the shielded arc processes using low hydrogen stick electrodes. 2.5.3 LINER PLATE The steel for the Reactor Containment liner main shell (including the dome, cylindrical _walls and the bottom) , is low carbon-high manganese steel with fine grain structure, meeting ASTM Specification A422-66, Grade 60. In addition, the liner material was impact tested in accordance with the 1968 edition, ASME Boiler & Pressure Vessel Code, Section III, Paragraph Nl211, at a temperature 30°F below the minimum service temperature of 50°F. 2-8 The Reactor Containment liner was fabricated and erected in accordance with Part UW, "Requirements for Unfired Pressure Vessels Fabricated By Welding 11 , Section VIII of the ASME Boiler and Pressure Vessel Code, 1968 edition, and Public Service Detail Specification No. 68-7123. Where any conflict was evident, the Public Service Specification was followed. The qualification of all welders and welding procedures was performed in accordance with Part A, Section IX, of the ASME Boiler and Pressure Vessel Code, 1968 edition. Evaluation of porosity in spot radiography was in accordance with the standards of Appendix 4 of Section VIII, ASME Boiler and Pressure Vessel Code, 1968 edition. Standards for field welding were in accordance with the requirements of Section VIII of the ASME Boiler and Pressure Vessel Code, 1968 edition. The liquid penetrant inspection of the liner plate welds was in accordanc.e with Appendix 8, "Methods of Liquid Penetrant Examination", Section VIII of the ASME Boiler and Pressure Vessel Code, 1968 edition. Inspection of the liner seam welds was as follows: * (a) A trained inspector responsible for welding Quality Control inspected every weld. (b) For the bottom liner plates, liquid penetrant and/or magnetic particle inspections of 2% of the weld seams was performed. In addition, the 10 feet of weld made by each welder was also liquid penetrant and/or magnetic particle inspected. (c) All the liner bottom plate welds were 100% vacuum box tested to 5 psi pressure differential with atmospheric pressure. (d) The liner plate seam welds in the cylindrical walls and dome were 2% radiographed for each welder and position in accordance 2-9 with UW52. In addition, the first 10 feet of weld made by each welder was 100% radiographed. The following preliminary tests were made during the liner erection using the test channels: (a) All welds were covered by channels and zoned after which a strength test was performed by applying 54 psig air pressure to the channels in a zone for a period of 15 minutes. The exposed welded joints were given a soap test for leaks. If bubbles indicated a leak, the leak was repaired and the zone retested. (b) The zones of channels were then retested to a pressure of 47 psig with a 20% by weight, freon-air mixture. The entire run of the channel to plate weld was traversed with a halogen leak detector. If a leak was detected, repairs were made and e . a retest performed. (c) In addition, the zone of channels was held at the 47 psig air pressure for a period of two hours. When pressure drop exceeded the standards, zones were repaired and retested. Where attachments to the steel liner were made by Nelson studs, each welder,_ at the beginning of each day, attached at least one test stud which was tested by bending the stud approximately 45 degrees toward the plate to demonstrate the integrity of the weld. If failure occurred in the weld, the welding procedure or technique was corrected, and two successive studs successfully welded and tested before further studs were attached to the liner plate. These test studs were allowed to remain in place but were not considered as part of the regular stud pattern required by the design. All studs on which a full 360 degree weld was not obtained, were removed and replaced with a new stud. Before welding a new stud where a defective one had been removed, the area was ground flush and smooth. 2-10 Stiffeners were welded to the exterior of the dome. These stiffeners conformed to ASTM A-36 material. 2.5.4 PENETRATIONS The equipment hatches and personnel locks are made from ASTM A-516, Grade 6-0, conforming to ASTM A-300 requirements. In addition, the steel was normalized by heating to l,700°F (+/-. 50°) and cooling in still air and "V" notch tested to a minimum of 15 foot -pounds at * -40°F in accordance with ASTM Specification A-370-65. For the material on the interior bulkhead which is not subjected to low temperatures, the material was required to pass a charpy "V" notch test of 15 foot -pounds at +20°F, in accordance with ASTM Specification A-370-65. The material for the piping penetration sleeves, 12 inches in diameter and under, was ASTM A-106 Grade B, and for sleeves over 12 inches diameter, ASTM A-155 KC70 was used. The electrical penetration sleeves were of schedule 80 carbon steel. The piping and electrical penetration sleeves were welded to the liner plate assemblies at the fabrication shop in accordance with ASME, Section III, Class B vessels, except for stamping. 2-11 J _-_'i : .--'! -.. -'I LU ef. I-<.( _J ' (\_ Q: :1 tiJ * *-Lli'-J£R PU\TE POU\R 70 1-0 ** ,' ,* I EL 291-6 EL e.1e'-o EL 7G'-O 2-1 3 -TEST PROCEDURES 3.1 GENERAL DESCRIPTION The completed containment structure was tested for structural integrity subject:_ing the structure to an internal air pressure test of 54 psig, which is equivalent to 115 percent of the design pressure. The test was run by pressurizing the containment structure with compressed air using several air compressors. Pressure was stabilized at the pressure plateaus of 0, 12, 24, 36, 47, 54, 47, 36, 24, 12 and 0 psig. These plateaus with the exception of 54 psig were reached after pressurizing to 1 psig higher than the desired value and then bleeding the system back to the desired pressure level. At each level the pressure was held constant for a minimum period of ten minutes to allow strains within the structure to adjust and equalize, before preliminary observations and measurements were taken. After a one hour of holding period, a final observation and measurement was again taken to be used as the official result. The peak test pressure of 54 psig in the containment was maintained for a period of one hour. After this period observations and measurements were obtained and analyzed *in order to verify the adequacy of the structural design. Cracks were mapped and measured at each pressure plateau. Prior to the strength test, predicted displacements and strains at various locations were calculated for the test pressures. Linear *variable displacement transducers were installed at designated locations on the inside face of containment wall and strain gages were installed on designated areas of the liner and concrete inforcing bars to obtain readings for comparison with the analytically derived displacements or strains. The overall structure exhibited elastic behavior throughout the test range. 3-1

3. 2 PREPARATION Linear variable differential transducers (LVDT), strain gages and rosette gages were installed by the Public Service Energy Laboratory and wired to a data acquisition system. Calibration tests were performed on the instruments to ensure proper functioning during the test. Grids were drawn on containment shell at designated crack measurement areas. Access platforms were erected for crack survey and the test crack patterns were mapped. Eight air compressors with a total capacity of 9600 cfm were used for the pressurization.

The containment inside temperature was to be maintained between 60°-700 F during the test. Through our investigation, we concluded that with all fans operating on low speed they will generate enough heat to maintain the range of temperature required. A pre-test was conducted to detect and fix any gross leakage in the containment boundary through pressurization. No leakage was found and the containment was ready for the official structural integrity . test. Immediately prior to pressurization for the SIT all gage readings were set to zero level. 3.3 PROCEDURES DURING THE TEST During the the test at each specified pressure level a series of* measurements were made. 3-2 Radial and vertical growth of the cylinder was measured using linear motion transducers wired to electrical indicators along four approximately equally spaced meridians. The radial displacements of the containment were measured at the spring line, mid-height of the cylinder and at 13.5 feet above the structural mat. Vertical displacements were "1!leasured at the apex and spring line of the dome. Six (6) rosette gauges were picked to measure the liner growth. Twelve (12) re-bar strain gages were picked to measure the ment strains. Although strain readings are not required for the prototype containment pressure test, these strain readings offered a fast comparision to the Unit 1 result without relying on mathematical correlations. These gages were picked for their relatively higher strain readings than these redundant gages in the comparable locations from the Unit 1 test. At level of pressurization the pressure was held constant while the required strain and deformation measurements were obtained. Once all readings had been obtained, examined, and accepted as satisfactoYy, further pressurization/depressurization of the structure proceeded. At the maximum test pressure of 54 psig an evaluation analysis of the test-measurements was conducted before proceeding further with the test. All test data obtained utilizing the instrumentation are presented in Section 5 of this report".-In general, data from the instrumentation are gathered through temporary wiring to a trailer located adjacent to the Containment Structure. These data were acquired on a"B & F Instruments" 1000 Channel Data Acquisition System, fed to a Wang 2200 System Computer for data reduction and analysis and displayed for examination in hard copy form. 3-3 Crack patterns in the concrete were measured and recorded at the designated crack pattern areas (see Figure 4-7) at the test pressures of 0, 12, 24, 36, 47 and 54 psig. Crack patterns in the areas of the large penetrations were also mapped to ascertain agreement with predicted stress patterns. (See Figure 4-8) 3,4 PROCEDURE AFTER TEST Following completion of the test all instruments were checked for electrical stability. An inspection was made to examine the remaining cracks in the concrete shell and possible distortion of liner plate or other structural damage. The pressure test was considered satisfactory and the containment was ready for integrated leak rate test. 3-4 4 -INSTRUMENTATION

4.1 INTRODUCTION

The Materials Division of the Research and Testing Laboratory was the inst_rumentation project for the Structural Integrity Test of the Unit No. 2 Containment Structure, Salem Nuclear Generating Station. The work included the purchase, design, and installation, of all materials, equipment, and instrumentation, used for the test, field installation and supervision where applicable, written field cedures as required, and the acquisition and reduction of test data obtained during the conduct of the Structural Integrity Test. The work also included the preparation of the test data and results included within this report. The project was assigned to the Laboratory by the Structural Division of the Engineering Department, which had the overall responsibility for the conduct of the Structural Integrity Test and the final report. I' The Structural Integrity Test was performed through a coordinated effort_of the Engineering Department -Structural Division, Salem Project Startup Group, the Mater,ials Division of the Research and Testing Laboratory, and personnel from United Engineers and Constructors. The company personnel 'responsible for the conduct of the test were the Structural Engineer, Salem Startup Group Lead Shift Test Engineer, the Research and Testing Laboratory Materials Test Engineer and the UE&C Startup Test Engineer. All other work performed to set up and obtain data during the test was by employees of the Materials Division of the Testing Laboratory. 4-1 The technical work was conducted in accordance with Research and ing Laboratory procedures for Strain Gage Installation, Rosette Gage Installation, and Job Site Procedure for the Structural Integrity Test. 4.2 GENERAL DESCRIPTION The instrumentation used for the test consisted of several types. Strain gages had been installed on selected hoop and meridional forcement bars throughout the mat, walls, and dome, of the Containment Structure at many different locations since the start of construction in 1969. Twelve (12) of these gages were selected to be read during the S.I.T. of Unit 2 Containment. The location of these gages is presented in Figures 4-1 through 4-4 and given in detail in Table There are 6 rosette strain gages installed on the interior surface of the liner plate at selected areas of the wall and dome and around personnel lock II. The location of these gages is presented in Figure 4-5 and given in detail in Table 4-2. Linear Variable Displacement Transducers were installed at 42 locations throughout the containment to measure the gross deformation of the structure; in the radial and vertical directions, along four equally spaced meridians, and at three heights, and the apex of the dome. Radial and tangential deflections of the containment wall were measured at twelve points around the Equipment Hatch. The location of these LVDT's is presented in Figure 4-6 and given in detail in Table 4-3. Crack patterns were measured and charted during the test in eleven areas on the exterior surface of the concrete Containment Structure. Eight of these areas were at the quarter points of the wall ence, four at mid-height and four at spring line. One area covered a quadrant of the Equipment Hatch and one area a quadrant of Personnel Lock II. An additional area covered the only accessible wall near the base mat-wall intersection at elevation 78'. The location of these 4-2 crack pattern areas is presented in Figures 4-7 and 4-8. All instrumentation was run through temporary wiring to a Structural Integrity Test Instrumentation Trailer located adjacent to the Containment Structure in the northeast quadrant. Instrumentation wiring from within the containment was run through permanent cal penetrations-and removed after the test was complete. Data was acquired during the test, through the instrumentation wiring, on a "B & F Instruments" 1000 Channel Data Acquisition System. The instrumentation flow diagram is presented as Figure 4-9 and the "B & F" Data System is shown in Figure 4-10. Data reduction and analysis was facilitated by the use of a Wang 2200 System Computer, interfaced to the B & F Data System, which recorded, calculated, and printed the reduced data in hard copy form for analysis. The Wang System is shown in Figure 4-11 and the computer flow diagram is presented as Figure 4-12 4.3 STRAIN GAGES The strain gages used for the test are of two general types, bonded and weldable. Each reinforcing bar instrumented for strain has two bonded gages applied 180° apart between the bar deformations and two weldable gages applied 180° apart on the ribs of the bar. See Figure 4-13. The bonded gages are tee element 1/2 bridge gages which provide for temperature compensation and produce additional bridge sensitivity proportional to Poisson's Ratio. See Figure 4-14 The weldable gages are 1/4 bridge configuration naturally waterproof and reliable over long periods of time. The gages are very ture stable within the limits of the test temperatures. See Figure 4-15. The gage types and gage characteristics are given in Table 4-5.b. 4-3 e \ The strain gages were applied to short sections of reinforcing bar 5 to 10 feet in length, cut and bent on site, and delivered to the Maplewood Laboratory for instrumentation. All gages were applied, by Laboratory specifications, under Lab conditions of cleanliness and quality to insure reliability and longevity in the field. Gages were wired and waterproofed in the Lab and shipped to the field to be "cad.welded" into their proper position on the containment. See Figures 4-16. All gages were wired individually using a shielded 3-wire cable. This provided redundancy of instrumentation as each gage could be read individually if the others failed. It also was possible to obtain either pure compression/tension strain readings or bending strain readings according to which bridge arm the gages were finally wired into. Gage wiring was run through steel conduit within the concrete to waterproof junction boxes on the exterior of the structure at approximately elevation 122'. Temporary wiring of the same type was then run to the instrumentation trailer where each gage was wired to one data acquisition channel of the 1000 Channel System. 4.4 ROSETTES The rosette strain gages used for the test are 3 element 60° planar foil type. The gage type and characteristics are given in Table 4-5. The number one rosette-.. arm is oriented in the horizontal plane (hoop stress direction). Each rosette has an individual dummy gage of the same type applied to an unstrained block of steel cut from an excess piece of the same liner plate. The du!I!lily block is placed adjacent to the strained rosette in contact with the liner. This configuration provides full 4-4 -\ *. :* .. "

• temperature compensation.

See Figures 4-17 and 4-18. Gages were installed in the field on the interior surface of the liner plate, using Laboratory specifications and wired to the mentation trailer where each arm of the rosette with its corresponding dummy arm was wired to one data acquisition channel as a 1/2 bridge gage. Each rosette provides three readings from which liner plate stresses and directions may be calculated. 4.5 LI)TEAR VARIABLE DISPLACEMENT TRANSDUCER The common nomenclature for this type of instrumentation is LVDT. The LVDT produces an electrical output proportional to the ment of a separate movable core . It consists of two basic parts; a movable iron core and a body taining a primary and two secondary transformer windings. AC carrier excitation is applied to the primary. The two identical secondaries, symmetrically spaced from the. primary, are connected externally in a series-opposing-circuit. Motion of the non-contacting magnetic core varies_ the mutual inductance of each secondary to the primary, which determines the voltage induced from the primary to each secondary. When the core is centered between the secondary windings, the voltage induced in each secondary is identical and 180° out-of-phase, so there is no net output; (Null or Zero Position). If the core is moved off center in either direction, the mutual inductance of the primary with one secondary will be greater than with the other, and a differential voltage will appear across the secondaries in series. For any off center displacement of the core, within the range of operation, this voltage is a linear function of the core displacement . 4-5 LVDT's are AC operated devices requiring oscillators, carrier fiers, demodulators, and filters. In most applications the LVDT's are used in their AC configuration with all the electronic components at a central location. In this specific application it was desirable to send DC excitation to the LVDT and return a DC signal to the data acquisition system. This was due to long lead wires, close bundling of all wiring, and other reasons, which produced electrical ference in the signal. This was accomplished by use of a signal conditioning module, located at the LVDT location within the ment. This module contains all necessary electronics to receive the DC excitation, convert this to AC for the LVDT, perform calibration trim functions, receive the proportional AC signal from the LVDT, and transform this signal back to DC for transmission to the data system. Several different types of LVDT apparatus were used to measure the gross deformation of the containment during the S.I.T. The types were chosen which would be best suited for the parameter to be measured. The first requirement; to measure the vertical displacement of the structure along four equally spaced meridians, at the spring line, and at the apex of the dome, was accomplished with LVDT's which have a free floating core. The LVDT core was installed on one end, and in line with, an invar wire of 0.088 inch diameter, suspended from a bracket attached to the liner at the spring line; elevation 218 ft. The body of the LVDT was attached to a bracket which was free to move in a horizontal plane but securely referenced to the 130 elevation deck. The wire was kept taut by suspending a weight on the free end which was immersed in an oil bath to dampen out any swinging oscillations. 4-6 .. --( \. This type of apparatus was also used to measure the vertical placement in the apex of the dome. The invar wire was suspended from a bracket at the apex and the LVDT apparatus mounted on the polar crane trolley which was secured for the test and considered as stable reference at elevation 224'2". -The schematic ofl:he vertical apparatus is presented in Figure 4-19 and is shown in Figure 4-20. Our second measurement requirement was the radial displacement of the structure at three elevations: 89.5 ft., 147 ft., and 218 ft., along four meridians. This presented a problem due to the large diameter of the containment, and the layout of the nuclear steam systems and crane wall, which limited the ability to freely span the containment diameter. Where it was possible to freely span the diameter or the greater part of a radius; taut wire extensometers were used. These consist of a frame which is attached to the liner plate on one side and a movable sliding section precisely aligned on the frame and .attached to one end of an 0.088 inch diameter invar wire. The invar wire spans the area to be measured and is attached to a bracket on the liner. Constant tension linear springs are attached, between the solid frame and the sliding section, which produce a constant load on the invar wire, regardless of slider position, and therefore a constant amount of sag in the invar wire. The body of the LVDT is attached to the rigid frame and the LVDT core to the movable slider. The schematic of the extensometer is presented in Figure 4-21 and the apparatus is shown in Figure 4-22. This type of taut wire extensometer was used mainly for mid-height and spring line displacement measurements. At mid-height on the 277° 4-7 .. azimuth (directions approximate) an extensometer spanned the radius from the liner to the steam generator frame as a reference. The 7° to 187° direction was a clear span of the containment diameter through the polar crane legs. The 97° azimuth was a spring loaded type referenced to the elevator shaft. At the spring line all LVDT's were referenced to the polar crane as a stable platform. The 7°, 187° and 277° azimuth were measured with taut wire types spanning the containment radius. On the 97° azimuth a spring loaded type was used attached to a beam on the polar crane. The orientation of the polar crane and types of LVDT's used during the test is given in Table 4-4. Where it was not possible to span an area, a spring loaded core type LVDT° was used. In this type, a coil spring bearing on the core extension served to always force the core tip against the surface being measured. The LVDT body was held rigidly in a frame bolted to beams attached to the 130 deck or foundation mat. This type of LVDT is shown in Figure 4-23. Radial and tangential displacement of the liner plate around the Equipment Hatch was measured with the same type of spring loaded LVDT but with different linear ranges in these respective directions. Measurements were referenced to aluminum plates which were Nelson studded to the liner plate and precisely aligned in the radial and tangential directions. The schematic representing this setup is given in Figure 4-24 and is shown in Figure 4-25. The LVDT's used around the Equipment Hatch were attached to a frame rigidly anchored and referenced to the 130 elevation deck. This frame is shown in Figure 4-26. 4-8 Since the Containment Structure wall was expected to move upward with respect to the 130 deck elevation; an additional LVDT was attached to the frame and referenced to the liner plate at elevation 140 1 to measure this relative motion. The information from this LVDT was used to compensate for the component of the vertical wall displacement, which would be included in the tangential displacement of the liner plate, on the vertical axis through the Equipment Hatch. 4.6 DATA ACQUISITION SYSTEM Data was acquired during the test on a B & F Instruments Model SY 256 Data Acquisition System. The SY 256 system is a multi-channel digital strain and millivolt monitor and recorder. The system is modular in design, self-contained, and usually includes a printer as an output device, however any of the common digital output devices may be used. The total number of data channels which the system can accomodate is 1000 (Channels 000 to 999). Primary usage of the SY 256 is intended for testing where signals are provided by strain bridge circuits, thermocouples, or other millivolt sources such as strain gage ducers. All types of B & F input conditioner cards can be used and can be moved around within the system at will. Strain gages and millivolts are inputted through the terminal boards mounted directly behind each input conditioner. Output data is presented directly in engineering units of micro strain, millivolts, inches, temperature, or p.s.i. The general wiring layout of the SY 256 input system is shown in Figure 4-27. Console I of the 3 console B & F system, contains the control functions, data display and output devices, and 200 channels of input conditioning modules. See Figure 4-10. 4-9 The IC 1613 is a ten channel strain gage input conditioner and scanner. Bridge completion, bridge balance (zero) control, and gage factor (span or cal) control, is provided for each channel. A separate shunt bration is included for each channel. The combination of these two features allows scaling of the output signal to engineering units gardless of variations between channels in gage factor, gage resistance, input c-a-ble resistance, and excitation. Provision is made for easy internal 1 bridge setup for 1, 2, or 4, active arm inputs. All bridges are continuously excited by a B & F internal bridge power supply, one per each 100 channels, which provides 0 to 15 VDC at 1.5 a!ilperes. Continuous excitation eliminates bridge warm un drift problems. There are no switching contacts inside the bridge circuit. Only the output leads are scanned. The S 1314 is a ten channel millivolt signal scanner. It has sion to switch each of the 10 three wire inputs into one common output line. The unit has provision for accepting voltage inputs and either a separate voltage divider per channel or a single divider on the output leads for all ten channels. The system is designed to receive a strain input signal of +/- 10,000 microvolts full scale with direct overranging to +/- 20,000 microvolts. -. The channel scan rate is 20 channels per second in the normal operat-ing mode. This may be slowed by limits of the output device used. A typical scan, output data form.at will appear as: 123 4 56789 0 2 35959 . Constants thumbwheel setting Clock, Hr., Min., Sec. 000 0 Data First Channel = 000 Data -5 Digits Sign of Data Channel Number 4-10 The B & F System uses the theory of single shunt calibration. The object of calibration is to duplicate, as nearly as possible, the output at the bridge circuit for a known value of strain. The effect of strain on a strain gage is an increase or decrease in its tance. By shunting one completion resistor or an active gage arm with a precision resistor, a change in resistance will be produced -which may be readily calculated and used as a calibration strain setting. The voltage output of the bridge circuit is now exactly equal to what it will be when the strain (resistance change) on the actual gage is equal to this calculated value. For a single active arm strain gage, 3 wire input cabling prevents zero shift due to resistance changes in the gage wiring caused by changes in temperature. Placing the shunt calibration resistor across the internal completion resistor produces a calibration flection which cancels the effect of the input cable resistance on the sensitivity of the strain gage; (Gage Factor). This type of shunt calibration produces a positive polarity output signal -sion in the active gage arm. For a two active arm strain gage, the calibration resistor is placed across one active arm of the actual gage. This will produce a known chan_ge in the resistance at one arm of the bridge equal to the change caused by a known amount of strain, and in this case will always be of negative polarity -compressive. This calibration strain produced is independent of excitation voltage and compensates for the gage factor of each individual gage and desensitization of the gage due to the lead wire lengths. 4. 7 DATA REDUCTION The data acquired during the test was reduced an analyzed on site before proceeding to another pressure level during pressurization 4-11. and depressurization of the containment. This was accomplished with the aid of a Wang Model 2200 System Computer which was interfaced to the B & F Acquisition System. This system utilizes "Basic Language" for programming, a CRT data display, dual diskette drive for program storage, data storage and manipulation, and an output writer for hard copy data output. See Figure 4-11, 4-12 and Table 4-5.a. During the Structural Integrity Test data was scanned on the B & F and printed out on the Data Dyne Printer. Simultaneously the same data, from the B & F data buss, was fed, through the interfaces, to the Wang System, which was programmed to read and store data in labeled data files on diskette "R". One diskette was used for all pressure levels, and all programs were stored on a file protected diskette "F". Upon completion of a data scan, at a pressure level, the data was retrieved from diskette "R", into the CPU memory where all the necessary calculations were performed. The reduced and computed data *was then printed in tabular form on the output writer for structural review and analysis. The reduced and computed data was also saved in storage on an additional diskette "R" for later retrieval and tion in the form of the Tables for each individual gage which are presented in Section 5, Test Data, of this report. 4,8 CRACK PATTERN MEASUREMENT AND MAPPING Crack measurement and mapping was performed in selected pattern areas on the containment which coincided with points of particular interest. There were four areas at mid-height of tl:.e containment wall, four areas centered on spring line, one area near the junction of the base mat and wall, and two areas covering one quadrant each of the Equipment Hatch and Personnel Lock II. 4-12 An initial survey of the entire accessible surface of Unit No. 2 Containment concrete was performed in advance of the start of the S.I.T. Prior to the survey, a waterproof coating was applied to the exterior concrete surface of the containment. This coating varied in thickness from light to relatively heavy in some areas. Although some cracks were visible through the coating, the Laboratory performed various tests to determine if the coating would be detrimental to the performance of the crack mapping during the S.I.T. The testing showed that the coating was flexible and would hinder the true measurement of crack widths during the test -particularly where the coating was applied in a heavier layer. The coating .was then sandblasted off the concrete in the ten designated crack mapping areas using as much care as possible not to etch the underlying concrete. Area 11 was not sandblasted because it had not been coated with the waterproofing. Due to the sandblasting process, many existing concrete cracks were observed and recorded in the pretest survey of the designated areas. These cracks apparently "existing" shrinkage cracks in the concrete which had been severely accentuated by the sandblasting. The cracks now resembled miniature V-notches in the concrete surface where the blasting agent had eroded the surface mortar and fine concrete particles. The width of these cracks was now extremely hard to measure accurately because no* clear, defined, clean edge existed on the crack on which to base a reference point. Reference lines were drawn on the edges of the cracks at their widest point. Along these reference lines, arrows were drawn to indicate exactly where the crack should be 4-13 measured. At each measurement, the optical comparator was aligned along these reference lines and the measurement was taken at the designated point. This procedure eliminated the possibility of too many variables. Pretest crack widths are therefore exaggerated, based on these arbitrary reference lines. All subsequent widths are more accurate, being based on the same reference, however there are also additional inaccuracies in these crack widths associated with lining up the comparator for each reading_ and individual interpretations of the reading by several personnel. Extensive training was given to the crack crews before and during the test, particularly the interpretation of any given crack width reading among crews on different shifts, to eliminate as many variables as possible in reading the width of these particular eroded shrinkage cracks. Cracks which developed in the concrete or progressed during the test were measured without any particular problems. All areas were marked off on one foot square grid patterns using a black felt tip pen on the surface of the concrete. This same black marking system was used to chart the devlopment of the cracks during the test. The crack pattern areas were mapped at each pressure level during pressurization and charted on designated forms for each pattern area. The crack widths were determined using optical comparators as given in Table 4-5.b. Cracks which had attained an average width of 0.005 inches or any other of a particular interest were specifically measured and noted on the respective forms for that area. graphs were taken of typical crack pattern areas at selected pressure levels during the test. 4-14 Crack pattern measurement and mapping was not continued during depressurization however, the recovery of the cracks during this stage was given a cursory examination, and upon completion of the depressurization a thorough examination of each area was conducted as well as a final survey of the entire containment. Cracks which exceeded the cri"Ceria of 0.02 inch were noted and charted on the appropriate forms. 4-15 TABLE 4-1 SALEM NUCLEAR GENERATING STATION STRUCTURAL INTEGRITY TEST UNIT II CONTAINMENT STRUCTURE -STRAIN GAGE BAR LOCATIONS Gage Rebar Radius Elevation Azimuth Dome El. Number Line Row Ft. In. Ft. In. Min. Degree Location 9V 76 282 F 70 9 1/4 75 ll 1/2 301 04 Main Wall Vertical lOV 85 1 F 70 7 1/2 84 4 0 07 Main Wall Vertical 9H 150 282 D 74 3 149 10 3/4 301 Main Wall Horizontal llH 85 58 D 74 1 1/4 83 7 61 Main Wall Horizontal llH 110 58 D 73 10 3/4 ;I.12 2 1/2 61 Main Wall Horizontal llH 195 58 D 74 1/2 195 2 1/2 61 Main Wall Horizontal 13H 138 170 D 74 1 137 4 1/2 181 Main Wall Horizontal 13H 173 170 D 74 1 1/4 172 8 3/4 181 Main Wall Horizontal 9D 5BR 273 F 70 7 1/2 284 .8 291 71 Dome 13D lOTC 165 F 73 0 256 .7 32 175 Dome L 4C 99 1805 f 71 7 98 5 Personnel Lock I 7'-7 7/8" radius from Lock Center at 7:30 o'clock BL 6C 1812 f 71 8 1/2 144 7 1/2 Personnel Lock II -10 1-11 1/2" radius from Lock Center at 12:00 o'clock TABLE 4-1 TABLE 4-2 LINER PLATE ROSETTE LOCATIONS Location Rosette No. Gage No. Elevation Degree Wall R-1 1 79'0" 30° R-1 2 79'0" 30° R-1 3 79'0" 30° R-2 1 147'0" 30° R-2 2 147'0" 30° R-2 3 147'0" 30° R-3 1 217'6" 30° R-3 2 217'6" 30° R-3 3 217'6" 30° Dome R-4 1 254 1 6 11 30° R-4 2 254'6" 30° R-4 3 254'6" 30° Personnel Lock II Radius R-17 1 140'2" 12:00 150° 6 I 6 11 R-17 2 140'2" 12:00 150° 6 I 6 11 R-17 3 140'2" 12:00 150° 6 I 6" R-19 1 127'2" 6:00 150° 6 I 6 11 R-19 2 127'2" 6:00 150° 6 I 6 11 R-19 3 127'2" 6:00 150° 6 I 6" TABLE 4-2 TABLE 4-3.a LVDT LOCATIONS LVDT Location No. Position Direction Elevation 1 97° 30 1 Radial 89' 511 3 277° 30' Radial 89' 5" 2 70 30' Radial 89' 5" 4 187° 30 1 Radial 89' 5" 5 97° 30' Radial 147' O" 7 277° 30' Radial 147' O" 9 97° 30' Radial 218' 2 II 11 277° 30' Radial 218' 211 10 70 30' Radial 218' 2" 12 187° 30' Radial 218' 211 6 70 30' Radial 147' 13 97° 30' Vertical 218' 2 II 14 70 30 1 Vertical 218' 2" 15 277° 30' Vertical 218' 211 16 187° 30' Vertical 218' 2 II 17 Apex Vertical 19 Equip. Hatch at Radial 149' 2 3/8" 20 1 x Radius 12:00 Tangential 149' 2 3/8" 21 Equip. Hatch at Radial 155' 9 9/16 11 -22 1. 75 x Radius 12:00 Tangential 155' 9 9/16" 23 Equip. Hatch at Radial 162' 7 1/2 11 24 2.50 x Radius 12:00 Tangential 162 I 7 1/2 11 25 Equip. Hatch at Radial 139' 10 3/8 II 26 1 x Radius 9:00 Tangential 139' 10 3/8" 27 Equip. Hatch at Radial 139' 10 3/8" 28 1. 75 x Radius 9:00 Tangential 139' 10 3/8" TABLE 4-3.a TABLE 4-3.b LVDT LOCATIONS LVDT Location No. Position Direction Elevation 29 Equip Hatch at Radial 139' 10 3/8" 30 2.50 x Radius 9:00 Tangential 139' 10 3/8" 31 Equip. Hatch at Radial 130' 6 3/8" 32 1 x Radius 6:00 Tangential 130' 6 3/8" 33 Equip. Hatch at Radial 123' 11 3/16" 34 1. 75 x Radius 6:00 Tangential 123' 11 3/16" 35 Equip. Hatch at Radial 117' 1 1/ 4" 36 2.50 x Radius 6:00 Tangential 117' 1 1/4" 37 Equip. Hatch at Radial 139' 10 3/8" 38 1 x Radius 3: 00 Tangential 139' 10 3/8" e 39 Equip. Hatch at Radial 139' 10 3/8" 40 1. 75 x Radius 3:00 Tangential 139' 10 3/8" 41 Equip. Hatch at Radial 139' 10 3/8" 42 2.50 x Radius 3:00 Tangential 139' 10 3/8" TABLE 4-3.b

EL 162 I 7 1/2" TABLE 4-3. C 21-22 EL 155' 9 9/16" 19-20 -EL 149 I 2 3/8" \ Relocated due to \ interference with . 6' 9 15/16" 6' 7 3 16" _E_L_l_3_9_' _l....;;.0_3'-'-/--"'8" 29 27 2s 25-26 0. 75R 0.75R 9' 4" R Radius \ air duct 37-38 39-40

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.... ,,./ pattern of points EL 130 I 6 3/8" EQUIPMENT HATCH LVDT LOCATIONS Inside looking out* EL 123' 11 33-34 EL 117' 1 1/4" 35-36 220° AZIMUTH TABLE 4-3. C El, 218 1 2 11 El. 147' El, 89' 5" l\ 0 I:> f <J 11 4 *J q .., .. <! *'J *

• I' Apex T.NO. 1,_1, TYPES or* LVJJT'S Atlll l'OJNTS 01' ATT/\CllMENT TO l'OL/\ll CRANE DURillG TF.ST LVDT NO, -1.-5 EL, CONTAINMENT CROSS SECTION A-A 89 1 5 11 lli 7' 218'2" 218'2" no. 17 A l97°-30' No, 11 +/-==:=::=:a:u::J:_

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• I ., " q ,, -.... Ii J1 0 9 "' "' -'.) LVDT No, 6 10 14 LVDT NO. 1 2 3 4 5 6 7 9 is* 16 17 EL. 8915" 1!17' 218'2" 218'2" ELEVATION 89' 5" 89 I 5 11 89 I 5 11 89'5" 147' 147' 11, 7' 2J.8 I 2 11 218'2" 2J.8 I 2 11 218'2" 218 I 2 11 21.8' 2" 218 '2" 218'2" Apex-Dome 7°-30' AXIS Horizontal Horizontal Horizontal Horizontal Horizontal Horizontal llor.lzontal Horizontal Horizontal Horizontal.

llorizontal Vertical Vertical Vertical Vertie.a] Vertical w 187°-JO' o* E Spring Spring Spring Spring Spring lnvar Wire Invar Wire Spring In var Wire In var Hire Invar Wire Invar Wire Invar Wire Inv:ir Hire lnvar Hire Invar Wire TYPE LVDT NO. --,,-1.2 16 11 15 Extensometer Full Extensometer Extensomcter Extensomcter fixtcnsometer T/\llLE '*-'* EL, 89'2" 218' 2" 218'2" EL. A 218' 2" 218'2" Span TABLE 4-5.a STRUCTURAL INTEGRITY TEST SALEM NUCLEAR GENERATING STATION -UNIT II LIST OF INSTRUMENTATION AVAILABLE FOR TEST Data Acquisition and Output Devices B & F Instruments 1000 Channel Data System Model SY256 Datadyne Digital Printer Model 722 Tally Paper Tape Punch Model Pl20 BLH Corp. Model 1200 Digital Strain Indicator Data Reduction Devices Wang Model 2200T System Mini Computer Peripheral Equipment Model 2223 Basic Keyboard Model 2216 CRT Display Model 2217 Single Cassette Tape Drive Model 2270-2 Dual Diskette Drive Model 2250 Data Interface Model 2203 Punched Tape Reader Model 2231-Wl Output Writer Hewlett Packard HP-65 Programmable Pocket Calculator Auxiliary Equipment BLH Corp. 10 Channel Switch and Balance Unit Gould-Brush Model 481 -8 Channel Analog Recorder Fluke Model 8120-A Digital Multimeter TABLE 4-5.a ' , ... _ Type Of Instrumentation Data Acquisition LVDT Szstem -1 LVDT'S Electronics Strain Gages Bonded Bonded Welded Rosette Crack Mapping Optical Comparator Gage Calibration Gage Block Set Manufacturer B & F Instruments Schaevitz Engg. Schaevitz Engg. Schaevitz Engg. Schaevitz Engg. Micro-Measurements BLH Inc. SR-4 Ail tech (C-H) Micro-Measurements Edmund Scientific Co. Mitutoyo Mfg. Co. . i* t-. : TABLE 4-S.b INSTRUMENTATION TYPES AND CHARACTERISTICS Model No. SY-256 1000 HR PCA117-1000 PCA117-100 SMS-GPM-101 EA-06-125TQ-350 FAET-12B-35S6EL SG-159-6 EA-06-125YF-350 30169 60465 BEI 81A SN. 743749 Range +/- 10,000 µv +/- 1.0 inch +/- 1.0 inch +/- 0.1 inch +/- 5V DC 350.0 +/- .4% 350.0 350 350 +/- +/- 6X SOX 0.050 +/- .5% 10 ohm .04% to 4.0 in. System Accuracy Resolution 0.07% f.s. 1.0 µ in. +/- 2 µ in. Linearitz 0.25% f.s. 0.0001 inch 0.25% f.s. 0.0001 inch 0.25% f. s. 0.00001 inch 0.25% 750 mv 2.11 +/- 0.05% Gage Factor 2.00 +/- 1.0% Gage Factor 2.00 +/- 3.0% Gage Factor 2.12 +/- 1.5% Gage Factor (0.5 in. Range) 0.005 in. (0.1 in. Range) 0.001 in. Grade A 0.0001 in. ,*, ';: JL_J:, I' Repeatability 8.0 µ in. over 8 hrs. 1.0 x 10-4 1.0 x 10-4 5.0 x 10-5 in.* 0.1% Within Range of Within Range of Within Range of Within Range of Calibration 0.05% 5 x 10-5 in. 5 x 10-5 in. 5 10-5 in. x 0.5% Test Temperature: Test Temperature: Test Temperature: Test Temperature: +6x10-6 2 x 10-6 Avg. Error Daring Test tlO µ in. -0 µ in. + 0.030 -0.002 inches +/- 10 µ in. +/- 10 µ in. +/- 10 µ in. +/- 10 µ in. 0.005 in. 0.001 in. Traceable to NBS TABLE 4-5. b ,,.* .. i l Symbol -Strain gages on : horizontal rebar I Strain gages on vertical rebar l i ! *i. SPRING LINE -EL 218' Gages For Test 9V76 :_10V85 11H85 llHllO 9Hl50. ______ J. 11Hl95 9D5BR _13DlOTC . j*. I l'O ao I ; -* i-* I \ Typicai Bar Designations (9vi6) ,

• 9 Line number V.Vertical H Horizontal 76: Elevation D' Dome , . , BR
• "
• TC Top circumferential
• ! . i . ! :-' :."\. ' . .r l *t***J '.; i 'i. i '* .I*' '}"' ; i . f ; !*; ;-]-!-l 1* ' .. ' : ,. _[. . "-* ! . I '.!.' I .. e . \ ., . ; i ' ., ,.
• J ;-.. "! t r * .. \ . i ! . i ; . J*: ; j * -,_i PERS. LOCK JI PENETRATIONS_:_'.

1. 1 !I I *O Qt 0

I i @-49" :I *,; I ' ' ' .. , 13 1ao 0 12 120° i .. ( I I :-11 '60° CONTAINMENT

STRUCTURE . ' OUTSIDE. VIEW, WALL i ! *' j 10 oo .-290 287 286 277 256 216 206 !95 184 173 111 r 111 . < J> 162 ::! ,.o 150 .z 138 "Tl 111 111 125 -f 110 105 98 90 85 76 LINE NO. DEGREES GAGE BARS ENERGY LABPRATDaY

• URE 4-l

---*---"v------- -EQUIPMENT HATCH SECTION A.A SYMBOL <., > l 0 C /IT I 0 II 0 F S TR /I I II G AGE 5 HATCH STRAIN GAGE BARS CIHCUMFEll llATCtt llARS I 0 VI Al L B*A RS PS E 8. G R.E SE ARCH* C OR PORAT! ON . ENERGY LABORATOI\ SALEM NU GFNEfl,\TING LEGEND e LOCK BARS. 0 WALL BARS i . ' l .. :-PERSONNEL LOCK ' I OUTSIDE VIEW : I j . BAR NO.

• RING NO. .B.QW. , L4C99 Pl805 f . \ . : . ! ELEVATION 98.43. i ! : 1 ! ; ; i I . \ ' ,
• RADIUS 71.61 i , -, i; RADIUS FROM CENTER 7'-7 t/8" * ? ! **, : ' i l I ! .-I 103'8" : ! l ... i . . i : . ; .
• I ,, CdefB A 1----------------*. **-* . i *SECTION A-A i PERSONNEL . LOCK STRAIN GAGE BARS P.S.E.SiG.

RESEARCH CORPORATION 1 ENERGY LABORATORY SALEM NUCLEAR GENERATING STATION

• LEGEND e LOCK BARS 0 WALL BARS 150° Ii i ___________

J'. 1 + PERSONNEL LOCK : JI OUTSIDE 1 VIEW : I ' : ! i I . \ ' i i ; e . : j . -* . : : ' . BAR NO. RING NO. ' BLSC Pl812 _ ELEVATION RADIUS !* f l I 144.62 i . ! 71. 71' i , RADIUS FROM CENTER 10' -11 'l'/2" ' ' : 133 1 7 7/8" -i ' I I . I i : ; : I P1801 I , i. . \ ;

• * ** * * ** 000 eeo *eo **o r I I I r I I I I I : abDC cd efB A -*---------*---------*----

SECTION A-A PERSONNEL LOCK II STRAIN GAGE, BARS P.S.E.BiG. RESEARCH LABORATORY 4-4 -------------------------------- '. .,.r. .. i I -, ........ __ :__ J._ i l . . l :i.*j.-:j 'i" *1 1 *J** 1 '"/* ..... .*. . --. I i. j *1 : I ' ** SPRING '1-INE EL. 218 ' " :, I B R2 . .I 'I *+* I C ' ' 1;* ' ' I ' l *j .. ---' i ' ! ! 1 : i I ,. i i 1 : I ii Rl7 'O :.; Ii lfllRl9 'PERS. LOCK l[ i . l ! T .. I ' '. :j* . ' . . . L . :..: .. EQUIP. tjATCH 0 '* '. L l I . : . .. ; '** .. -) .. ) . . ' ,. ' ,, I . ' ...... : . i**** ,* * . ... i *--254 1 6 11 -217 1 6 11 z 0 I-_* -:141' o" w ...J w i-\ ! .-_-79'_0" ______________________ ....;.......;.........; ______________________ ....;... ____________ __, *:.' 'i. ?}! .. ' -, ,. : -i , I i SYMBOL 330° . * .Iii .... LOCATION OF ROSETTE GAGES 1 I 90° '150° 210° 330° CONTAINMENT; LINE.R . PLATE VIEW FROM INSIDE CONTAINMENT ROSETTE. STRAIN GAGES P.S.E.8<G. RESEARCH CORPORATION, ENERGY LABOR*ATORY SALEM NUCLEAR GENERATING STATION STRUCTURAL INTEGRITY TEST UNI 2 FIGURE 4-5 SPRING LINE EL. 218'--EL*147'--EL.89 1 5 11-1 I , .. I ! l*. 6

• I l I 2*
• I I .. . , I . i. 'i. : ' I .:-* 1 i i. I . ... Ir* ! 15
• i I !
• I. PERSONNEL 0 LOCKS I 0 -lI EQUIPMENT x 4
• 23 24 HATCH 21 022 .

29 27 25 3 :)9\1 32A31 34 33 . i: ! 7

• 3
• 187° 30' 277°30' 1° 30' v SYMBOLS: *1* : .. LVOT' S 0 RADIAL ANO TANGENTIAL
• HORIZONTAL LVOT'S I ' + VERTICAL LVOT'S I 'X ATTAC'HMENT FOR LVDT LOCATION l I I I e TO a . i CONTAINMENT LINER PLATE VIEW FROM INSIDE CONTAINMENT

'. i LVDT :LOCATIONS P.S.E.aG .. RESEARCH CORPORATION, ENERGY LAB. SALEM NUCLEAR GENERATING STATION STRUCTURAL INTEGRITY

TEST UNIT 2 FIGURE 4-6 *'

218 1 -c 0 c > 4J w 147 1-I D 262° 234° AZIMUTH 162° 165° 0 LOCATION Of CRACK PATTERN AREAS ON CONTA.INMENT STRUCTURE 2 D 01° 72° Spring -Line -Mid -height 1 to 15 PERSONNEL LO CK Inaccessible Area rt 0 ---I I I J 1 to 24 / / 17 ,/ I I I ---I/. ' ' -/ ..... / 1' --.,.,,,. I LI I EQUIPMENT ' LOCATION OF CRACK PATTERN AREAS AT PERSONNEL ,LOCK No.2 f\ND EQUIPMENT HATCH HATCH REBAR STRAIN GAGE WITHIN CONCRETE sxxxxxl __ FLEXTITE CONDUIT RIGID CONDUIT WITHIN CONCRETE lzjil ROSETTE GAGE 9-ON LINER LVDT ON LINER LVDT MODULE WATERPROOF JUNCTION BOX ON EXTERIOR C0NCRETE I I I I TERMINAL STRIPS ELECTRICAL PENETRATION TEMPORARY WIRING INSTRUMENTATION FLOW DIAGRAM FOR STRUCTURAL INTEGRITY TEST DATA ACQUISITION SYSTEM B & F SY-256 LVDT D.C. POWER SUPPLY

• B & F INSTRUMENTS

-MODEL SY 256 -1000 CHANNEL DATA ACQUISITION SYSTEM FIGURE 4-11 ,. FLOW DIAGRAM -DATA ACQUISITION AND REDUCTION ' . *WANG 2250 WANG INTERFACE --B & F INSTRUMENTS . -INTERFACE ,. SYSTEM 2200T SY-256 CPU CRT DISPLAY -* ' MODEL 2216 * -I 1000 CHANNEL DIGITAL WANG DUAL . \ DATA -* " DISPLAY REMOVABLE DISKETTI I ' ' i .. ACQUISITION OF DATA DRIVE 41\ ' SYSTEM MODEL 2270....:2 ' I I PROGRAM t TAPE I DRIVE DATA DYNE PRINTED* J_ __ WANG CASSETTE PRINTER I-> DATA --BASIC KEYBOARD 2217 MODEL 1021 OUTPUT MODEL 2223 -' -I TALLY PUNCH WANG -PUNCHED MODEL Pl20 .._ __ -------TAPE READER MODEL 2203 ' KENNEDY WANG OUTPUT L;.-MAGNETIC TAPE WRITER (IBM) MODEL 1600 .. MODEL 2231-Wl -HARD COPY OF ALL ,. REDUCED DATA ... ** I I *I I 11 A _t,, (l flye. /l /<(er?-$ ..5h'l1.l<O

B'Lr/-J-=---4\!J

,.:/AJ.O /8<J CiR1T Pr1pc:.e -I ... 2. Scti.v.t>a-O /$C:J_" /7'/',.:.*121-. . . :-! t.J/.::f"J..Dr7B/_6-y (co,,v /BO STRAIN GAGE INSTALLATION ON REBAR BONDED TYPE STRAIN GAGE FIGURE 4-14 .e WELDABLE TYPE STRAIN GAGE FIGURE 4-15 --e ; Waterproofing and Mechanical Shield COMPLETED STRAIN GAGE REBAR -READY FOR FIELD INSTALLATION

Ot-l txf\C..T

• 7 8 bUM\"W

.. -?" GAE. E. i;: 1 Et:. 10 ... f\1t.JE'b 01'=' LI N EK. I\_ 'bc'-IJ CaR.tv 11\l<::i 1."\0 \\t:.ffT £.IN\(!.' COMP01J.J .. .)!)

---

SCHEMATIC OF ROSETTE GAGE AND WIRING I 2-.3 COMPLETED ROSETTE INSTALLATION ON LINER

• W/l?c Bl?AZEI> 70

-7"HRE..ltD£/) Roo ------. .v::J p,%_ Ra.a A-c,.., I '1' i/ ..J' (,IJ IV 61(.. l.u/Re Tt:NSIQN/NG- / ., .. FIE/.. D VV.t:L f) To ATTA CH 130 OE.CK V>J'IT/./ ) CONCRCTE"A NC!M!f. l _..,......,.._- __ ____..,,___\;....,.--..., t I ' . SCHEMATIC OF VERTICAL LVDT APPARATUS FIGURE 4-19 TYPICAL LVDT APPARATUS FOR VERTICAL DISPLACEMENT MEASUREMENTS FIGURE 4-20 --i-_ __.'*\ ,-1*1-*l*-l*l-1 ,-,,,-,,-&I , ?"" ,, ,-------+ '..;-.._: ----------- ---Co, y ------+- =-:.: = = .::-.:_-=--=- ---./ : I 0

---

1--=

ffi SCHEMATIC OF TYPICAL TAUT WIRE EXTENSOMETER TYPE LVDT APPARATUS

• TYPICAL-TAUT INVAR WIRE EXTENSOMETER TYPE -LVDT APPARATUS FOR HORIZONTAL DISPLACEMENT MEASUREMENT

--FIGURE 4-23 A, /Yr/ c A<:. ;::::? "!1 <J /AG. f /ri..U&t:F"/4J r //9 (.. 1"'9T ,.; .-Q 7t.: ;.I f .:141,ucg '-A 4 c "'( ..ctL. L VDT 7e"':" ,,q r/Ach'e,o To ..L./NE"/? A/e:L;f .::rruos ' I I. 1111-----............------vi I . ! -____ _. I SCHE¥.ATIC OF TYPICAL RADIAL AND TANGENTIAL LVDT' S \ _....; --* --FIGURE 4-24

• FIGURE 4-25

) J EQUIPMENT HATCH LVDT REFERENCE FRAME ON 130 EL. DECK FIGURE 4-26 1/4 Bridge Active Red Black 'White ,.------------..,.-----

-... I I ---------- _, ---------Input Connector Active Gage 1/2 Bridge Red Black White i:= ==== ='1 \shield -------------.----------------i:: i:: i:: 0 a i:: a *rl *rl a .-I -rl CJ) .µ .µ *rl Ul 111 .µ '"d ' ;j 111 Ill '"d CJ) µ ::s i:: 111 re rl : .§ H 111 ;j 111 rl bO H Ill Q) ..c Q) rl µ *rl ..c Q) *rl :i::: 0 *rl CJ] *rl H .c 0 .-1 CJ) Ill l1! ' 0 li-1 0 i:: i:: 0 a en *rl Q) *rl '"d *. r-l ;j .µ bO .µ 'd *rl. Ul *Ill i:: Ill '"d Q) Ill . Q) ;j i:: . *rl .µ *rl r-l Q) ' *rl: ' r-l bO ;:E! *rl H a-....:i : .c *rl rQ CJ) . Ul. 0 li-1 0 B & F Data Acquisition System B & F Data Acquisition System INSTRUMENTATION WIRING SCHEMATIC

• 5 -TEST DATA

5.1 INTRODUCTION

) The results from the various pressure plateaus were tabulated by the computer and are presented in this report. Several sporadic readings were observed in the data but were considered to be due to mentation noise and the scanning rate. The overall data exhibits excellent engineering response.

5.2 LINER PLATE ROSETTE The measured strain El, E2, and E3 of the delta rosettes along with the calculated maximum normal stress, minimum normal stress, maximum shearing stress, and the angle from Gage No. 1 axis to maximum normal stress are shown in the following tables: Table 5-1.a Rosette Nos. 1, 2, 3 Table 5-1.b Rosette Nos. 4, 17, 19 A modulus of elasticity of 30 x 10 6 psi and Poisson's ratio of 0.3 were used in the calculations. Of the 198 strain readings, none of the individual readings, were considered erroneous. Rosette Gage R-17 showed a maximum principal stress higher than the predicted yield stress. Gage R-19 had measured stresses higher than predicted but below the yield value. These gage readings were followed and checked extensively during the test. Upon completion of the test each gage was checked visually and mechanically at the gage, and the gage resistance of each individual bridgearm was read and correlated with the resistances which had been read before the test. There was no gage damage or other malfunction found which would produce erroneous strain rea.dings. The maximum principal stress for Gages R-2, R-17 ,. and 5-1 . '

• R-19 were plotted and are shown in Table 5-1-c. 5.3 CONTAINMENT DISPLACEMENT The containment displacements as measured with LVDT's are shown in the following tables: Table 5-2.a Containment Diameter Displacement Table 5-2.b Containment Vertical Displacement Table 5-2.c Equipment Hatch, Vertical Centerline Table 5-2.d Equipment Hatch, Horizontal Centerline Table 5-2.e Equipment Hatch, Vertical Centerline Table 5-2.f Equipment Hatch, Horizontal Centerline Several tangential LVDT's showed erratic data, which was due to the small magnitude of displacement present (< 0.01 in.). 5.4 REBAR STRAIN The rebar strains are shown in the following tables: Table 5-3 Rebar Strains Twelve-selected rebars were instrumented with strain gages, only 3 individual gages out of the 48 gages installed on the bars, or 6.2%, did not perform as expected and provide satisfactory data. These gages were ignored on the computer printout and the backup redundant gages installed for this purpose were averaged for the strain value of these respective rebars. Satisfactory data was obtained for all twelve rebars. 5-2
• 5.5 CONTAINMENT ROUNDNESS SURVEY The containment structure inside diameter survey before and after test is shown in Table 5-4. 5.6 CONTAINMENT VERTICAL SURVEY The containment vertical survey before and after test is shown in Table 5-5. The survey before test showed only one location where the liner plate was deformed toward the inside. To determine if this location was backed up with concrete, an LVDT (No. 44) was located at the apex of the maximum deformation located in the survey. The results, which are included, verified that the deformation was backed with concrete.

LVDT NO. 44 Pressure -psig Deflection -in. 12 0.0520 24 0.1249 36 0.3160 47 0.4985 54 0.6058 47 0.5396 36 0.4257 24 0.3114 12 0.1981 0 0.1088 Note: LVDT 44 -At the apex of the deformation located at 207.8°, elevation 161.5'

• 5-3 __.. -
• 5.7 CRACK PATTERNS A pretest, concrete crack inspection of the entire containment ture was performed.

This included all of the structure from El. 100 1 to the apex, and all accessible areas below El. 100 1 i.e., the valve room, penetration areas, etc. These pretest inspection areas are shown as Figures 5-1 through 5-3. Random cracking of the containment structure occurred in all of the designated crack pattern areas. These areas were monitored at each pressure level, and the cracks plotted. The cracks were accentuated by using a black waterproof line, marked along side. All cracks were less than 0.005 inches in width unless otherwise noted on the crack pattern sheets. These in-test patterns are shown as Figures 5-4 through 5-14

• Photographs of some typical crack areas were taken during the zation test. These composite photos are shown as Figures 5-15 through 5-18. Section 4 of this report explained the particular problems which were encountered during the crack mapping phase of the Unit 2 S.I.T. Because of the problems associated with the measurement of the shrinkage cracks, eroded by the sandblasting, many cracks were recorded in the pretest survey which measured up to 0.1 inch in width. These cracks widened during containment pressurization at a rate which indicated that the crack growth acceptance criteria would be exceeded.

This was particularly apparent in Area 9 around the Equipment Hatch at the 36 psig plateau. At the peak test pressure of 54 psig, which was held for four and one-half hours, all cracks were measured as precisely as possible and any discrepancies resolved. We found a total 5-4

• of 38 cracks which exceeded the acceptance criteria at this plateau, the majority of which were in the Equipment Hatch area. To further resolve this problem a crew was directed to chip out 10% of the widest cracks while the pressure was held at 54 psig. The crew reported a significant reduction in crack width after chipping down 1/8" deep info the concrete.

A sununary of the crack mapping areas which had cracks at 54 psig that exceeded the growth limit of the acceptance criteria, the results of chipping out these cracks, and the residual crack widths at zero psig are presented in Table 5-6. A cursory examination of the containment exterior was performed at 54 psig. The entire structure exhibited random crack patterns with no areas of concern. Cracks ranged from 0.010" to 0.015" randomly with a few cracks approaching 0.020". A dome crack, located in the initial survey, at elevation 283', approx. 60° azimuth, was also measured and photographed at 54 psig. The results are shown in Figure 5-18. The after test survey of the entire containment structure found that most cracks including the cracks exceeding the acceptance criteria at 54 psig had returned to their original width or a residual crack width ress than the allowable acceptance criteria. Only one crack, in Area 9, had a residual width exceeding the 0.02" acceptance criteria. This crack was also chipped out and found to measure 0.005" to' 0.015" at. the maximum. The results of this analysis is also given in Table 5-6. At the 36 psig pressure plateau four strain gages previously insta1led on circumferential rebars in the Equipment Hatch were connected and read on a single channel digital strain indicator. These gages were read and recorded at each subsequent pressure level to monitor the 5-5

• strain growth on the rebar. Although there was no data taken at zero pressure before test, the gage readings were averaged and the difference between readings at each pressure level used to correlate strain with the crack pattern progression.

These gages also exhibited good linearity during pressurization and depressurization stages and returned to a satisfactory zero. These test results are presented in Table 5-7

• 5-6 e e -TABLE 5-1.a LINER PLATE ROSETTES STRAIN Cu PRINCIPAL STRESS (PSI>, ANGLE <DEGREES>

12u \) JI () -.-_. r . n ! . ..J 47 .. 0 £:..f.)u () l{.7n(j n () 0 1') fl *"-:II \..:" 0.0 1** *1 1:: *.. l{. 12

• .:."J -*.irj / .::."-l. Ci \ . .' I [:: :::: .. :::.

E 1 1.2 n (i 2l}u (J :36n {J 4-;; n 0 Ch ft 47 .. 0 7L r .. 0 0 12n r) 0.0 *-) * .. }.I." ** 2:!.1 ,r.}3.!:; .* -., r. C* /I._} [:13 .s .<:i 2 f:., 2E'E' 115 E:L 12.0 58 24.0 110 36.0 195 47.0 345 54.0 439 0 36n (i :2lfn0 1:2 .. 0 0.0 -zi:::i**x ,._, l * . ..} -z .. i**l" ,_, ,, ... -.J 2:1.f.:. i 43 ! ....... _ .. -7 **=*}._:) 91 221 i'.}O°? 3C 1 () 21*7 13'? 56 E2 l E* _{,}I:/ :!. 21

2r;* E*

!.S:I.. <?".:.:' 54 E2 **z,:::* *..J l :I.AB :2'.7 .f.:a .

-:'.:.SS ()

Lt .. 3 37 l***-, :: .. .:} .. :**-, .. ::, l ()

2:::3l} 21:L .1:3 .. ::} 59 !-*-; ::.._:. ::1:2 '} 1 1. 2 1 i")' 3:73" .j.j!:-3 ::.?.l;l oJ ***f I l / *-=+ 100 41 PDE;ETTE ND.. 1 1,759 39815 9,349 14,602 :l."7,311

l S f:

12,958 9,344 5,906 2,497 ::;; MIN I" ........ 1:::1 -<-}I..} :l l:}-=?t:: 3 )I '"]t .. s 6,226 7,431 6,915 5,956 4,541 3,151 1,616 l***.!D. 2 !--i t:*, )(

• 7*70

L.5, OOB :-1 9 .*:'{. :I. 2 IJ "?

• .:? :: -:-:*:* '? 2 :21 ():2Ez 7'?:::s B 4,054 f3 MIN 'i 2,7"74 6,105 10,854 14,395 :1. 3 'I () t.:1 I I" ." *-,* <::-:; C:*(:: . .;:. 'J ()l:} (? 1,947" NO.. :3 E2:: 21 .::,
  • z <::1-! ,._11 ** ; ..!. E S:l.7 341 2::::)S? 152 '.::; Mt-1>='. 2,1"78 5,724 10,810 21,498 26,306 24,561 19,771 5,039 1,192 3,6:1.8 8,418 15,301 20,550 :l.8,B10 15,5"71 10,631 6,084 1,589 1,158 2,692 4,188 4,940 4,485 ::::; , so 1 :2 .*:f () :1. :I. 3-1 :::::*7*?

440 s l**i !?.: (.:1 2,240 4,452 6,289 7,176 6,602 5,454 4,065 2,4b8 1,052 !.1HE:f.:*1F: 1,052 1 1i")6 3,099 2,878 2,876 2,100 1,726 1,500 1,725 (1NGL.E -*-.-:'{. n {) -**2 u {_. -*-2 .. :!. u () ---1 .. 7 -*1.n'S **-{) n :J --r*, c:i II ,.I --*() .. 2.5 tiNGL.E .... *7 n () . ... :1 u :2 *-* r.: .-) *-'= .-:.. -**3r: 8 -*-:2u 6 .---..... ..... £_II """£ ***-:2 .. 1 .... 2u 1 ****():: .. ::} 4.7 tiNGL.E l.<fu E. l:-l! n .... 7 -*2.E 1 u 4 ****:LS .. :L -* l :} n .*:*:} **-5 .. A 7n3 :2L 1 31. 2 TABLE 5-1.a ---TABLE 5-1.b LINER PLATE ROSETTES STRAIN Cu IN/IN>, PRINCIPAL STRESS CPSI>, ANGLE CDEGREES> PF:ESf:)UF:E 12.0 2..:::.11 (j II (j r. /,....., f I / II -./ .:..-c:, II C* .. ;:, 7 II() :.36 u (:. u L2. 0 0.0 PF:ESSUPE 12.0 24.0 36.0 ,, ft El ilt 7 ._ ... _. 1li3 S lt 1..::i

1.77 103 E 1 </l}

e)o.s 1 7'l('/ 54.0 1186 47.0 1101 36.0 896 24.0 665 l2u () 0.0 230 p1:;:ESf.:;LJF:E El 12. 0 2.-:':}n 0 3C: 1 11 0 lf 7 u 0 .Sl: ... (j .!.}7 u 0 .. 0 :::.<:}u {) 0 0.0 2.::ii J. 790 9/' :l '?:22 510 316 123 E2 :l o .*.,} .so *I "71:: ,!. / .....

372 3.-:::.{:-

29:!. :2J..!.} :l r* .. t . t / 95 E2 *t '"") J ** -* 71 38c:. l '.7/

f. l}() 6:1. 37 E2 13 l 2 :l :I.

,:_:. 237 1 ?.<'.:. l A6 l ().-::} 54 10 .-:*:,:2 :1.*1.s r:*C*j: * ..:.. * .1 *-! 3.-!y'? 3:1...::i 2.S7 :L 121 80 E3 r:*C :i.*-* . .l :.'.'!3 1"78 221 2.-:*:}f.i

2()E :t *7

1.:3 -3 i::::::; :1.!;

102 :i.:i.9 13*!.} :I.OD E::3 r* .*. _.

!.{) -5 MO. E:; 7()(:) r:i .--, *-) *-) ...:.. '} . ..:..*:...-:...

-*1 1-'1 lyl*.:": 1/ l 3 '} ')

L :I. "?

3 El

"? ()-3 1 .-::} 7 (1 2 r. 1C 1 ,

• 7 :.i 1 4,282. , *"+ S MIN l,9i? *7 ::' .-::;. :l 12,408 i5,27:!. 13,982 11 1.!::.?A t::

5,. 6:i.O 3,660 NO. :!. 7 t: . i" .. ii:*:*i){ 3,070 7,600 20,S99 3:!.,900 39,484 36,194 29,073 21' :l.2l:. 12:; 7,091 r* !*iiJN .::1 .... 814 3,027 8,057 1:!.,:!.27 12,457 10,177 .l Ci C) 1 0_1 1_1 /I..} :5 !*' .!:i 1, :lJi7 451 Fo:OSETTE ND.. :!. C) s Mt1X 3,092 8,4D? :1.7,237 'J a:f:i<?) 31,576 28"072 16,564 10,337 4,164 S MIN 507 2,196 4,334 6,307 7,S94 6,469 5,:1.73 3,693

!. 1? 750 f.:;H[(:1F\

j_ [. l :1.23 7'?:!. :I. !** :3 t. 1, 3.:;. 1 11. 225 311 f:)HEl'1F'. l, 128 2,286 6,272 10,388 13,0:!.0 :J. (;E:9 7i}() [:, y [.. {. *7 3,320 1,292 3,147 6,452 9,694 ll,992 l:!."203 IJ .-:*:} (:1 4'! l\)\JI 1,707 t1NG!...[ ..... -:-:} .

.-:;-£:2 u :.:) o .. 0 -** n :.:-1 u () '?*a 1 10. B .: .:-. -1 1 '.} u / .i -*.-.J. ..:'.:1 u / 19.9 t1NGL.[ -**2n ? -*L:i. .., r.: * ...:. r: ,_1 if u 2: :3u '7' ... , *-*' n .... ,* **-' :t ." -x .... , *-'11 .. ::.. 4.6 t-,NC;L.[

-**() r: [1 ****C 1 a 1 .. :I. , . .. -. . .'u '--' /1 **1 **y II ...:... lf" lf n r: i: *-* 11 ._, c:i r:. 1_1 n .-:_ 13.6 TABLE 5-1.b

• '. *-1 ll .*,
• -*r *. ---...---------------*-nr.*

-** 1 ---*------------- TABLE 5-2.a CONTAINMENT DIAMETER DISPLACEMENT PF:Et)i.3UF:E LE:. l:2n() ,* r . .'i.} /' n 1.,.J -.*I .-* * .:'J{J.n I,} 2.*:-:}" () Ll..)[lT ND .. LB .. 1':; r*, u * . .-:24 n (i 3 (:*) n (J ..::}*7 n (J E:1 *l:. n () 7 n (j :3{::lq 0 2*!.:. a (J () l !) ()().S '/.Sl :2 :.-E: l:} DEFL IN :J.(j-j(* .... 4 1 () :2 /:.1 l () t;

t3,, :LE!'? 12 2..::}4 7 9 :2E;t:

sr.s;* l...'..)DT ND,, *7* -** 1:1. 1...8. 12. 0 E,.*:f" 0 ..:":} *7 ti () 3(.):a 0 :2A. 0 DEFL IN l C 1 E:-.? S:'r ?:LE

2 -7 61/ 1

)

Jlf .-:*:} y ::.:.::3()

ELEVATION 89.5 FT .. ELEVATION 147,,0 FT. ELEVATION 218.1 FT. l...1..)DT ND,, 2 -** 4 LE:. :t :2u () .! ** .., '"' **=*:* / u ' .. } 2;(:.1 n (J u () :!.2. 0 DEFL IN r.: **z 1:: * *** :._,1._,,1

t () *7 C:}

3S)E 1 E 1 :) :l f:: .<::. E **z i:::.**.::n

• -*'!I l * ... 1 l !I ')) :3 7 1 L. 1 ** ) i) *r r.i c1 ,= /:..1 F' F: E f;;: U i:;: E LB.

0 i:.*7 11 () !:l_.f::. II {)

• .1 Q (J DEFI ... IN t !1 E 1 y *7

  2:: E: '7 1 7 E:Ei(:-1 l :J.'.::1°.?

1 j_ !> {1 ,:-_) :L !-' *7 .s "/ r Or):.!. L.1.JDT l"-.!D. :l.O **-:!.2 I r:, L ** 1 .. 1 1l :!. u 0 31*Su () .-::,".?II (:1 .Si} II(: l4? I:(! 3\-'j ti 0 2l:.ll (i 12.0 DEF!... IN l (i *)(* -:i. 'J £::1:3/:.. l:!. l 7 9 :!. ?2 8'/ C.1 /'. C)C1 1_1 ':./ **y1_.:1 ** .' **:J *I .-*;-.:; I .!. *** 1 .5, 31E! !:130 TABLE 5-2.a TABLE 5-2.b CONTAINMENT VERTICAL DISPLACEMENT L.1 v'DT r-iO.. 13 LE:" 12.0 () .!.} *7 tt () EA. O . .i:f "? ;t () () :J.:2u(j SURE UL 12 .. 0 24 n () r..., .-. *"=*!* .... u !.__] .S.t.i" () () ;2.t.} u () 2*.:.:.t*7 n .s DEFL IN l{)*)(* .... 4 l .*:*:; () :J .<:}.so ::::,, 3Eli 3 !*' 16E:. :1

3 1 ""/ i:-::. :J. !I DEFL IN 1 .!.) s:":":i!:) :.1 s <.:.:i () !*? .s j_

'1' ***; l.C' **-* ... * ** 1, ** 11,_1 EE:l :Li; 1 ,. O?O l'1ZIMUTH t"1PE\ DF DOi'"-'iE L.1...JDT 1***-10 .. 1? **:; ;:: ,/ :1 *-* l_i..)DT NO" :!.l} L? .. O :?.t.t () ::.:t. :: 1:) u () I:() DEFL. IN 1 () *1':* -** .-:) :L EJ ::: lt

1 .-t*:} "?::_:2 :i. 6:1.(. L 1-JDT NO,. J..::. PF:ES'.::;UF:E LD ..

()

() :31!:.1u (J ..::, -;; :1 (i E1**=*::.

t () DEF!... IN tJ 2 () ..:::.

()

; E. .-:"::. () E: :i. E*

PRESSURE DEFL IN LE:.. 10*-4 12 .. 0 441 24.0 1,012 S.f.:*u 0 :L 2 .. 0 -r *-: 1 C*-> .. ..J ,.;_ ** * .... _ 2 ::.:2 :2 :L !' t.:1 7 TABLE 5-2.b i-i-' _, *::I !-L:J G 1:::: H _j iL L!J i-:z i-_J c.r.:: !-!..!... <C er.:: -:::r. z . . ...., '-* i-....... ,_, _j z !--! :..o ! _J :* L:... ::::: LJ *:-! C: :::... : : *.l.* -....: -.. L:... :::::: LL! :=i !J:1 L!: co _I -:--i *:-! c**.i f"... o:: f\i o... *.:t o:-: OJ () r .. 1 o*.. 1 .. ::: ::**.! i .. O r*.! :...::= 1:0 -= .. --1 r-::1 co r-**** c*-.1 r**... E*.::i **::r :: .. ! ::-. =.. ::-.. ::.. ::*. : .. . :-; -:-i i'.'\i i*-i*-; c* *.! r--.i -:-1 i i ::n::::: :: .. =:r-***O r ..... .. r ..... **.:.:! .. c*.i -=-' .. ::r :..n -.:t 1*-:1 c**.i ":""-: ::---.1 .. r; r.-*.! ::::1 r ..... -:-1 r ..... r-* ... !" ... . J.,1 .. = : .. o o*.. -:--! :>* ... o :::*.. 1*.::: r* .. . c*.t r* .... i::::: .. ::: .... -: .. -: r ..... ::; ... ('-.i .. ::r ::-. :>. t7-. :.... :>. ::.. =** c-.1

• -::!" r .. :!

c**.i ......; = :r = tl i."'*J. **::!" *..:) r** ... ... r--.. .... o .. .. 1:--*J. o:-1 f."-.1 j"-!") *<:"' Ll'J -.::i"' f":') C\! i.[J H *<r.: .-. :_,1 i--z: i-0 :::=* z: i . ...J ::?: LL. :-.::: -* CO fD :::; __J er.:: H i .. ..1

• i..;_ c:: LJ ..-! ....... :-: ,_: :I (J) co _I :-i:' :..r; ... o ... ::: ::..*-::z

  --..: i::::: i'*:; ::; ... cc: o*.. r..... ***O c*** r*:; c:*.. co * .. :.:i

  • 1.. ..::r : .. o LO ... o f"-.. * .. ::i ::-. i i i (\! :: = = :: : t: :: :: = 1:--*J. **:! .. **.Ci r-* ... -.:t !""*. * .. ::: *-::1 .. c**.I *:-t t..O **::i" £*-::; i:--*.! -:--! ':"-! c*-.; i...... r.::1 -=-= =::::z *:-1 -...::: f'-. ((! L(i 0:--:

CO ::::: i .. :°) ::::; **{: i"::: o*.. CC! ... ::! c .. i. i*-::1 t.(: **.c:: =' ::.. ::.. ::-.. :.... ::-. z:.. (\l r-:; .. :::... -.::r i .. -n . C\i

• • • .Ci f'**..

r*... *..:J -..-:i.. C--.i -:-! i:°"*J t't"J "::i'° W) "::r' r:"J T'-1 !-f" ... !-! a *::I z !-*! !..(! I*.:.* ,.._: ..... Lt ... :::::: -.::r o ('*.i. z i-.. -.. :-: Ci z 1:::2 -= :: LO 8 w u:: :z H _..,_ .... : ..:.* -= *':'* L:... () i'.'l::: :=i co c:i (0 _J w IL w... -.::r o-.. j*-::r ;*.::i C*** ":"'-! .. ".0 C-.i c:i

• .. :::::: t.r:I ! .. r; r.... r-.... *:-t t*::1 -:-: (; ... p ... C*.i .:-; **::r **.::! ::::1 ::::: ::::: ::::::

() 1::: ::::: () = ti = = = ti :: :: f."*.i -.::!-... Ct f"... ..:;r r..... * .. ::; C*J .:-; r.-.. f r*:M; .. LO .. 1 .. ::: ':"'-! .. :-_;... o:-i r-... (°*.! ... (i .. **{i r-* ... :: c :s = ti = c .. 1 .. ... o r ..... r-..... ... -;,--r .. 1 M 1-.::! .. !..O ":°;,°'" C*.J ':"""!

• TABLE 5-2.d EQUIPMENT HATCH DISPLACEMENT ALONG HORIZONTAL CENTERLINE AT ELEVATION 139.86 FT. RADIAL TANGENTIAL L 1-)DT NO. 2S LB. 12 .. ()

.. () 3t 1 n C) 47 u 0 f,lf tt () -47 n C> 12.0 DEFL IN 10'"'-*-lf -*1-*1ri .l .. ** \:1 1f:>E* .-:{.., l{.(;S '"1" OZ::il:: **-* 'J *' .: .__, 2:2() 2 'J 3 *:_;i .!:. :l" -:::a .. x l n '**' FT. F'PES!.3!JRE AT RADIUS 15.93 FT. f::,,::}u () lyj n () 36u0 12.0 DEFL IN :LO-ii:***-5

f. f::, r; 1:_;> s;* I/ g.-:::.(?

11yS7A Ci' (j (> .-:f 7,0L2 23.5 LVDT NO. 27 LVDT NO. 28 Pf.:ES:3URE LB. 36.0 .<'.i7.0 .s.4 H () .!.i7. 0 3 1 6u 0 2*/.!*n () DEFL IN :L 9.-3:.il:J

2 t ... s *7 l)y 399 5

- .-::}*7 :i () 5l+ IJ () i}'?u(} 24 is() DEFL IN 10**--5 1 !1 :?1t:: (;.S!_::, :J. :i. :l 6 i? U.7 1'1()'71(? 1 !J 1,521 L '.)DT NO.. 30 L.[:" 12 .. 0 II() 3.:;." 0 (J .s ... q o 4. u (i (J 2A .. O 12. (i DEFL IN :!. (l1(* .... s -z 1: **.:: *..J*-***-' 1 '°:/:2"? 3 1

l. c: 1 c:i**;:-'-' n '-*-'"-*'

h.' 1 "l f) I!} * ._. 2: 3*;)() 2 ? ? () :Ly .583 TABLE 5-2-.d

• TABLE 5-2.e EQUIPMENT HATCH DISPLACEMENT ALONG VERTICAL CENTERLINE AT AZIMUTH 220 DEG. L 1 v'DT NO. ?;:L LE:. :L D ()
• 7 n () E .. t.t 11 (; 2 ... *:}u ()

() LB. 12n0 2.t.i.O 36n () 47 ti() Eli. O n 0 3,:) n () 2.1.} II() l2n (; DEFL. IN 1 () *)(* --lt 3()E: -_.r -z -;.* f ._,._, 4 t::i ::.?. 3 'i S::) 0 ..::} 9 :S 1 7' E. 1 ,:;:, {:. DEFL IN 10*Ji:-*/} o*_:-;:::: 3 2: :I.{:, (j"?:J. 3

J. 2 'J 1 c:} ::) L 1)DT ND.

PF:E:-3Sl.JF'.E L[: .. 1 0 n () :3611 () () E-.. u () A".7.0 3<S" 0 2.<":} n (j 12u (i DEFL IN 101.: .... /! AO(? 90 :L 2 !I 2: [, 3v9:l3 l:. :3 (j .-!-:} 'i

• _7 1J :3 0 "?():J FT,. L.1 ,)DT ND., 32 AT RADIUS 15.93 FT. 1:2:: () . 11 ()

.. ::. r: (; 12 .. 0 L.[: .. AT RADIUS 22.76 FT .. :L:2u(j U (i ..... .* '"' . .:*:, 1:"::1 u ' .. .J .(:,*? u (:1 () 2.-:::.:i () 12 u () DEFL IN :i.01\*****S 1 z-z 1:: ..!. "-*'*-**-*

l. 102 :L :::-1 *7 l DEFL I1** . .i 10"-**S 1;. S:l.2 iy527 i!, S6i 1. y .!:)16 1:::1 j_ 9 1" 5()C 1 l_l..)DT NO. :36 12 .. 0 2A.O u ()

ll (i ;:;.7 .. 0 3,-!:_ ... () 12.Q DEF!... IN :l.Oii:****S 1 }" l;.(:13 :2?

• 7 3 )t :L IJ .::s E. 2

3 TABLE 5-2.e

• TABLE 5-2 .f EQUIPMENT HATCH DISPLACEMENT ALONG HORIZONTAL CENTERLINE Ai ELEVATION 139.86 FT. RADIAL TANGENTIAL L 1 ,)DT NO.

LE: .. .i::} n () 3t:i u () .. :::.".? n 0 DEFi... I i'--1 .-) **-:*C1C) .. .:.. i' .-:...*_.11 .. J 3 fJ l:} t:,05> .-::} !J /} .l} /: .. :; 0 ::::; 17 -;;*?i3 L.1*...JDT ND. 39 F'RE::;SURE u:::

• l:2. 0 . * -*1 r . . O::.} .. r" :i 1'\.J :3l:r n ()

n () () DEFL IN j_t)*)t;. ...... ;::. --; --7c1C) l 1,,,1 ,*' ..:::.'/ .{:.::::::::: 5:; ():2l: . t)E .. 7 2: 1.l (?'?"? 1...1..)DT NO. A :L . u::: .. :l 2 n (i II 1) :3 .. f.:i" C) .-:-1)! II 0 .s.-t*:},; o i} "? 0 DEFL IN :1.0-li*****A SI' A:i.8 ,:: !:'.DD .__. :.-*-' ... '**-' {*1* ()..:'}:!. A? :::::?S -*.* I .**, ! . .:1 ') \.) 1 * .} C1 j_ (:. Ci '7 .** u ..._1 FT. LE:. u 1) u 0 J.2n 0 AT RADIUS :!.5.93 FT. IN :I. i:;_:i l:. J. i:: r.:--:z*-;:*

• *** 1 ._, ........ **-* 8 .l:. (j l{. 10,,i;.7?

1 0 :!. '..2 {:, E! r t.":.2C! .-:.*. -,-..t **x 1 __ , l / ,/ **-' ..:"::. .. L.t.)l)T ND.. .-:'.:.o F'F:E'.3'.::;UPE L[:. AT RADIUS 22.02 FT .. :L n 0 .. :::. u (J 36 u () l}7,,() i!.*? Tl() <) £:4 r: 0 1 u () u:.{. :!.2 .. () 3(. ... () : ... , r. .*:.} / u I . .} :!.2. 0 DEF!... IN :!. 9 09.<'.i :1.1*

L, 7.s*::;-

..:":} !' {, 7 .s ::::: :I.!' tl'-?8 DEFL IN 10*)(*-**E.

• • • • I.? :!.09 *7-."f '"X .... 1 ._, .. _, TABLE 5-2,f TABLE 5-3 REBAR STRAIN u IN/IN e

L:2u(J rs (J u 1) .. -*1 .**. *-=*i ./ n 1\.J [:;l{. u 0 ..:"::*7 ti() :}t.111 ()

II l) :t u (} o*= () ND .. 10l...J[:S O:l.O .... ' .. t.}(::1*-=*:* 1 :l. :i. :t El 1:?:::.; :J.:i.O O*S8 01.2 E-:L6C 0-<::.3 1:!. s ].<'.;:!. () .5<_;-2 ltE.:3

2l:.[1 J(,t) Lf.:.C'7'?

OOS ll}:.:.1 1E:3 .. 5 :i.25 OBl:. (ii}7 0:1.9 <_;; l.) *7 ti () l *;; ()E.E :t t:.E: 3.:.:i7 :3:32 25:.=*' :Lt:,8 (J (:, *7 {)i.J() 1.so --; c '°"'.'* .:::_.._1,\*- .4 *.:.:.Ts=* ? :l.:l E:.-::;l )'4.5

• -:.t c:.**:1 -.J l I ;2().5
• S:' I) t) I:! 1:;.: 0:2() f)E.t:: :L <? 5 3:31 .{:}l}[: .f.; 1 [:'., ::.: .. :::-t? **;c:****;

2-SE. L:}:3*7 .l!, ** ** .-:.. 111-!BS 012 (i2t.:i 0*7 :L 102 l c:-A 10-:? 011 11H:L10 O?J. El}f:) *7*7s:;- 82/:.i .(:-;;*1:: \ .. .a .... 1._,1 .-:*:} :?. () :2l(i (;:?::2 1:1.H:l.?.5. 11:2 :25:i. l}l:.lf 6[:**:.)

• 7E,() {,a 0 f.:-.-::}2:..::}

()'? '7' :!.3H138 080 ..::}oi:,;z (:*:, () ,6L*}._:') .lfE:*7 316 :i,l}"/ (:1 :L -;1 13H1T.":":: O"?O 1 l+OA f:.. (:1 ::.: <_;:i Ci 6:i.? **=:}

l.<'.;.f.:., ()

t] ,. 13D:LOTC OE:.3 *i "'.'{"""t .l.*-*'1-1 .-::l\°:*:i.S i:: .:.1:: * ... ** ** J-..J S:!.O l;:l.(i :2<?:.:.:

I. ""/3 O?O TABLE 5-3

• Azimuth 97° 30' -277° 30' 7° 30' -187° 30' 97° 30' -277° 30' 7° 30' -187° 30' TABLE 5-4 CONTAINMENT ROUNDNESS SURVEY 89.5 Before Test 139' 11 1/4" 139 I 11 5/16 11 After Test 139' 11 3/8" 139' 11 7/16" Elevation Feet 147.0 140' 1 3/4" 139 I 10 ll/16" 140' 2 1/16" 139' 10 11/16" 218.2 139 I 11 1/2 11 139' 11 7/16" 139' 11 5/8" 139' 11 1/2" TABLE 5-4
• TAll LE 5-5. a CONTAINMENT VERTICAL SURVEY Azimuth Azimuth Azimuth* Azimuth Azimuth Azimuth 0°-180° 30°-210° 60-2110° 90°-270° 120°-300° 150°-330° Containment Internal Diameters Measured In Feet Elevation
• "'"/( Diameter Diameter Diameter Diameter Diameter Diameter Top of R.ing 218.2 Before 139.895 139. 785 139.855 139.890 139.895 11,0. 000 No. 15 After 139. 930 139.790 139.855 139.920 139.915 139.990 l'i 213.0 Before ll10.010 l.39.905 139.990 1110.010 139.965 140.080 After 140.020 139.910 139.990 140.035 139.985 140. OBS 14 203.0 Before 140.0115 l.39. 9110 140,025 140.085 139.980 ll10.110 After 1110. 080 139.955 140.035 1110.110 ll10.005 1110.110 13 1911 .o Before l.39.990 1,39.835 139.995 140.060 139.935 140.085 After 140.010 139.850 139.995 140.090 139.955 140,095 12 184.0 Before 139.960 139.7115 139. 955 ll10,015 139.870 ]110.115 After 139.990 139.TIO 139. 950 140.050 139.895 140.125 11 174.0 Before 1110,060 139. 830 140.000 140.1115 139.860 1110. 200 After 140.070 139. 8115 1110.000 140.165 139. 880 140.200 10 164.0 Before 140. 000 139.880 140.000 140.100 139.875 l 110. 155 After 1110. 005 139. 890 139.980 140.100 139.875 Jli0.165 9 154.0 Before 140.030 139.915 1110.050 140.125 139.950 140. 050 Af tcr li<0.035 139.935 lAO. 0115 140.130 139. 955 140.060 8 144.0 Before 139.955 139.865 139. 960 140.105 139.91.5 140.0?0 After 139.980 139.875 139. 965 1110, 100 139.915 140. 01,5 7 1311. 0 Def ore 139.990 139.955 139.9110 1110.170 139.9115 lJ9.fl65 f\ft:er 1110,005 139.980 139. 930 140.160 139.935 139.8()1) 130.0 Before 139. 990 139. 935 139.895 140,200 139.945 139.91+0 After 139.995 139,945 139. 895 140.205 139.9115 119.9115 TABLE 5-5,a

.,. P.Jng No. ,6 5 4 3 2 1 Notes: ., T/1111.E 5-5.b CONT A lNMENT VERTICAL Azimuth Azimuth A>.tmuth* 0°-1so 0 30°-no 0 60°-2l10°

---

Contniument Tnternnl Elew1 Lion *** Dinmcter Diameter Diameter -----125.0 Before 139.9115 139. 960 1J9.9B5 After 139.940 139.955 139.990 l l 5. () Before 139.975 139. 970 ** 139.905 After: 139.965 139.955 ** 139.910 ic:'cid-:fc i05,0 Be Core lli0.035 139.965 139.955 After 100.0 Before 139. 960 139.885 139.875 After 95.0 llcfore 139. 925 139. 900 139. 9t,5 After 87.0 Before 139.955 139. 925 139.940 Mt er 81,0 Before 140.010 139. 915 139.935 Mter. *Because of alr duct and other :lnterference

-Azimuth 2l10°: (234.5°) ** AZ 60° -El, 119' Rad:lus 69,875 ***Diameter using nearest dlnmctrlcal station. Azimuth 90°-270° ----Diameters Measured 11lnmeLer 1110.235 ll10. 255 140.140 ],!,O .150 140.000 139. 965 139.930 139.970 139.980 ***** Liner plate insulation prevents readings after test at this elevation and below. Az lmuth Az lm11Lh 120°-300° 150°-]]()0 -----ln Fe Pt Diameter Di;1mc*Lcr

---

139.910 139.910 139.935 139.910 1110.0LO 139.9l0 ll*0.015 139. 920 139.960 139,940 1110.015 139. 905 139.955 139. 900 139.910 139.930 139.965 139.955 ' TAl\LE 5-5,b

• TABLE 5-6.a SALEM GENERATING STATION UNIT NO. II

SUMMARY

OF CRACKS EXCEEDING .030" AT 54 PSI S.I.T. (.030" Max(l)) (.020" Max (1)) Location Length of Original Crack Width Difference Final Crack Residual Remarks Of. Cracks Crack Crack Width At 54 J2Si Increase Width (Increase) (Coordinates) Ft. In. In. In. In. In. 0 psi 0 psi Area No. 1 9A to 9B 1.25 .150 .185 +.035 .150 None Taken at 9a Area No. 3 6 and 7 A thru J Taken at 6H 9.5 .105 .150 +.045 .105 None lG to lJ Taken at 1J s.o .060 .100 +.040 .060 None SH to 8I Taken at 8H 1.5 .040 .080 +.040 .040 None lOG to lOI Taken at lOH 2.0 .055 .105 +.050 .055 None lOF to lOH Taken at lOF 2.25 .085 .135 +.050 .085 None Area No. 4 4B to SB 5.0 .100 .165 +.065 .100 None SC s.o .015 .150 +.135 .010 None TABLE 5-6,a

• a
• TABLE 5-6. b-SALEM GENERATING STATION UNIT NO. II

SUMMARY

OF CRACKS EXCEEDING .030" AT 54 PSI S.I.T. (.030" Max(l)) (. 02 O" Max (l>> Location Length Of Original Crack Width Difference Final Crack Residual Of Cracks Crack Crack Width At 54 ESi Increase Width (Increase) (Coordinates) Ft. In. In. In. In. In. Remarks 0 psi 0 psi Area No. 9 lA to 2B 2.0 .075 .110 +.035 .090 .015 B-13 .75 .005 .050 +.045 .ooo None After chisel-ing at 54 psi, crack was read at .002" 13 & 14, E-F-G 3.0 .015 .050 +.035 .010 None 4, A & B 1.5 .075 .110 +.035 .075 None 4, c & D 1.5 .050 .150 +.100 .025 None 5, C & D 2.0 .060 .100 +.040 .050 None 4, D-E-F-G 3.50 .015 .050 +.035 .015 None 8 & 9' E-F-G 2.75 .015 .075 +.060

• 015 None A-22 .75 .015 .050 +.035 .015 None After chisel-ing 1/8" deep, crack was read at o 015 II, at 54 psi 9 & 10, F-G-H 6.5 .020 .075 +.055 .010 None. I-J-K-L H & I, 7 & 8 2.0 .015 .075 +.060
• 015 None H & I, 8 & 9 1.5 .005 .050 +.045 .005 None TABLE 5-6.b
• e TABLE 5-6.c SALEM GENERATING STATIOH UNIT NO. II

SUMMARY

OF CRACKS EXCEEDING .030" AT 54 PSI S.I.T. (.030" Max(l)) (,020" Max(l)) Location Length Of Original Crack Width Difference Final Crack Residual Of Cracks Crack Crack Width At 54 J2Si Increase Width (Increase) (Coordinates) Ft. In. In. In. In. In. Remarks 0 J2Si Area No, 9 0 J2Si B-22 .5 .005 .100 +.095 .005 None D21 & 22 1.25 .050 .100 +.o5o .050 None D23 & 24 1.25 .005 .050 +.045 .005 None 24, F & G 1.0 .025 .075 +.o5o .025 None 7 M-N-0 2.0 .015 .125 +.110 .025 .010 0-6 .5

• 015 .115 .100 .020 .005 P-6 .5 .010 .090 +.080 .015 .005 P-3 & 4 1.0 .010 .075 +.065 .025
• 015 Residual exceeds .010 1-P & Q .75 .015
• 090 +.075 .015 None 6-R & s 1.5 .010 .075 +.065 .020
• 010 7-R & s 1.0 .010 .050 +.040
• 001 None 2-S & T 1.5 .010 .050 +.040
• 025 . 015 Residual exceeds .010" 4-R & s 1.0 .015 .100 +.085 . 025 .010 1-X 1.0 .015 .105 +.090 .025
• 010 After chiseling 1/8" deep, crack was read at ,005 at 54 psi 0-7 & 8
• 75 .015 . .100 +.085 .015 None TABLE 5-6.c
• Location Of Cracks (Coordinates) 0-2 1-M & N *M-3 Length Of Crack Ft. .5 1.5 .5 TABLE 5-6.d SALEM GENERATING STATION UNIT NO. II

SUMMARY

OF CRACKS EXCEEDING .030" AT 54 PSI S.I.T. Original Crack Width In. 0 psi .010 .012 .005 Crack Width At 54 psi In. (.030" Max(l>> Difference Increase In. Area No. 9 .075 +.065 .075 +.063 .075 +.070 Final Crack Width In. 0 psi

• 015 .030 .045 After Test -Additional Survey -Area No. 9 I *M-3 7 1/2" (.015 to .020") (. 020" Max (l>> Residual (Increase)

In. .005

• 018 .040 Remarks After chiseling 1/8" deep, crack was read at .003" at 54 psi Residual exceeds .010" Residual exceeds .020" as specified out length of crack 1/8" to 1/4" deep -crack width measures .005 to .015 11 maximum. Area No. 2, 5, 6, 7, 8, 10 (Pers. Lock II) and 11 -No cracks exceeding
• 030" increase at 54 psi. No residual problems Note: (1) FSAR Section 5.5.1.2 (c) & (d) page 5.5-4 TABLE 5-6.d
• TABLE 5-7 ADDITIONAL STRAIN GAGE REBAP.S AROUND EQUIPMENT HATCH STRAIN -MICROINCHES CONTAINMENT PRESSURE -PSIG Pressurization Depressurization 36 47 54 47 36 24 12 H7C 263 301 328 294 277 229 188 Hl2C 83 118 161 123 131 88 60 0 160 57 Note: Readings started at 36 psig. Gages were not read at zero before test. Data shown is average strain on bar at each pressure level
• TABLE 5-7 TABLE 5-8 .a ENVIRONMENTAL CONDITIONS DURING STRUCTURAL INTEGRITY TEST Temperature Barometric Degrees-F Pressure Date Hour Inside Outside. In/Hg -----"---

12/11/78 0000 81 0400 81 0)800 81 1200 . 82 1600 82 2000 82 12/12/78 0000 0400 0800 1200 1600 2000 12/13/78 0000 0400 0800 1200 1600 2000 12/14/78 0000 0400 0800 1200 1600 2000 12/15/78 0000 0400 0800 1200 1600 2000 82 82 82 81 81 81 80 80 80 79 79 79 79 79 78 79 80 80 83 82 84 80 77 74

• 21 30 30 32 30 30 37 40 35 35 35 34 46 49 47 39 33 32 34 35 32 30 32 35 45 49 43 30.36 30.40 30.42 30.42 30.35 30.37 30.34 30.28 30.32 30.28 30.22 30.24 30.21 30.12 30.06 29.92 29.80 2 9. 82 29.88 29. 92 30. 02 30.04 30.08 30.12 30.10 30.05 30.02 29.95 30.19 30.00 Ambient Meteorological Conditions Dew Point Degrees-F Wind Inside Outside Velocity-mph Direction 45 42 41 44 44 45 44 42 43 46 48 48 48 47 46 48 50 52 53 54 54 56 57 58 61 61 65 63 60 56 * * *
• 12 15 16 20 20 22 23 23 28 27 27 28 28 26 21 19 13 17 14 18 18 23 22 21 19 26 17 15 8 9 8 6 6 8 8 8 -7 5. 8 16 17 19 16 18 25 16 25 30 20 12 12 11 20 21 18 16 WNW WNW WNW WNW w w SW SW SSW w NW N SW s s SSW SW w NW w WNW NW WNW w SW SSW SSW SW SW SSW *Not shown on chart -chart recorder broke down, TABLE 5-8,a TABLE 5-8.b ENVIRONMENTAL CONDITIONS DURING STRUCTURAL INTEGRITY TEST Ambient Meteorological Conditions Temperature Barometric Dew Point Degrees-F Pressure Degrees-F Wind Date Hour Insiae Outsiue In/Hg Inside Outside Velocity-mph Direction 12/16/78 0000 73 42 30.00 52 25 16 SW -0400 73 43 30.20 48 23 11 SW 0800 74 40 30.21 46 26 14 w 1200 74
• 30. 09 46
• 9 WSW 1600 *'i"
• 30.02 **
• 17 SE 2000 *-1\
• 29. 96 -J\i\ "/: 12 SSE 12/17 /78 0000 **
• 29.80
• 15 SSE 0400 **
• 29.76 **
• 17 .w 0800 *-:
• 29.84 i:*
• 30 w 1200 **
• 29.87 **
• 38 WNW 1600 **
• 29.92 ** '#'\ 43 *WNW e 2000 **
• 29. 96
• 26 w 12/18/78 0000 ";':-;'\ "'J'\ 29. 96
• 20 w 0400 -;'\*
• 29.94
• 24 WNW 0800 **
• 29.98 *i\ ";'\ 15 w 1200 72
• 29.92 49
• 35 w 1600 70 44 29.84 50 15 16 WSW START 1845 S.I.T. 1900 67 41 29.78 so lS lS w 2000 67 41 29.78 so 16 15 WNW 2100 70 41 29.79 Sl 14 20 }TW 2200 71 38 29.79 S3 17 18 NNW 2300 71 37 29.79 S4 18 lS NW 12/19/78 0000 69 37 29.82 S5 21 12 WNW 0100 66 36 29.82 S4 22 13 WNW 0200 6S 36 29.84 S3 22 12 WNW 0300 64 34 29.85 S3 22 18 NNW 0400 66 32 29.86 S3 19 21 N -;'-: Not shown on chart -chart recorder broke down. ** Automatic data logger broke down -no data available.

TABLE b TABLE 5-8 .c ENVIRONMENTAL CONDITIONS DURING STRUCTURAL INTEGRITY TEST Ambient Meteorological Conditions Temperature Barometric Dew Point Degrees-F Pressure Degrees-F Wind Date Hour Inside Outside In/Hg -Inside Outside *velocity-mph Direction 12/19/78 0500 67 28 29.87 55 18 17 N 0600 67 27 29.88 56 16 10 NNE 0700 67 27 29.94 56 11 19 NNW 0800 64 27 29.97 55 9 18 NNW 0900 63 27 29. 98 55 7 16 NNW 1000 64 29 30.00 55 8 16 NNW llOO 65 29 30.00 55 7 16 NW 1200 66 30 29.95 56 2 16 -NW 1300 66 31 29.95 57 4 17 NW 1400 66 31 29.93 58 1 18 NW 1500 64 31 29.95 56 3 13 NW 1600 64 31 29. 96 56 5 12 NW 1700 64 31 29.98 55 6 10 NW 1800 64 31 29.97 55 8 10 NW 1900 65 30 29. 98 56 8 13 NW 2000 -66 29 29.98 57 9 9 NW 2100 66 29 29.98 57 8 8 NW 2200 67 28 29.97 57 8 9 N 2300 66 29 29.98 58 10 9 NW 12/20/78 0000 65 29 29.97 58 10 8 WNW 0100 64 29 29.98 57 11 8 NW 0200 64 30 29. 96 56 10 8 NW 0300 64 30 29. 96 56 10 6 NNW 0400 66 30 29. 96 58 9 4 NNE 0500 67 30 29.95 58 11 4 NE 0600 65 29 29.95 58 11 3 E TABLE 5-8. c -----_________ ,_J TABLE S-8.d ENVIRONMENTAL CONDITIONS DURING STRUCTURAL INTEGRITY TEST Ambient Meteorological Conditions Temperature Barometric Dew Point Degrees-F Pressure Degrees-F Wind Date Hour Inside Outside In/Hg Inside Outside Velocity-mph Direction 12/20/78 0700 64 29 29. 96 S8 12 8 ESE 0800 -64 29 29.94 S7 18 8 E 0900 64 29 29.92 S7 10 10 E 1000 64 30 29.90 S6 9 9 ESE 1100 63 32 29.88 S6 17 8 SE 1200 63 32 29.83 SS 20 6 ESE 1300 62 32 29.78 S4 24 7 ESE 1400 60 32 29.7S S3 2S 10

• ESE lSOO S8 33 29.73 Sl 30 13 ESE 1600 S9 34 29.70 Sl 32 11 SE 1700 60 39 29.6S Sl 37 19 SSE 1800 S7 39 29.62 48 37 14 SSE 1900 S6 39 29.S8 46 38 14 SSE 2000 S7 39 29.S2 4S 39 16 SSE 2100 S7 40 29.48 4S 40 16 SSE 2200 S6 40 29.42 40 lS SSE 2300 S6 40 29.38 44 40 11 s 12/21/78 000 SS 42 29.32 43 42 14 SSW 0100 SS 43 29.26 41 43 12 SW 0200 S6 4S 29.22 40 44 14 SSW 0300 S8 46 29.24 41 4S 18 w 0400 S6 47 29.18 40 47 16 WSW osoo S6 47 29.17 39 47 19 WSW 0600 SS 49 29.17 38 48 20 WSW 0700 S6 49 29.18 36 48 18 WSW 0800 S6 so 29.20 36 48 18 WSW 0900 S6 so 29.21 3S 46 24 WSW 1000 S6 47 29.27 3S 36 28 WNW e TABLE S-8.d TABLE 5-8.e ENVIRONMENTAL CONDITIONS DURING STRUCTURAL INTEGRITY TEST Ambient Meteorological Conditions Temperature Barometric Dew Point Degrees-F Pressure Degrees-F Wind Date Hour Inside Outside In/Hg Inside Outside Velocity-mph Direction 12/21/78 1100 56 47 29.30 35 30 40 WNW 1200 57 46 29.32 35 30 36 WNW 1300 58 44 29.36 35 29 32 WNW END 1341 S. I.T. 1400 42 29.40 26 30 WNW 1500 58 42 29.45 36 24 35 WNW 1600 41 29.50 22 34 WNW 1700 58 39 29.56 36 22 25 . WNW 1800 38 29.60 22 23 WNW 1900 37 29.65 22 16 WNW 2000 37 29. 68 22 17 WNW 2100 58 37 29. 72 38 21 20 WNW 2200 36 29.74 21 18 WNW 2300 36 29. 77 21 16 w 2400 58 34 29.79 22 11 w TABLE 5-8,e
• * * . 'f 0 c ' ; i .. : .. ' =. !

I 2 2 2 : i; -: iii ;, '!! '!! ;, ;, .. ': .. " 1l

• 2 .. ------------------" Vr////////

I/ v v 'I! I/ I/ I/ v v 1l I/ I/ v I-v a: 0 I/ " :::> -1! 0 I/ / [/ I/ I/ I/ I/ l! v v I/ ////////////// v v v l27v I/ 1i v I/ v v -----------------v 1l i I/ :If I/ . v : / ------------------/ / / / / / / / i--/ / l; . . CRACK PAT TE RN SURVEY BEFORE TEST-CONTAINMENT WALLS FIGURE 5-1.a

---

---

* * * .. * :: .. .. . . . .. ;; v v v v v * -. L/ v v / ////// / /

---

1 ! .... : !

v / / / / / / / V////// v """ / v \/ ---------v / i

• 0 v / : v[\r{/ : z;; v ' / i r V//j,////////

--1----!: / ! : / L ___ ----------* V *v v v v v v v v v CRACK PATTERN SURVEY BEFORE TEST-CONTAINMENT WALLS FIGURE 5-1.b 'g 'g 'g " .* N . * * " 'g ;, ;, ;, 'g ;, li .. . . " . . !! '-** ------------------------___________ j I v v / / / / / " .. ;, . ////////// [//////////////// I/ I/ I/ CRACK PATTERN SURVEY BEFORE TEST-CONTAINMENT WALLS FIGURE 5-1.c .. .. .. .. ;, .. .. .. .. b ;, .. .. . ;; . . * . * ; . " " ;, .. .. .. 'g .. -;, " g ,2 / * / / / / / I/ v I/ v I/ I/ / / / /7777 // / ! / / / b ; * ------, = ! = ! CRACK PATTERN SURVEY BEFORE TEST-CONTAINMENT WALLS FIGURE 5-1.d 'g .. .. 'g .. ! * -":;: .. 00 0 00 0 00 0 .. 00 0 00 0 00 0 00 0 00 0 **:ii -00 0 00 0 00 0 _ .. 00 0 00 0 00 0 ."g 00 0 00 0 00 0 00 0 .. 00 0 0 0 .. *,

• CRACK PATTERN SURVEY BEFORE TEST-WALLS BELOW EL. 100 1 FIGURE 5-2 0 b en
• b en
• CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT DOME FIGURE 5-3. a
• CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT DOME FIGURE 5-3. b
• *
• CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT DOME FIGURE 5-3.c
• CRACK PATTERN SURVEY BEFORE TEST -CONTAINMENT DOME FIGURE 5-3.d c . z' i
• FIGURE 6-3 i

.** ' ) .17r 1 I I I v*'oo <!J ....... I \ *"' -I/ "----I I/ I .... ) / .,_ ( SKETCH OF OBSERVED CRACKS 0 PSIG WALL AREA (IO'XIO') AREA NO. 1 FIGURE 6 3 -J .15" J....,.6 -<. .. . \ .. s { " . ,+..-s . .* ..; . ,.+ I>-

• 'fD t' l;::i. ;::,_f 1 " I/ l{p **{ .... < r < :l'"" f SKETCH OF OBSERVED CRACKS AREA NO. L 36 PSIG WALL AREA (IO'XIO')

c c ::r -c T

• FIGURE 6-3 r"' .10! .... y**"" .,,1 l'v *1"' .4 i----I/ I,(,., < SKETCH OF OBSERVED CRACKS 12 PSIG WALL AREA (IO'XIO')

FIGURE 6-b II 1'*"' .10!" ;*-.on* IY*" _:,{ I\ IY"" (' \" ..* . -.:-I <..*i (°' ) .* *,-,, (;o*( **' -*:; t j. < \ <; r*" SKETCH OF OBSERVED CRACKS 47 PSIG WALL AREA (IO'XIO') $* .*. ), r* ' AREA NO. 1 .. r

• " I \,,

i-*** ,. . ..J ) \ ... AREA NO * .1. COMPOSITE CRACK PATTERN AREA NO. I AZIMUTH 342°

• FIGURE 6-3 c I *'" l ..
• -* :r IJ. <;. L .... 1'/*'** .L-. c:r *.. . ....., h I/ ' t .1fo

-,zo,. L SKETCH OF OBSERVED CRACKS AREA NO. 1 24 PSIG WALL AREA (IO'XIO')

r FIGURE 6-3 c f" \-,.< l \ ...... ,. . ( \ .... r .. ( c .. 1 .. . .-..... ;, r""' .J* \** .. *-' ! j I\ J .*

• I l I/ \ I er :r {*"' . ..s \' y*"" I': ... 1 (-"" ) \ ._._._ I ,,'/ .... I tr':l' .. .... ) I { I I ' t .. *"' . ... .. ) . .. \ .,,,..,., er T SKETCH OF OBSERVED CRACKS AREA NO. J 54 PSIG WALL AREA (IO'XIO')

EL. 14 7 1 0 11 FIGURE 5-4

• FIGURE 6-3 I FIGURE 6 3 --T FIGURE 6-3 :r ... " .. .... t; ;-:,.: '-( 1)r*"' f * . 1 ...... I *'" f )( ., .... I ( ... ""':: f"'. )" ,, ... ! ;( .u* t J f t .... -J I r _,. .. .. z .... \. .... I r ,.. ..... ...... ( J., .. \ '\--' .. .. t.-) . .Ir \, ..... . .. .. J'"" -\ I\/"" I '\ ( c. ( \ ["' I :r \ \ t"" I ) 1 ,.,. "1 *"'

-<,. t " \,..-) l ..,, *'" ) ) \\ .... .1d c.... ,---. . .. 1 j /Yf ....--\ I -........ \r.oM t;\J I ) ' \ ,..,....., 't:( ) LL v __,__ ,_ \_M (_' ... \ \ ,... 11-.... I <* =-::1 r l....,17' (___., ';:1..-.,.. < " r .. -I T ),.,111 l f l ) \" \ l ) ,1SO I SKETCH OF OBSERVED CRACKS AREA NO. 2 0 PSIG WALL AREA (IO'XIO'J SKETCH OF OBSERVED CRACKS ARE A NO. .l 12 PS IG WALL AREA (IO'XIO'J SKETCH OF OBSERVED CRACKS AREA NO. Z. 24 PSIG WALL AREA (IO'XIO'I FIGURE 6-3 e .II* T "t 1 FIGURE 6-3 c I f * ,,d" "-.-* ( I FIGURE 6-3 \ ,. 11 .. . ,.. / *-l,ri) I ) .. (*" , ... *""'r *-.. J' *-/ \ ..... > ,,. T] I .... . .. I \ 1* ... .as" i,,, \"' rr f r \1 I

• 1d ,/

r* .. 1,,;** .. k:: I _,/( *"' \r ... ( *-*-J,/ *'* .10" .,.. ""°"' v** \ !'\,-*** ... ,. \ , *"'"' Lf' \ I\ y ,_ ... , ,..,. \ -/ .. \ _, 1' '>**" t" c y.*f I c .*. \ \ \ (" J " \ I \ \ J ) \ \ Y" ) \ / ) 1 "' f"' f"r l\.--) l f" \ .. ) **1 **' l y \tr '-*--, ,...,,. II .. 1 l.f.>-J-,,...--,,. J \ l-.o* > i. \.-1----J ... ' \'" ) !,. ,/ .* ) *. I µ-lJ t*** r \_,, ( r \

• 1U'" \J--v ( }'-\ \ .... ... I \'" I .l-Y-\:.

"" ('lot J. )

r ) ) \ l \* \ :r ) ) I \ SKETCH OF OBSERVED CRACKS AREA NO. 2. SKETCH OF OBSERVED CRACKS ARE A NO. 2. SKETCH OF OBSERVED CRACKS AREA NO. 2 36 PSIG WALL AREA (IO'XIO'J 47 PSIG WALL AREA (IO'XIO'J 54 PSIG WALL AREA (IO'XIO')

COMPOSITE CRACK PATTERN AREA NO. 2 AZIMUTH 72° EL. 147' 0 11 FIGURE 5-5

• , FIG RE 6 3 u -/* ... ' z_,!i' f ..... "" I \ ) Jr rr. r Ii M:/.:ir \. SKETCH OF OBSERVED CRACKS 0 PSIG WALL AREA (IO'XIO')

FIGURE 6-3 *'"' <; *. T t* r ... *°"'" l ' . ( .L r.:. I ' r\x \". ,,,;:; .1r.5" **r \ SKETCH OF OBSERVED CRACKS 36 PSIG WALL AREA (IO'XIO') r* l ...-:OH ,_; ,_ l \. .. 1£. ,,. j AREA NO. 3 r f-*"" l' l l ( \ IL,, (.,.\ \. *.* 1 AREA NO. 3 c ,.. c T ' '

• FIGURE 6-3 '-*** t-) )...,. ) I \ rr* .. \ -* .sr \ I ,,.... .o.ro I " l) fer* ( I r-*"" \'-... J .. /, \.Y l \ r _,.,. \ (__ \f, 1"""*'" *OfO I ) I I \ I SKETCH OF OBSERVED CRACKS 12 PSIG WALL AREA (IO'XIO')

AREA NO. 3 FIGURE 6-3 *-I l .... ... I -10** 1 ... ' .. __ "( I "'\ I l it*" .01* l ( \ < 11 ( rrr , , ,.. _o4:'j *::r: ,., ....... \i 1-r " 1 1* r .... "':;,. , I 1 ,. SKETCH OF OBSERVED CRACKS AREA NO. 3 47 PSIG WALL AREA (IO'XIO') c ::r <_,. " FIGURE 6-3 .. _ s, .. , j ... 1 T I ""' I J/11'-;-osn ( .J, ( "' IG s* \ ..!!---.ail 't,clo5" ... f\ I *i \ SKETCH OF OBSERVED CRACKS 24 PSIG WALL AREA (IO'XIO') FIGURE 6-3 I f ,.,., ..-I ...ir-( \I/ ( *" ( ( l I .,1": 1 rt;. J..n< .;f.. [1'(.... ... 1 ... Jt:,n, f.** \ SKETCH OF OBSERVED CRACKS 54 PSIG WALL AREA (IO'XIO')

• T *-

\ \ c > _,, J AREA NO. 3 '.r I .,. " T ..... "*°"" ) ( \ , ' rrr 1,.Jt:1uo ,. lb 1 \ ... .. 1 AREA NO. 3 COMPOSITE CRACK PATTERN AREA NO. 3 AZIMUTH 162° EL. 147 1 0 11 FIGURE 5-6

• FIGURE 6-3 µ::* I I r /"" r ..... SKETCH OF OBSERVED CRACKS 0 PSIG WALL AREA (IO'XIO')

FIGURE 6-3 *1 _,---k / " \ ...,[_,,, l"' r} J"" I *'"' SKETCH OF OBSERVED CRACKS 36 PS IG WALL AREA (IO'XIO'I c "L ... , I 1-**k c:. I c :r / ' fog \__ I_ z:. . 7J f AREA NO. 4--l.125 l 7 ./2.0 'f.2'i I -' r f" r .. .t,, I AREA NO. 'f

• FIGURE 6-3 I --1.1 .. .l '< -f J.,_ I J.. 1 ...... r .. rJ r% /1 ,__ / **20 I..___ p 1 SKETCH OF OBSERVED CRACKS AREA NO. 'f 12 PSIG WALL AREA (IO'XIO')

FIGURE 6-3 ... L **'{* \.-.*<! r ... I t**** I *'" /' r-.... .. f' 1 ** f ) .*. s f*.s ) I ) I [,., ,..., .. f,. ) :. / /' \ ( J ;:i .._._ ... ) ->-.. I' I I 1**" \....___ ro;--I l {... . .< t-.oot I J I SKETCH OF OBSERVED CRACKS AREA NO. ii-47 PSIGWALL AREA (IO'XIO'I

• FIGURE 6-3 J ... r _L

,,--.......... '< J.*" .,.. ,1:\0 y.,, J.. ...l 1 -.15* 1*** l.r T, f1 I h ]"* **:!.<> \..._ r ....[ ... 1 -SKETCH OF OBSERVED CRACKS AREA NO. If 24 PSIG WALL AREA (IO'XIO') FIGURE 6-3 -\' _\ ... .. -'*llS" -f' ) I ,,--r-... -I A* .. -I***' *1 1c 1**.Jo \ u ... I I -L." 1 ' f ) ' r \ ... 2(" -J ... - D .*. -*OI* I I "'"\ L L .c*ls I _l., } I I SKETCH OF OBSERVED CRACKS AREA NO. 54 PSIGWALL AREA (IO'XIO') COMPOSITE CRACK PATTERN AREA N0.4 AZIMUTH 252° EL.147' 0 11 FIGURE 5-7 f \(

• FIGURE 6-3 FIGURE 6-3 FIGURE 6-3 -PIO ..... ., c. -.*. *'?"' c* J. .. *. 010 --'l"'"" ) J ) /.,o 0 _ _.

.;-J--}' \ I .oU -pto -*°'° / \ -.... -... '\ _. \" I "** \ _.\ ... ( rr \* ( -.-* ... 0 -\"' I,, ( (s ..;::. --\* .. I to ..-\'?l* .j ... _\p11 -. c } ,_ l **"'1 I I I I *?i . .:o I .o.J' ,ou i I f-; ...., 1--,,,.,!'_'0 4--2,. if-" -\ i 1Z __...,,_ .!'..!.! .-i ***i *1 **'J 1\' I . .... I ' -J" '1 Pr*o ! I I 7 I I '\ .*s '\ l -r .o*o I " -c -i*" *-'r Jr ---'!-' v c -r --)***0 ---j" 1-\o*o -\"' SKETCH OF OBSERVED CRACKS AREA NO. S SKETCH OF OBSERVED CRACKS AREA NO. S SKETCH OF OBSERVED CRACKS AREA NO. S 0 PSIG WALL AREA (IO'XIO') 12 PSIG WALL AREA (IO'XIO') 24 PSIG WALL: AREA (IO'XIO') FIGURE 6-3 FIGURE 6-3 FIGURE 6

• 01.0 pU C' [] ) ' -f'f.u., o*o -0".!I c 1 .. ' J 015*.S'f $10:)1 .. .... ,. \ / --, I ..* II _. .011 -.01S \ . ..s'-I ) -r** .ov( r"" /:) ..

/ \ -\ou / ) ( ... , \ -. ., --iou -_\ ... , / ,.. .. , .. ,r\. n,..,f / 1\015' II --+ _.-.\.ol.5 -_to.IS "' \ 1** __..j...o ( -II { _.,.,.:r$*l n-* r,,,., .. -1( / ' \ I c I ro :r ) .ou) .. 3 *"1/ I\ "\ 11 ., ... \j ) I'\ --5 r I -"r'-... I ?--. -!...'° ! 1 I K' i -.. ... ,. ... n . .--s '") : I\ ... I .0,1& I / I I 7 " ... T *-A I ....... ... ; I" I ..--( " f ., 1-f. .. \ ( l "?'I [J ... , 11 \ n .,.. -I 1--;!**' c .. , "' -70*0 .. 0 -1c _.j,01 i-0 .. --\:*o "" +1 .. 0 *" k : ..... ",;'"" ... SKETCH OF OBSERVED CRACKS AREA NO. S SKETCH OF OBSERVED CRACKS AREA NO * .S-SKETCH OF OBSERVED CRACKS AREA NO. S 36 PSIG WALL AREA (IO'XIO') 47 PSIG WALL AREA (IO'XIO') 54 PSIG WALL AREA (IO'XIO') COMPOSITE CRACK PATTERN AREA NO. 5 AZIMUTH 342° EL. 218 1 0 11 FIGURE 5-8 Cy c ,. c :r

• FIGURE 6-3 m "° \ ) /l ( ( N.M \

I _...... *" -;* l ' I i.,. ) J I ?*" ___.. .= ; "" .-" ,,. \ I 1*(" I \ \ I l.. "" -!* x,u +** ..,..,<-v SKETCH OF OBSERVED CRACKS AREA NO. 6 0 PSIG WALL AREA (IO'XIO') FIGURE 6-3 .100"'" .0,5 _.-1,..IL'i \ l ( .a*ll ;) J ( 1 ( --.100 ..- "'\ -.ot.1 -I I _\.,. ) I I I ... : 1*" I A .O'§D -,___ 'I .--" " 'i 1--I \ I I \ I _ _).,. __..\ ... I ""!" I 1,c ),w ); ... .oU..( SKETCH OF OBSERVED CRACKS AREA NO. 6 36 PSIG WALL AREA (IO'XIO') c :r c ** FIGURE 6-3 __.Jr> \ ;/ ) ( 71 --*'" _..,. ,oU I J I J I .. I ..... ! -l I p ./' .. ';. I I I \ I "'*' 1-,1 .... ,x;"< f-.\*r. ... SKETCH OF OBSERVED CRACKS 12 PS I G WALL AREA (IO'XIO') FIGURE 6-3 .,, ...... , '""" \ // f ( .1-*'" / /' ! I I I .JI.., 1.:!1j -fF-'"' I :t** /" I I \ j \ i"* \ I ....,.,..,S\ ..,., .. , 'f"l)('"*S '*"" *" SKETCH OF OBSERVED CRACKS 47 PSIG WALL AREA (IO'XIO') ,.....-';':: '-J \ :r { ... -.:l .. -n I < ) .. / I lJ .. J c /' AREA NO. 6 n" -,-'-) \ :r { \ _..-"1**-, 1"*"'° I .. ) :r .,.,.,w;* '1 ) nk 7'" I ) ,., ... AREA NO. (,

• FIGURE 6-3 .... Of,O,!I . \ I \ // ) ( , ..... ! ( \ 1*-.01 -r ... .x *.110 --\ .,., \ -J.'il-.OJ' *-*O'!! I I 1 ..... ,, ) I

' 7 ... _., tr-.0.15 -.... , I ' ! r*** ! _..,,, .*><>: \ \ ....07.1 __;. ... '_....\ .... " ...... ).,., SKETCH OF OBSERVED CRACKS 24 PSIG WALL AREA (IO'XIO') FIGURE 6-3 -nJ** J \ J ) ) n .* n ( .... />') .. .. I .... J I ... \ . .,, " ._ I ( ..... , 1 ( t\.'" ,\ \ ' I ..1 f'f ... ,., I I , I 't' ,,le, "X" .. ;\;" SKETCH OF OBSERVED CRACKS 54 PSIG WALL AREA (IO'XIO') .... , -1 .. ,. AREA NO." ;S"'l.l'l-......- I --&., .. .,.,. . ., .. ,, * " I )f **'" / I I .. k "' .... I /'"' AREA NO. ' . < :r " .T COMPOSITE CRACK PATTERN AREA NO. 6 AZIMUTH 72° EL 218' O" FIGURE 5-9

• FIGURE 6-3 .2!) ,1 '.I ( : l' .... l *tr ... SKETCH OF OBSERVED CRACKS 0 PSJG WALL AREA (IO'XIO')

FIGURE 6-3 #'t ' -.... ... r )(* -l.. 1 ] .. ,,. ...... .,,. SKETCH OF OBSERVED CRACKS 36 PSJG WALL AREA (IO'XIO') < -,.,,. ) \-:,:r \ AREA NO. 7 --!*** -\' \ \ < -f --l'" AREA NO. 7 < c :r < :r c :r

• FIGURE 6-3 . t -

r A\ ... ,, T .. '** , .. \ I .. . .. ,_ c .. r 1. ,..1101, .. \' L 1* """" .. \.* ,. L.. -. ..., '" -.... SKETCH OF OBSERVED CRACKS 12 PSJGWALLAREA (IO'XIO') AREA NO. 7 FIGURE 6-3 -{ 1 .ur 1 J,., \ >. y \ -I \/ I -I *"\ I I r I I \ l L ""\:" ". ... . .,, .. .. SKETCH OF OBSERVED CRACKS 47 PSJG WALL AREA (IO'XIO') AREA NO. 7 COMPOSITE CRACK PATTERN AREA N0.7 AZIMUTH

• FIGURE 6-3 < L .J>ft.-IJ .. ,,* \ y <. :r r '.>-1 \:'. i I I r ... I t'-..: \ . .. 1 .c1r ).. -r'. l(o -J. ' SKETCH OF OBSERVED CRACKS 24 PSIG WALL AREA (IO'XIO')

AREA NO. 7 FIGURE 6-3 < <. \ ( :r \ .... J ) \ ( -\ I ::r I \ I ( i ' IT I I I I ) I \ I \ I ii W-*100 l .15!i.t r I 1 ! "' l r "' I l l SKETCH OF OBSERVED CRACKS AREA NO. 7 54 PSJG WALL AREA (IO'XIO') 162° EL. 218 1 0 11 FIGURE 5-10

• e FIGURE 6-3 FIGURE 6-3 FIGURE 6-3 ., ,, l ' c \ [ :r ) _, ) /

.. , " \-'"' .100 1 J.,. ' '., c :r < r l ' )(*; r ot*oS"" , I *' "" I* '. : " I ll' 'l 0 ta¥ .. " i I " ! lfo> *, CT u SKETCH OF OBSERVED CRACKS AREA NO. 8 SKETCH OF OBSERVED CRACKS AREA NO. 8 0 PS JG WALL AREA (IO'XIO') 12 PS I G WALL AREA (IO'XIO') SKETCH OF OBSERVED CRACKS 24 PSIG WALL AREA (IO'XIO') AREA NO. 8 FIGURE 6-3 FIGURE 6-3 FIGURE 6-3 c ( l ( :r CJ' c \ **' _...,, .... J;,u ) .. I .I*! ".,I* \ I ' \.o'° .100 I )"' .. ).-' c CT \ < l I I .o'-r II .

• o"'IS -.. rf IJ / I ,,,. ,130 J} < .. ,____, *' .,:u* -1,l ... r .A.1;i.-.i
• /:.m* AREA NO. 8 SKETCH OF OBSERVED CRACKS 36 PSJG WALL AREA (IO'XIO')

SKETCH OF OBSERVED CRACKS 47 PSIG WALL AREA (IO'XIO') AREA NO. 8 SKETCH OF OBSERVED CRACKS 54 PSIG WALL AREA (IO'XIO') AREA NO. 8 COMPOSITE CRACK PATTERN AREA N0.8 AZIMUTH 252° EL. 218 1 0 11 FIGURE 5-11

• * *1* . .,,. .* .s-I 1; ..* --r:'Jo I J II f-* *' 1r l<"* I '.:* t-;-1 I-**7J r "'"' i-*' 0 I -**. J ....

\. ... J J ** r 1--" '"' -,__ I-',_/ *-I c.,;;, IL }.. ,* .... ( I I I-I\-*'" l100 -J .P .. ) , I ,...., . .. *-" I I !-*L I *"'-l \_ .* u Jl'.'...r 1)-........ j,...I v v I/ ) I I/ J /. ,JG. vi-1w* I<\ 11.T *, ,,,, .. )0, 0:: II)_'" I/ N N I\.-* 0( .J 10 N -*1 N N SICtTCH OF 00S£1tV[D CltACltS AMA IC 9 [Wrtllllf:NT KATCH t24'A24') -*--LOIL 0 *11 .. l f. lo<< J J I I [....-- W"' ,,,,../ r I/ / ,.......v ,v /v k>< f0 K::: N N N I N I N I N N .1r. ' l If ... l I , .... \. I I --**I( I ""').. '--!*"" I .nl \../ I ,,. I ... ( ) ... , \*06 **l I.. .,. ,.., ( I ' ',.,-'( f.>'I H J' **" / (.., .... I Jl.-1 **SO I\ J* .. /) ) f / I f VI IA' / / ( I/ I J k9 . I** r I*'-N I I/(. I<\ *"16 Ill' f1'. )0, ( ,,.... I-'( µ.... .,..:!! t'.:!IJ ' I r0: N ,.,. I v N N N 10 ""I I/ \ .. , ( I N r /., r. J y -V-"-) 11* t/ N K::: N N N N N N N I N SUTCH 0 .. 111\1£0 ClllACXS A*A C 9 MATO! IZ4' .1.24') N N N N N N N N N N ) .... J ( _...... ,,r I ,.......v v I/ I /-* .r I }-. ..... .*1S° ....! l .... ,r **' .... or -""'" r;-i--*-I 1 I .._.J....-- ..... I ,_. .i.r 1.......-1..---v L.r f.* r I c . ...r **llo I *1tl'o7r .. .,. ,__ ---.-) ? L----I \"'Ir .,. 11 ... I_,.- v c iJ I -i: IS """ l\1J .s r 1 IJ J ( .* Is I 1 l,,k ) (or **" \ ,.,. 7 J u-(..,.( ) L { 1 f ( \' )... ,,, I,),_ I \ f I/ I) / v 1\' s ' ) ( )u ., 0 _,. ,_v < I \ \ I/ /v ) ( ' 1,..1 ) I ,\1. l ) I II , l-&10: Sk[TCH OI' OUf:llV[D CllACICa AMA II). 9 KATCH (24' J..14'1 -UYll. ... 1.l l>s1 l*.r) ). ... l..:_\ .c ... .... I ), ,,, I \,. C.r ,. I l/**l ) '7 7 -i L./ \:Ill J ... i .... < ) r \.* ) T IJ ( -. ..., I <*/ 7 l tri.> l-f',.. I : .. ,_ 54' \ C.:1o 7;. 7 IJ

• t' l/"i; I:;-1*-:.

)' ]'; . i)"' ,_}* )1 t I r* U1 1\-'-"" h *r T 1.,,., )" ¥1 "" 1: } (-. '/ ) r ,., f ) /( I I/ : kS< \I k<: )I I<\ -z 1' .... 0 [.J r0 I I/ N r/ l\.:.*1 ( I It II-" fl N N N' llll:TCM Oil OIUllVEO Cll.t.Ckl AISA ml KATCM 114'1.14') .. l 10: ['.." 10: N N N 10: K::: r> > l/v ,,.v I/ / R;::: 10: N K" 10' I/ I N I l. .. l .. , ) I* ,., < .. ...-.., " -L,. .. L I I .... .., 1........-J..-- v -:oii' ( ,_ COMPOSITE CRACK PATTERN AREA N0.9 EQUIPMENT ... **l I .* i.1 \.Ir ',, I ' ioT } l !::ti \ ..... * .. !...:.!!! j...s \., .. ... ) -* 1.-{ ,_ v-; ..,. ,. -( ) .. 11> .. ->.. l h l I ' ,.dl \;,,,, --.. /."'/. . ... .) .. id l.r ,,.. .n* i.s ' ,..., -I .i.\I' ) +--.:.. u ' I I/, .blf ** r f I I/; ' I/ I ' I k< :/

• lo I<\ I If..) I I I/ N N I ( .. ilr I N l .. */ N N N N J N N I SUTCH or OUlllVlD CIU.Clll AMA II). 9 lClW'lmlf Ho\TOI C14'Jl14'1 .. \ *I I (, .. 1;, .. I .. ,, I :.,, \ 1 ...... ....),;: .. . .. J -..... _ , l .. r. .,--r ...,.,
• f4 )4l* f*U (.,, *' .. J h 1-(., * .:I/ l. . IJ.o,1 ' . ., .... I .. I\* -*' }*:r ,/ ... I -' lJ / )0 1111 / /) I/ I [I, k\ l.lr ii .11S k<\ I !I.., __ .. N I J I/ N N . I.hi ,, I N l/'oJ I N N N N N 10: N N' N N I N N KCTCH OI" ONUVUI Cll&CKI AJtlA IG [au.wJCT MATCH tz4' JLZ4'l -L&Wll.AAi&L HATCH *IS. v 1.P>.r /*"' If_, .-. 7 . .... ,-J , .. ** 1..r I.loo)* ,,. I .... J I -...... I I 1....-I L-1 l **l'rl .ojs°/Y I v "'[....--I/ v v /v k<;; "'" 1\ "'" "'"' 0 0 I.....--N r0: 17 N 10: I I N' I N ./So T. 1-... l*H 1 '* .. . \*'" ..i> f .b
• 1 ... 1. J ---: I ...---.. , .-9 l,-1-,, .( I/'\ I / \. I v ---r ..... / IV I *-,,v I I/ / ,,. k<;; N 10: "'"' N J.,...-N I/ N 10: N N N I/ N N I N' N' I 0::: FIGURE 5-12 c J
• SKETCH OF OBSEIM:D CRACKS AREA NO. 10 SKETCH OF OBSERVED CRACKS AREA NO. 10 SKETCH OF OBSEIM:D CRACKS AREA NO. 10 PERSONNEL LOCK (15'X 15) PERSONNEL LOCK ( 15'X 15) PERSONNEL LOCK (15'X 15) PRESSURE LEVEL 0 P.Sl.G. PRESSURE LEVEL 12 P.S.l.G. PRESSURE LEVEL 24 P.S.l.G. SKETCH Of OBSEIM:D CRACKS AREA NO. 10 SKETCH Of OBSERVED CRACKS AREA NO. 10 SKETCH OF OBSERVED CRACKS AREA NO. 10 PERSONNEL LOCK (15'X 15) PERSONNEL LOCK (15'X 15) PERSONNEL LOCK (15'X 15) PRESSURE LEVEL 36 P.S.l.G. PRESSURE LEVEL 47 P.S.l.G . PRESSURE LEVEL 54 P.S.l.G*
• COMPOSITE CRACK PATTERN AREA N0.10 PERSONNEL LOCK lI FIGURE 5-13
• {,Jll I? iu nJ 7 ) L-( .<-*** .. SKETCH OF OBSERVED CRACKS AREA NO. 11 PRESSLRE LE'IEL (6'X 17'1 ? f1 1r lJ f ..* _( }**"' -**I< \ II (-**1-r
• SKETCH OF OBSERVED CRACKS AREA NO. 11 . PRESSLRE LE'IEL Am.G. (6'X 17°1 ) ) Jn -!-r .... ..... -. ... K r I If-* .,. I c r l..s 1t ...... ) IJ \-*OOS" -,.or-I r .. SKETCH OF OBSERVED CRACKS AREA NO. 11 PRESSLRE LE'IEL wiw,. < s*x 17)
• COMPOSITE CRACK PATTERN AREA NO. II l [fl ; 1r r1 I } ... I l \ / *0 :>.I" SKETCH OF OBSERVED CRACKS AREA NO. 11 PRESSLRE LEVEL (6'X 17) f ) 1r fl I-* *** I J I/ L I \ l-** I / ..... .ooS I--

I<--.... I t**>r SKETCH OF OBSERVED CRACKS AREA NO. 11 PRESSLRE LEVEL W'% "lw.l.G. (6'X 17) ) n ) If 'fl I f-. r I )_ ** S' I I ( [-,,v I r f-**or -.... J I )_ ......___ _,. ./' ) ..* SKETCH OF OBSERVED CRACKS AREA NO. 11 PRESSLRE LEVEL nEfh. (S'X J 7) lnl ..... f-*** -H1 ... f-** L \ .JJ [ _.__ *""'II c J' c ::r AZIMUTH 81° EL. 78' 0 11 FIGURE 5-14

• 0.0 PSIG 24.0 PSIG 47.0 PSIG 54.0 PSIG Composite

-Photographs of typical crack pattern progression during S.I.T. Containment Wall, Area No. 1, Azimuth 342°, Elevation 147' 0.0 PSIG 24.0 PSIG 47.0 PSIG 54.0 PSIG Composite -Photographs of typical crack pattern progression during S.I.T. Containment Wall, Area No. 2, Azimuth 72°, Elevation 147 1 0.0 PSIG 24.0 PSIG 47.0 PSIG 54.0 PSIG Composite -Photographs of typical crack pattern progression during S.I.T. Equipment Hatch, Area No. 9, Azimuth 234° Photograph of particular dome crack located at Elevation 283', Lift 41, Approx. 60° Azimuth. See Figure 5-3.a. Photograph taken at 54 psig during S.I.T. *Crack measures 0.030" at 54 psig, minus 0.015" Pretest original equals 0.015" change in width at 54 psig. Post test at zero psig, no residual width. e- ) ;_ <f, *-r " Ii L" -. c 0 -< -, "C fTl :;:: r c" > r. (!. Ul ,-, " n 0 < 6 -ACCEPTANCE CRITERIA The acceptance criteria is, that under the test load, the behavior of the structure is such that it will be indicative of the ability of the structure to withstand the loading combinations used for the design. By using_ the same gesign and analysis procedures for both design and test conditions, the comparison between the predicted strain and measured strain will serve to verify the design. The acceptance criteria requires demonstration that the overall structure exhibits elastic behavior throughout the test range. Inelastic behavior at localized stress concentrations will be considered acceptable. Greatest agreement between the computed strains and those actually observed is anticipated in the shell of the containment. Greater disparity between observed and calculated strains is contemplated around openings and at other discontinuities, where theoretical analysis becomes more complex. Because of material property variance, we have designed the containment liner plate and reinforcing steel to the limiting stress of 0.9 Fy. Thus the measured strain in excess of the predicted strain by 10% or less shall be of no concern for the structural integrit_y. The predicted displacements are theoretical displacements based on analytical stresses. A 20% increase is generally allowed for potential errors in measurements, and the variables of design, analysis, and construction. The limit for displacements of the containment are based on the liner plate stressed to its yield point of 32 Ksi. The acceptance criteria for cracking is based on the width and spacing of cracks, as determined through review of predicted crack size and crack spacing. Data obtained during the test will be evaluated and a 6-1 , comparison with the values predicted by design will be made to assess the structural behavior of the containment with regard to local and overall response to test pressure. The range of strains and deformations expected at the 54 psig test pressure are as follows: (a) Increase in containment diameter: not more than 1.75 inches. (b) Maximum vertical elongation of the structure: not more than 2 inches. (c) Maximum width of new cracks or increase in existing cracks: not more than 0.03 inch. (d) Residual width of new cracks or increased width of existing cracks (after containment pressure is reduced .to atmospheric): not more than 0.02 inch. Since the containment structure is expected to remain in the elastic range during the pressure test, we anticipate no permanent distortion in the liner or in the concrete once the pressure is reduced to atmospheric or below. However, it is fully expected that small residual cracks in the concrete will remain as a result of concrete creep during pressurization. 6-2

• • • • ' . 9,. 7.1 DISPLACEMENTS 7 -INTERPRETATION AND EVALUATION OF TEST RESULT The predicted and measured containment diameter changes and vertical displacements are as shown on Figures 7-1 through 7-4. The predicted and measured displacements near Equipment Hatch peak pressure was 1. 252" as against our predicted change of 1. 75". From the plot of diameter change of containment wall under peak test pressure in Figure 7-1, it can be seen that at no point did the measured displacement exceed the predicted displacement.

Similar to the Unit 1 test result, the vertical displacements of the containment at the spring line and at the top of dome under peak test pressure were well under the predicted values as shown on Figure 7-3. The vertical rebar stresses were at a very low level.thus no extensive

• horizontal cracks were observed at peak pressure.

The cracked section properties used in design and displacement prediction proved to be a

• very conservative approach.

The horizontal displacements of the containment increased very slowly at low stress levels, because the uncracked section of concrete was still effective and acted to decrease the rate of displacement.

After 24 psi pressure level, the displacement increased at a more rapid and constant rate because the actual properties of the section are closer to the designed cracked section properties since displacements were solely dependent on the steel strength. Figure 7-2 illustrates the diameter change at three locations on the containment at all stages of pressurization and depressurization. 7-1 Figure 7-4 shows the vertical displacement at the spring line at all stages of pressurization and depressurization. The vertical placement of the containment increased at a very slow rate right up to the peak pressure. Because of the very low stresses in the vertical rebars the concrete did not reach the assumed cracked stage. The radial and vertical growth of the Unit 2 containment under peak pressure are under those of Unit 1 containment at all corresponding locations. The equipment hatch maximum diameter change was measured to be .221". Radial displacements of the equipment hatch measured at peak pressure are presented_on Table 7-1. The thickened section around the large openings had made the areas more stiff than the normal shell, thus the radial displacements at the edge of openings were less than the displacements of the normal cylinder wall area. Tangential displacements were insignificantly small. They were mostly

• under 1/ 8". The result of the containment roundness survey is presented in Table 7-4-. Following the Unit 1 test procedure the containment liner was closely inspected to find any areas that are bulged inward during --the pretest roundness survey. One area showed a slight bulge at Elevation 161.5, azimuth 208°, was picked for observation.

LVDT No. 44 was installed at that point to monitor its movement during and after the pressure test. An outward displacement of that point of 0.606 in. was measured at peak pressure. It returned to 0.11 in. when pressure dropped to zero. The bulged area displacement followed the displacement pattern of other wall areas and no distortion or 7-2 buckling was observed after the test. 7.3 CRACK PATTERNS The crack patterns recorded at designated areas on tne containment at variou& pressure_ptages are shown in Section 5 of this report. A coating (trade name Modac) was applied to the exterior of Unit 2 containment. There was a question as to whether this coating would hinder the crack mapping during the pressure test. It was concluded after study that when the coating is sufficiently thick the crack patterns would be affected. The Modac coating was then sandblasted off in the designated crack mapping areas before the pressure test. Due to the sandblast process, many wide cracks up to 0.1 in. in width were observed and recorded in the pretest survey. It was apparent that the small shrinkage cracks were widened by the blast operation. The shrinkage cracks widened under containment pressure at a faster rate than the stress cracks. At pressure plateau of 36 psi, we observed many wide cracks in the equipment hatch area. During the holding at pressure plateau, we connected four previously installed strain gages in the equipment hatch area to monitor the strain growth of the rebar. At the peak pressure plateau we found a total of thirty-eight cracks exceeded the growth limit of the acceptance criteria. The peak pressure plateau was held for four and one-half hours. During the holding time, four of the wide cracks were chipped down to investigate the depth of the cracks. The chipping crew reported that after all four cracks were chipped down a mere 1/8", the crack widths were reduced to . 002", . 015", . 005" and . 003" respectively. We concluded 7-3 that these wide cracks are surface cracks of shrinkage origin, widened by sandblasting, and also by spalling due to pressure expansion. In our judgment these cracks that exceeded the growth criteria are not stress cracks for the following reasons: 1. Almost half of these cracks started with a width of 0.030" or more before pressurization. This is attributed to the blasting of*the Modac coating, because no crack over .005" were found during the pretest crack survey in Unit 1 containment.

2. Stress cracks in the concrete are as a result of the rebar strain. The crack width of the stress crack should be reduced uniformly from the concrete surface to the stretched rebar which is in. from the surface. When the cracked concrete surface was chipped down by 1/8" deep the crack width reduced by over 95% in three cases and 70% in the other case, indicated that the cracks did . not extend to the rebar. We therefore concluded that they are shrinkage cracks, not cracks caused by stresses.

3. The excessive cracks in the equipment hatch area are not stress cracks and can be further verified from the LVDT measurements in that area. As shown in Table 7-1, the radial displacements around the hatch are all within the predicted values. Furthermore these displacements (with one exception) are all under the measured result from the Unit 1 test. 4. The strains of the four rebar gages around equipment hatch area connected at the pressure plateau of 36 psi were studied. Two showed compressive stresses in the rebar which could not cause ing in the concrete.

The increased strains in gages H7C and Hl2C when the pressure was raised from 36 psi to 54 psi were under the predicted values as shown in Table 7-2. 7-4 i -I J

5. Unit 2 exhibits less strain under the test pressure than Unit 1 as evidenced by the comparison of displacement measurements.

The radial and vertical displacements of the containment wall under peak pressure for Unit 2 are lower than those in the corresponding locations of Unit 1. Only one crack has a residual crack width exceeded .02". It is located in Area No. 9. It is only 6" long and very shallow. Aside from the above explanations regarding the shrinkage cracks, the Unit 2 crack patterns generally follows those of Unit 1 and are acceptable. 7.3 REBAR STRAIN The measured strains in the rebar during the structural integrity test are generally lower than our predicted strains as indicated in Table 7-2. Two analytical approaches were used on the containment structure design under internai pressure. At the locations of continuities in the containment shell, uncracked concrete gross section properties were used in the analysis. At other locations in the containment shell where there is no moment present, cracked section properties,Lased on the transformed area of steel, neglecting all concrete, were used to calculate the strains. This approach tends to give us a conservative strain prediction. Twelve (12) sets of strain-gages were picked to measure the rebar strains during the pressure test. They were selected because of their relatively higher strain readings in the Unit 1 pressure test. These gages were attached on rebars located at the containment cylindrical wall, the dome and around the personnel hatcn. No gage in the foundation mat and equipment hatch rebars were picked because the measured strains at those locations in the Unit 1 test were well 7-5 under the predicted values. Only three (3) strain gages out of forty-eight (48) gages were not ioning properly. They were ignored in averaging the final strains for the respective set. The measured strains of all these twelve sets of gages were under the predicted values. Nine of these twelve sets of strain gages at peak pressure indicated less strains than those obtained in the Unit 1 test at the comparable locations. 7.4 LINER ROSETTES The rosette type strain gages used to measure liner strains are described in Section 4-Instrumentation. Strains were measured by the use of 3 -element, 60° rectangular gages. The strain data was acquired on a B & F Instrument Data Acquisition System and fed into a Wang 2200 System Computer to obtain the principal and shear stresses. Liner stresses are often difficult to predict. Slight yield in the liner studs will reduce the effectiveness of the moment transfer between the liner and the concrete at locations of discontinuity or hatch opening areas. Localized liner yield also may occur when a small concrete void appears at back of liner plate. This common phenomenon will not affect the liner integrity, although the gage readings may be considerably higher than predicted. The predicted and measured principal stresses for rosette gages on the liner plate are presented in Tables 7-3a to 7-3f. The maximum principal stress converted from the measured strain was 39,484 psi at gage number Rl7 located at elevation 147. It is the only rosette gage with a measured.principal stress exceeding the 7-6 minimum yield of 32 ksi. Special attention was paid to the readings from gage No. Kl7 during the decompression stages. de have plotted the stress measurements in the decompression stages for rosettes No. 2, No. 17 and No. 19, which were the three highest strained rosettes at peak pressure plateau. Rosette No. 17 in question showed a faster rate_ of stress reduction than the other two rosettes that stayed within the minimum _yield stress. Therefore we concluded that the liner plate in the vicinity of RJ.7 still e.xllibits elastic behavior after the peak pressure and the liner plate in this area was not stressed beyond its actual yield point. One other gage Rl9 around personnel lock II had measured maximum principal stresses higher than predicted values, but it was under the minimum yield stress. Since the pressure test represents the most critical loading for the liner plate, the stress will be reduced by the thermal compressive stress imposed during LOCA. Two sets of measured minimum principal stresses were higher than predicted, but they were not of high magnitude. Principal shear stress is a function of the differential of the biaxial direct stresses: f(s 1 -s 2). When the direct stress (s 2) in one direction, is predicted higher than the actual stress the resulting of principal shear is too low. It is not surprising to see the measured principal shears vary substantially from the predicted values because of their sensitivity to the direct stresses in two directions. A normal range of principal shear stress even higher than predicted accompanied by a reduction of the minimum principal stress from the predicted value has a less critical combined effect. The liner plate demonstrated an acceptable elastic behavior throughout the pressure test range. 7-7 .e 7.5 STRUCTURAL RECOVERY The structural recovery during and after depressurization are as shown in Figures 7-2 and 7-4. The diameter changes and vertical displacement at the spring line were plotted after the pressure was at zero for one hour. It is expected that they tend to further decrease after a longer period of time. Research and tests (l)have shown that reinforced concrete beams subjected to loads in the working stress range has a 70% recovery while subjected to high load range has an 80% recovery. Our containment rebar is designed for the combined pressure and thermal load under accident condition. The rebar stresses under pressure only are at low levels. The containment recoveries at all measured locations were 76%, 81%, 75%, 86% and 72%. They were already within the acceptable range and will mostly likely to improve if more time to readjust was allowed. (l) ACI Journal -February 1956 -P.601 "Ultimate Flexural Strength of Prestressed and Conventionally Reinforced Concrete Beams" by J. Janney, E. Hognestad, D. McHenry. 7-8 Mark (LVDT No.) 19 21 23 25 27 29 31 33 35 37 39 41 TABLE 7-1 DISPLACEMENT NEAR EQUIPHENT HATCH (at 54 psi) Radial (in.) Predicted 0.465 0.555 0.670 0.503 0.655 ' 0.838 0.465 0.555 o. 670 0.503 0.655 0.838 0 ('V) 0\ N Measured 0.420 0.468 0.522 0.441 0.542 0.656 0.436 0.432 0.483 0.461 0.552 0.660 co N ('-.. N 33,34 35,36 Mark (LVDT No.) 20 22 24 26 28 30 32 34 36 38 40 42 . 23' 24 21,22 19,20 Tangial Displacements (in.) Predicted Measured 0.018 -.038 0.030 -.J06 0.088 . J33 0.089 .116 0.130 . 011 0.287 .069 0.018 .011 O.u30 . LJ15 0.088 .031 0.089 .105 0.130 .022 0.287 -. 011 -Table 7

i. -...J I .N : 12 psi 24 psi ' Gage Dredicted Measured Predicted Marks' Strains Strains Strains 9V76 .130 .017 .260 10V85 .109 .010 .217 11H85 . 045 .012 . 090 llHllO .206 . 091 .412 9Hl50 .220 .J81 .440 13Hl38 .225 .080 .450 13Hl73 . 211 .070 .422 11Hl95 .208 .112 .417 9D5BR .155 .020 . 311 TABLE ,2 REINFORCING BAR STRAINS (xlO-J) 36 psi Measured Predicted Measured Strains Strains Strains

.055 .389 .158 . 024 .326 . 064 . 026 .135 . 071 .223 . 618 .545 .252 .661 .4 79 .203 . 675 .409 .184 .633 . 404 .251 .625 .444 .J58 .466 .195 47 psi 54 psi ,Predicted Measured Predicted Measured Strains Strains Strains Strains .508 .292 .584 .367 .426 .111 .489 .153 .176 .102 .202 .164 .807 . 779 .927 .924 .863 . 711 .991 .841 .381 .608 1. 013 . 727 .827 .603 .950 . 696 .816 .689 .938 . 820 . 608 .331 .699 .448 13Dl0TC .154 . 053 . 308 .133 .462 .220 .603 .465 .693 .565 L4C99 BL6C I I 1:H7C .107 .J05 .213 .032 .320 . 072 .418 .147 .480 .136 .043 .272 .115 .408 .341 I .533 .500 .612 Predicted difference in strains from 36 psi to 54 psi: 0.379 0.253 0.126 Measured difference in strains from 36 psi to 54 psi: 0.328 0.263 0.065 Predicted difference in strains from 36 psi to 54 psi: 0.397 0.265 0.132 Measured difference in strains from 36 psi to 54 psi: 0.161 0.083 0.078 Strain gage was not set to zero reading before pressurization. Therefore only the difference in measured strains are to be compared with the difference in predicted strains between 36 psi and 54 psi pressure plateaus. .183 .j92 TABLE 7-3a PRINCIPAL STRESSES IN LINER PLATE Gage Number: Rl Predicted Principal Stresses Measured Principal Stresses Pressure S Maximum S Minimum Shear S Maximum S Minimum Shear Angle psig 0 0 0 0 0 12 5,700 910 2,400 1,759 640 559 -4.0 24 11, 400 1,810 4,790 3,815 1,498 1,158 -2*. 6 36 17,100 2, 720 7,190 9,349 3,965 2,692 -2.1 47 22,320 3,550 9,380 14,602 6,226 4,188 -2.0 54 25,640 4,080 10, 780 17,311 7,431 4,940 :....i. 7 47 15,884 6,915 4,485 -1. 6 36 12,958 5,956 3,501 -0.7 24 9,344 4,541 2,401 -0.9 12 5,906 3,151 1,377 -0.8 0 2,497 1,616 440 2.5 Table 7-3a TABLE 7-3b PRINCIPAL STRESSES IN LINER PLATE Gage Number: R2 Predicted Principal Stresses Measured Principal Stresses Pressure psig S Maximum S Minimum Shear S Maximum S Minimum Shear Angle 0 0 0 0 0 12 6,400 4,990 710 2, 770 914 928 -7.0 24 12,800 9,970 1,410 7,254 2, 774 2,240 -7.2 36 19,200 14,960 2,120 15,008 6, 105 4,452 -5.2 47 25,100 19,530 2, 770 23,431 10,854 6,289 -3.8 54 28,790 22,440 3,180 28,747 14,395 7' 176 -2.6 ' 47 26,272 13' 069 6,602 -2.4 36 21,025 10,117 5,454 -2.1 24 14,793 6,663 4,065 -2.l 12 8,865 4,049 2,408 '-0.4 0 4,054 1,947 1,052 4.7 Table 7-3b TABLE 7-3c PRINCIPAL STRESSES IN LINER PLATE Gage Number: R3 Predicted Principal Stresses Measured Principal Stresses Pressure S Maximum S Minimum Shear S Maximum S Minimum Shear Angle psig 0 , 0 0 0 0 12 6,020 5,000 510 2,178 1,192 493 14.5 24 12,040 10' 000 1,030 5,724 3,618 1,052 -44.3 36 18,060 15,000 1,540 10,810 8,418 1, 196 -27.7 47 23,590 19,570 2,010 21,498 15,301 3,099 -25.4 54 27' 100 22,480 2,310 26,306 20,550 2,878 -15.1 47 24,561 18,810 2,876 :....12. 4 36 19, 771 15,571 2,100 -5.4 24 14,083 10,631 1,726 7.3 12 9,086 6,084 1,500 21.1 0 5,039 1,589 1,725 31. 2 Table 7-3c TABLE 7-3d PRINCIPAL STRESSES IN LINER PLATE Gage Number: R4 Predicted Principal Stresses Measured Principal Stresses Pressure S Maximum S Minimum Shear S Maximum S Minimum Shear Angle psig r> 0 0 0 0 12 4,510 4,220 140 706 493 106 -44.9 24 9,010 8,440 290 2,222 1,919 151 22.3 36 13,520 12,660 430 7,737 7,491 123 0.0 47 17,650 16,530 570 13,991 12,408 791 -3.8 54 20,280 18,990 650 17,985 15' 271 1,357 7.0 47 16,703 13,982 1,361 9. 1 36 14,025 11,574 1,225 10.8 24 10,371 8,485 942 10.7 12 7,103 5, 610 746 13.7 0 4,282 3,660 311 19.9 Table 7-3d TABLE 7-3e PRINCIPAL STRESSES IN LINER PLATE Gage Number: Rl7 Predicted Principal Stresses Measured Principal Stresses Pressure S Maximum S Minimum Shear S Maximum S Minimum Shear Angle psig " 0 0 0 0 12 4' 911 369 2,267 3,070 814 1,128 -2.7 24 9,822 738 4,533 7,600 3,027 2,286 -1.1 36 14,733 1,107 6,800 20,599 8,057 6, 272 2.5 47 19,235 1,445 8,878 31,900 11, 127 10,388 4.3 54 22,100 1,660 10, 200 39,484 12,457 13' 515 3.9 47 36,194 10,177 13,010 3.2 36 29,073 6,898 11, 089 3.7 24 21,124 3,647 8,740 3.4 12 12,481 1,147 5,667 3.2 0 7,091 451 3,320 4.6 Table 7-3e TABLE 7-3f PRINCIPAL STRESSES IN LINER PLATE Gage Number: Rl9 Predicted Principal Stresses Measured Principal Stresses Pressure S Maximum S Minimum Shear S Maximum S Minimum Shear *Angle psig 0 0 0 0 0 12 4,733 -316 2, 511 3 ,092 507 1, 292 -0.5 24 9,467 -631 5,022 8,489 2, 196 3, 147 -0.6 36 14,200 -947 7,533 17,237 4,334 6,452 1. 1 47 18,539 -1,236 9,835 25,692 6,307 9,694 3.6 54 21,300 -1,420 11,300 31,576 7,594 11, 992 4.2 47 28, 872 6,469 11,203 4.3 36 23,369 5,173 9,099 4.6 24 16,564 3,693 6,436 5.5 12 10,337 2, 119 4, 109 8.2 0 4,164 750 1,707 13.6 Table 7-3f

---

TABLE 7-4 CONTAINMENT ROUNDNESS SURVEY Diameter Diameter Change in Elevation Azimuth Before Test After Test Diameter 89 .S' 277° 30' 139 I -ll!i;" 139'-ll 3/8" 1/ 8" 89.5' 187° 30' 139'-11* 5/16" 139'-ll 7 /16" 1/8" 147.0' 277° 30' 140'-l 3/4" 140'-2 1/16" 5/16" 147.0' 187° 30' 139'-10 11/16" 139 '-10 11/16" 0 218. 2' 277° 30' 139'-ll l/2" 139 I -11 *5/8" 5/16" 218.2' 187° 30' 139'-ll 7/16" 139'-ll 1/2" 1/16" Theoretical Diameter 140'-0" Table 7-4 ...... --.J. 0 \ .. . .. _, .. _ . .\. . ..... ::

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• ... -** *, . . . Appendix Reactor Containment Structural Integrity Test
• Detail Test Procedure

... '* ---* J *. . . -. . , ** *

• FORM 5. 12-1 .. _ . . SALEH ?WCLEJ\R.

GEilr;:Iu'\'l'ING .UNIT NO. 2 ; -.l . . .. .. * *

• ST.7\HTtJP PROCEDURE . 1\Pl'HOV/'.L m:cO!J.l)

.* * ... . . STJ\1'ION

• . *. .**, . . *. SUI' *HO. . . D'l'P-30 SIT*-1 . .DA'l'E..

Nov. 14 1978 * ."-' ::. ;*> :,' . ',:" . -............ ... " . *. PROCEDURE:** _ .... t_e.....:g-.r_i_t..;;..y_Te_s_t_ -' :*. **: -' ., .... ,.._* .. ** : Prepared: Reviewed eguipmcnt)

• lteviewed
• Approved ( s.a:f ety" *Related Only)
• . t * .. ..... Author .Westinghouse . . Engineerjng Representative Site QA Division *Head.-*Chairrnan.-.PORC Startup Sect.fen

.1 . . . .* .. ** / -;o . . . RECORD ,. . SI GNl). 'l'URE * . :chnnge No. Date *Entered By .. . ... . * .. . . . *', .... . DATE , /* . .. .* :. ,

• Date

_____ .. * -;* ..... * * .. . .. * . . * .. . * . .* -.. . . . * * . .* . ; *. t-. ' e* . . REACTOR CONTAINMENT STRUCTURAL INTEGRITY TEST DTP.30-SIT-1 1 , f\ ., . .--*.. -.. -; :.__ ,......, i I J' *. * ' ;

• J J tr\ °l.0 TEST OBJECTIVE l*.1 The purpose of this* test is jtQ:J p.rovide verification that the of reactor to the design load is in accordance with the design provisions.

The . . test will demon&trate the of structural design and containment integrity by pressurizing the containment to 54_psig, 115% of the design to compare the* measured response 'with that "Of the analytical

• NOTE: '. NOTE: . Although this-procedure is a Phase I test procedure, due to the complexities of the.Reactor Containment Structural Integrity Testing evolution and because of its critical nature, it is to be treated administratively in the manner of a Phase II Startup Procedure.

Therefore, all aspects of the this test review, .execution, procedure change, etc.) will be as described for. SUP' s in 3 & 5 of t;he Salem Startup Manual as far as practicable. The SiT Test Engineer and the PSE&G Energy Laboratory Test Engineer share responsibility for the conduct of this test. Both must concur prior to proceeding, but .. either may, stop or co;.1strain testing if considered Overall test. pe.rfo"rmance. and control will be *under the direction of the SIT Test Engineer. Technical test performance and data gathering will be under the direction of the Energy Laboratory Test Engineer. Page l of 43

• * .* . .. 1. Q .. TEST OBJECTIVE (Continued) l*.2 The test will be conducted by pressurizing the containment structure with compressed air using several air compressors
• Pressure will be stabilized at the pressure plateaus of O; 12, 24, 36, 47, 54, 47, 36, 24, 12 and 0 psig.* Ascending plateaus, with the exception of the one* at. .54 psig, will be reached after pressurizing
• to 1 psig higher than the desired value and then venting the system back to the desired pressure level. At each level of pressurization, the pressure.will be held constant while observations and measurements are o'btained. -Once readings have been obtained,.

examined, *and accepted as satisfactory further pressurization/depressurization of the s'txucture can proceed. the final _test pressure 54 *psig an evaluation of the**test measurements will be conducted to either accept*the structure or any discrepancies b"efore further with the test * . --. Page of 43

2.0 REFERENCES

2.1 F.S.A.-R. Chapter 5,*Section 5.5; Testing and Inspections; Section 5.5.1 "Containment Structural Acceptance Test"*, .Section 5.5.2 *"Containment Integrated Leakage Rate Tests" * . 2. 2 NRC Regulatory -Guide 1.18 "Structural Acceptance Test for Concrete Primary Con_tainments". 2.3 Appendix J to 10CFR50 -*"Primary Reactor Containment Leakage 'I;.esting for Water-Cooled

• Power Reactors". . 2.4 ANSI, N45."4-1972

-"Leakage Rate Testing of Containment Structures for Nuclear Rt?actors". 2.5 .ANS N274 :... "Containment System Leakage Testing Requirements" Draft No. 1. 2.6 PSE&G Salem Startup Manual, *Revision OA. 2.7 "Reactor Containment Type B Leakage *Rate Test, 2.8 Reactor Containment Type C Leakage Rate Test, 30-LRT-2. Reactor Containment Integrated Rate Test, 30-LRT-3. 2.10. PSE&G Energy Laboratory PEP-24; "Procedure for the . . . Struct-1-':ral Integrity Test of *the Reactor Building at a Nuclear Station." 2.11 PSE&G Mechanical Drawing No. *207496-A.....:8808-7 -No. l & No. 2 * *units-* Reactor Containment Penetration List. 2.12

• PSE&G Instrument Schematics:

240633-B-9655-S Containment Spray "?40668..:B-965.6-4 -No. 2 Pressurizer and _Pressurizer Relief Tank e* 2.0. REFERENCES (Continued)

• . *. . . . . 2. 13 PSE&G Piping Diagrams
• 205222A87609 20524aA87616 205301A87626

-205302A87628 205303A87627 205317A87626 205325A87_637

• 205328A87 635 205331A87637
• Fire Protection Demineralized Water Restricte.d .Area .Reactor Coolant Steam Generator

& *"condensate

• Reheat and Turbine Bypass Steam _Compressed Air Ge-nerator Drains and Blowdown Chemical and Volume Control.Operation Component Cooling Residual Heat Removal Spent Fuel Cooling Safety
• Containment Spray Auxili?rY Feedwater .Containment*Building Ventilation Waste Disposal Liquid Waste Disposal Gas Service Water Nuclear Area* Sampling I, '" \ J I ' -205333A87635 205334A87636 205335A87636 205336A87634 205338A87637.

205339A87636 205340A87635 205342A87638 205347A87634 Reactor Containment and Penetration Area Control Air* .2.14 *PSE&G "Report on Structural Integrity Test Unit No.* 1 Containment Salem Nuclear Generating Station". 2.15 29CFR Part 1926, "Safety and Health Regulations f*or Construction",. Subpart 5. 2. 16 Associated General Contractors America Manual of Accident Prevention in Construction, C?apter 30 -Compressed Air Work. . .. Page.A.of 43

• e. * .Initials/Date 3.0 PREREQUISITES

-;. . 3.2. -------' ----I. 3. 3 . , 3.5 -----' -----I 3.6 -----'----- I 3. 7 .

• I . 3.8 ----------

.... .Log of Events books shall be begun by* the SIT Test Engineer and *the Energy Laboratory Test_ Engineer in which continuous sequential entries will be maintained from initial signoff of the test prerequisites to restoration -of all tested systems. Construction is complete on the following equipment. 3.2.1 3.2.2 3.2.3* .Containment boundary Personnel locks and equipment batch Containment penetration bell caps -. A"general inspection including a* roundness survey, of the accessible interior and exterior surfaces of the containment structures and components has been made to assure the . . structural integrity of these items. The containment exterior surface crack survey is complete and crack mapping areas have been pr"epared and facilities

• provided for the inspection o-f *these a+eas
• Nuclear Regulatory Commission and Insurance representatives (NELPIA & NJ State) have been notified of the.test date * . . Both doors of the 130' elevation Personnel Lock have been closed, successfully leak tested, the air to the door seals has been secured and the security gate is The Containment Equipment Hatch been closed and successfully leak tested. Reactor Containment*

Type _C Leakage Rate Tests have . . . been completed on those perietrations aligned per C?tegory I, VI and VIIA-, as indicated on Attachment E; or the penetrations are isolated and the penetration added to* .Attachment F.of 30-LRT-3. Page 5 of 43 . . J:nitials/Date . -n .* , ., .-,--,-r r-., j

• I! 1 * \. . ' .; * : r 1} L '\ I
• l*-a.f -t .... A '! .... 3. 0 PREREQUISITES-(Continued)*

I **3. g. . All unnecessary construction equipment and *combustible -:a------------ ,., materials have been removed from the containment. I .3 * .10 *All electrical power circuits inside the containment not ___ _.... required for this test have been de-energized.

• I
• 3. ll A .minimum of* four RTD' s. have been installed approximately

---

equally spaced in the containment for monitoring containment internal temperature.

_____ / ____ 3.12 A minimum of two dew point sensors have* been installed . . . approximately equally spaced in the containment for monitoring . the dew point inside the containmen"t. ____ / ______ 3.13 The _instrumentation specified in section 7 .0 has been installed, checked out and is* ready for.operation. ______ 3.14 Valve 2VC15 is oper47ble from outside the containment. ___ _..../ ____ 3.15 All manway and nandhole covers have been installed on the secondary sides. I

• 3.16 The diesel-cfriven air compressors
• (6000 CFM ininimum capacity)

---

are*ready for and connected to the dryer assembly.

I 3.17 The air *dryer, after cooler and oil separator are assembled

---

and ready for. operat"ion.. Cooling '{ater is available to* the after cooler as required. I 3.18* Compressed air output from the dryer is piped to mechanical

---

* -----penetration No. 40, "connected at* the first flange outboard of the penetration.

Paqe. 6 of 43 e** In.idals/iiate ' . 3.0 *PREQUISITES (Continued)

---

.. -

Sufficient fuel and required lubricants are available for I 3.22 ----'------ %he diesel-driven compressors. Couununications* have been established between the compressors, the Energy Laboratory Trailer, the South Penetration Area and the.Control Room. RCP motor heaters are energized. The valve lineup ha"s beeri completed in accordance with Attachment E * .

• NOTE: Closure of isolation valves shall be by their normal mod.e of operation with9ut any preliminary exercising or adjustments (e*.g. no tightening of valve after closure by motor) *. Isolation*

valves_. positioned. closed for this *test will be tagged in accordance with Startup Manual. Containmen.t equipment prepar.at_ions have been cpmpleted iri accordance with Attachment B. All equipment and ihstrumentatio1=. .that may be damaged or destroyed by the test pressure shall .be removed, or otherwise protected overpressurization. Pressure containing equipment

• shall have been removed, vented or-individually leak tested. The numbers of the *referenced drawj.ngs listed in Section 2 have been reviewed.
• If the current revision numb.er is different .from revision number listed, the Test Engineer shall review the updated drawings to insure they do not require a change to this procedure and correct the revision number in pen, including his initials and the date. In addition, all ECN.'s not incorporated on the ' . r. current 1 revision have been reviewed to veri_fy _ pr.ocedure changes are not.required.

Page 7'of 43

• . Initfols/Date

.. *-__ J.O PREREQUISITES

• (Continued)

____ , ____ 3 .* 25 ---* I 3.26 * ------= -----I 3.21 ------__, ___ _ I 3.28 ---------------I 3.29

---

I . 3.30 ----------

.. .. A minimum of three Reactor -Containment Fan Coil Units (FCU's) have been running in speed for approximately .two days prior -to *the test to stabilize containment ditions* and to maintain an* average temperature of mately 55 to 85 F. NOTE: Fan inlet contr_ol dampers shall be throttled

• to ensure that the fan motors will not be overloaded during the test. Filter inlet damper controls shall be jumpered such that the fan-suction is via the "normal flow" path (rough-.
• ing filters only). *Service Water valves shall be positioned manually to supply cooling water to' the FCU's.as required for containment cooling during the test and to ensure that 50-100 gpm is *supplied to the niotor coolers.*

75 psig service water. shall be maintained at the Valves. All casual water has been from the containment "and the coritaimnent and reactor sumps are down. Weather .. conditions (temperature, barometric pressu;re, and v7ind direction and velocity) have been tored daily for approximately_ one week prior to the ning of. pressuriz_ation_. Containment internal temperature.and dew point* have been

• four hours for two days prior beginning of Containment controlled access restrictions as defined in Section 9.4 hqve.been established.

Item 3.7, 3.33 and 3.34 components tested per.the Reactor Containment Type B and C Leakage_ Test Procedures .which had any . that would affect the isolation . function of the component have been retested *followin.g completion of the repair

• Page. 9 of 43 3.0. -PREREQUISITES (Contihued)

.. ) '.:. ;-* ____ . , ___ 3.31 ____ , ____ 3. 32

• ____ , ___ ._3. 34 "/ 3.'35 ----*----I 3.36 ----------

I 3.37 ----------

• . Supervis*i;>rs and *personnel performing -per this procedu?='e are.familiar with its contents and the SIT and Energy Laboratory.

Test Engineers*have conducted briefings all* personnel involved in the execution

• of test. Containment*

pressure seRsing lines (Penetrations 22, 23, 24B and 25B) have been. filled and selaed,.or the* penetrations . . . . are isolated. Type B Testing.of both the 100' and. 130' elevation Personnel Locks is complete and acceptable per Reference 2.7 (3q-LRT-l)

• Fuel transfer tube blind flange is installed, successfully leak tested and the test conµection is capped * . Control Air is available to the.South Penetration Area 2A and 2B. Air Headers. via installed

_backup piping, temporary

• connections or bottled-gas (see Attachment E, Items 29 and 55). The plant fire insurance company has been notified that the .Containment Protection System bas been disabled_and that fire extinguishers have been removed from. the Containment.

Temporary pressure gages are installed on the and 130' -Personnel Locks to monitor lock internal pressures

• . * .. Page 9 of 43

'. 4.0 e* : . INITIAL CONDITIONS f u ,.\S-rr"'.'

--;. l '1

• 11..o . V 1-*. l Ll \ .. . . . . In determfning the initial conditions the Rlant for this test. it has been to align the reactor. -including its systems, components and penetrations for the Preoperational Containment Integrated Leak Rate Test (ILRT),-DTP 30-LRT-3, which will be immediately following completion of this test and*to also reflect the *additional of .the ILRT's. The conditions for the_ periodic in-service ILRT's have not-been established; so for purpo.ses.

of doing the preoperational testing, the reactor is.assumed to be filled to approximately-the 97' elevation (midway in the coolant '1oops) with the RHR System.operational for decay.heat* removai and the charging system operational for chemistry control. Iri additipn, Appendix J of_ iOCFR50 provides the* lines for conducting the ILRT: l. II.N.: " **** [Containment] components and systems [shail

• be]._ in the state as close as prai:-tical_

to that which would .. . exist under *design basis accident (e.g., vented, . drained, flooded or pressurized)." 2. III.A.l(d): "Those portions of the fluid-systems that are part of the reactor coolant pressure boundary and are open direct_ly to* the containment atmosphere under *post-accident conditions

• and become an extension of the boundary of the shall be opened or to the containment

-atmosphere prior-to and. 'during the test:. Portions of

• closed systems inside containment penetrate and rupture as a result of a los.s of coolant *accident shall -be vented to the containment atmosphere.

All vented systems shall be drained of water or other fluids to the extent to assure of the system containment " isolation valves to containment air test pressure and to . -.. they will be subjected to the dizferential Page 43

e.

• e. INITIAL CONDITIONS (Continued)
• . _pressure.:".

Sy.stems .that are required* to maintain "the plant a safe condition during the shall ?e operable in . . tlieir normal mode., and need* not be vented. Systems that . are normally filled with water a.perating undei:: accident conditions, such as the removal . . . system need not be

• However., the containment isolin:ion valves in the systems defined in III.A. l (d) shall be tested in accordance-with III.C. [Type C Tests]. The measured leakage rate from these tests shall be reported to 'the Commi.ssion." jec:iuse t:he above requ:irenents are somewhat ambiguous and do not guidelines alL systems penetrating the containment boundary these systems were divided into the following categories io:r t:he purpose of the valve aligDm.ents for this test and 30-LRT-3:

CATEGORY l: Po:rt::ious of systems to the RCS which will exposed to the under conditions. These be dnined and vented both inside and outside the containment . . . dUl'.'iug th.is t:o that therr isolation valves are .subjected to 'l'he Type C leakage"rates of the isolation.valves in this be added to the DTP 30-LRT-3 measured leakage .. *. axe c1osed inside* the containment, and which 1d.ll. & of 3 LOCA. . These syste'!ns shall be drained and 3nil. outside the* this test to

• iscl_;a:d.:ou V3lves are 'subjec.ted

'to the. ftill test *. '!rlie t: l<C.3.kage rat:es of the isolat:ion vB:lves in this :m:>t be

• to the DTP .measured leakage rate *. * ... * . Pa9e* l.l of 43

-* * ** 4. 0 INITIAL CONDITIONS (Continued) e-, CATEGORY III: of systems"required to maintain the plant in a safe condition. The_intent of including systems in this category is to align the plant to _meet the requirements of periodic in service. tests which will be . . . with_ the reactor core in place. Systems in this category will *-remain operational in their normal mode and the Type C leaKage rate will be added to the DTP 30-LRT-3 measured leakage *rate to obtain a total integrated rate. . .* . CATEGORY IV:* *Portions of systems normally filled with water and operating under P.Ost-. . accident These systems will not be drained or vented and will . remain in their normal valve alignment. The .Type C leakage* rate will not be--added to the DTP 30-LRT-3 measured leakage rate *. CATEGORY* V: Portions of systems which are closed insid*e the. containment which do not rupture a result c;f a. These systems_ will no_t be drained or vented and will remain in their normal valve alignment. The Type C leakage* rate . wlll not be added to the* DTP 30-LRT-3 measured leakage i;ate. CATEGORY VI: Portions of systems which are open inside the containment. These systems will be drained and vented* both inside and outsicle the containment. The C leakage_ rate will not be added to the.DTP 30-LRT-3 measured leakage .rate.

• Page 12 of 43

---

4. 0 . .INITIAL CONDLTIONS (Continued)

MASTER CATEGORY VIIA: . . Portion_s of systems.which are aligned to meet requirements of conducting .this test and the ILRT and which are aligned in such a.way that their valves will be_ subjected t_o the full test pressure. The Type C leakage rate will riot be added to the DTP 30-LRT-3 measured-leakage rate. CATEGORY VIIC:

• Portions of systems which are aligned to meet. the* requirements of _. . conducting tpis test and the ILRT and which aligned in such a that their isolation valves will _not be subjected to the full test ** . pressure.

The.Type C leakage rate will be added to the*DTP 30-LRT-3 -measured leakage rate to obtain a total leakage rate .* The appropriate category for-each penetration is included with the penetration listing in Attachment E. Where a-particular system could be considered to be in or more. catego.ries, the requirements of .lOCFRSO, *Appendix J; Paragraph II.N or the requirements of conducting the tes*t * *were given. highest priority.

• For these systems, the category which was used to determine the. system alignment is listed firs.t followed by the other categories considered in determining the alignment. . .. .. Paae 1::1 nf 41 *

-:... ...... * ---. ..-...:..

• • --*----* --5. 0 ENVIRONMENTAL

-CONDI.TIONS .-5.1 There are no.unusual environmental conditions required or by this procedure. i.. I..*---. ----:..:.m...:.:*

5. Z This procedure should b_e conducted during a period when relatively stabie good weather"conditions are expected (1.e., no strong -winds, snow, heavy rain or radical in the barometric pressure).

• -.. . -Page 14 of 43

. 6.0 . ..... : .. ACCEPTANCE* CRITERIA MASTER 6.1 The criteria for_ <)cceptance*of the Reactor Containment* Building as stated iri the Salem Generating Station FSAR Section 5.5. 6. 2. In gerieral, measured strains should sh.ow agreement with the. pr.edict;ed as calculated for. each particular location, and the overall structure should exhibit elastic behavior .. the test range. 6.3 Agreement between measured and predicted strains should show 6.4

• greate.st agreement in the shell' of the* *containment.

Greater is anticipated in the region of openings and other Readings which show significant deviation from predicted values. shall be investigated and effectively.resolved by the Test and .Structural Engineers before proceeding with the test. 6. 5

• The S.IT Test -Engirieer or. Energy *Laboratory Test Engineer*

each* . . . . . reserves the* right to stop the. SIT at any. where he feels the safety of the containment structure or any. test personnel.is in jeopardy to* a failure of any component wit}iin the ment. 6.6 The test may also be stopped by the Energy Laboratory Test Engineer or the. SIT Test when or an mentation failure shows it is not f ea$ible to continue and provide acceptable .. Page 15 of 43 .. e 6*. 0 ACCEPTANCE CRITERIA (Continued) --.. ' 6.7 The range of strains and deformations expected at the 54 psig test pressure are as follows: *.a.) Increase in containment diameter: Not more than 1. 75 Maximtim vertical elongation of the structure: Not more than 2.00 inches. c.) Maximum width of new cracks or increase in existing cracks: . d.) Not more than 0.03 inches. Residual width bf new cracks or increased width of existing cracks (after containment is reduced to Atmospheric Pressure):. Not more.than-0.02 ?age 16 bf 43 .. ;

• i _ r_ ...

..... r,* *-:; ;_ ** .. ; , -* r. j ' , '\ I q ._...,-.-, 4 P-! \ __ :...-...... * . . . * . e 7.0 SPECiAL EQUIPMENT .. --.. 7 .1.* REBAR GAGES: . Strain gages have been installed on selected hoop and meridional

• re;f.nforcement bars in the wall arid dome as well as selected radial and circumferential top and bottom bars in the base* slab. Also strain gages have been installed on* representative circumferential bars aroqnd the equipment hatch and both of the personnel locks. 7.1.1 Over 200 reinforcement bars,in the Unit No. 2 containment
  • have .been. instrumented wi.th strain gages. 12 of these gages*
• will be.monitored for this test as shown in Figures 7.1 7.1.2 1.*3. These* strain. gages are instrumented to provide data on the the reinforcement bars in the containment, and will be compared selectively at each level with the predicted strain, and I)la.Ximum permissible as cal-* culate!i for* each particular location.*

7.2 *ROSETTE STRAIN GAGES: -Longitudinal and circumferential

• strains of the containment liner will -be measured by means of rosette strain gages on_ the -interior
  • exposed face of tl:ie liner
• 7.2.1 -7 .2.2 6 rosette gages will be installed on the liner of Unit No. . . 2. as shown in Figure 7.4. *--The rosette gages are instrumented to provide data on the in the liner.with respect to stress magnitude arid direction at each location.

!laae 17 of 43 - e 7.0 ---_ .. _..;.,_ .... *. .**-SPECIAL EQUIPMENT . (Continued) . . LINEAR VARit\BLE DIFFERENTIAL TRANSFORMERS (LVDT's) .. .Gross deformation measurements of the containment in both the radial . and vertical direction and radial and tangential around the e<iuipment hatch will be measured by LVDT's. 7.3.1 . 7.3.2 . *. 7 .*3.3 1.4. Precision 7.4.1 7.4.2 .. Two different means utilizing LVDT measurement devices will.be used. 1. 3.1.1 .* 7.3.1.:i Invar wire extensometers with one end to an LVDT and a constant tension force on the wire spanning the area to be measured. Gage type spring loaded*LVDT which will bear directly_ against the point to be measured._ . The. two types of LVDT apparatus are used in. selected areas as required by the containment design. 40 LVDT's will be ip.stalled in.Unit No.* 2 as shown*-in 7 .5. LVDT's are instrumented to provide a direct reading in inches of deformation of the containment structure. Pressure Gages (2)' 0-100 psia (+ 0.1 psi max.). Gage) S/N *cal. Date S/N Cal. *Date* . Page 1B of 43

.... ' . -1.0 SPECIAL.EQUIPMENT (Continued)

• 7. 5 Da-ta Acqu_isition, Output and Reduction Equipment.

7.5.1 7.5.2 7.5.3 7.5:4 ** B&F* Instruments 1000 Channel Data Syst.em .Moael SY256. BLH Corporation Model 1200 Digital Strain Indicator. BLH Corpor?tion Model 800 Series.Digital Strain Wang Model 2200B System Mini

• with Peripheral.

Equipment.

7. 6 Con-tainment Concrete Crack Pat tems. -.

• The patterns of cracks that exceed 0.01 inches in width will be* measured and recorded before, during and after the Containment on the following areas: (and as shown on Figure 76) *. 7 *. 6.1 7.6.2 : 7.6.3. 7.6.4 *1.6.5 Four equally spaced 10' x 10' areas at the containment spring line (El. 218'). Four equally spaced 10'.x 10' areas at the mid-height of the. containment wall (El. 147'). One Area.extending_

to 24' horizontally and vertically from the equipment hatch center line in the 9 to 12* quadrant. One 6' x. i6.' immediately above the 78' .One area* extending to 15.' horizontally and vertically from the Personnel Lock II center line in the 9 to 12 o'clock quadrant. ... 'P;>nn 1 Q A'l ) ) e Sy:nbol -Strain gages on rebar Strain gages'.on vertical reba;

• SP.RING . EL 218' Gages For Test 9V76 10V85 111185 llilllO 9lll50 13Hl50 13Hl73 11H195 9D5ER* 13D10TC 10 . oo Typical Ilar Desisnations (9V76) 9 Line number \' .Vertical H Horizontal 76 Elevation D Do;:ie BR Bottom Radial . TC Top circumferential
• ' -.9 300° ;, e . .. I ' I .1 EQUIP. HATCH @ . -PERS: LOCK l[ . 13 180° . PENETRATIONS 12 120° CONTAINMENT STRUCTURE OUTSIDE VIEW II 60° 10 oo
• e 290 287. 286 . -:-. 271 256 216 206 .195 184 ....... r-fTI 173 < 162 0 150 z. --138 .,, fTI ..,, 125 110 105 98 90 -. 85 76 LINE NO . DEGREES
• WALL AND DOME STRAIN GAGE BARS .. I .. ..,......,.

... . *-. .* ..... ff"': *..**. t;l'I, .,t* . i,,,l:-* ... P.S.E,8G. RESEARCH CORPORATIONt ENERGY *LABORATORY SALEM NUCLEAR GENER TING STATION ... ! .. !T!!fli\I. I Tf . IH!IT ? d u l ) J ... . . ** LEGEND

• LOCK BARS 0 WALL BARS .
• 112°**. PERSONNEL LOCK OUTSIDE VIEW BAR *No. RING NQ: L4C99 ELEVATION . RADIUS * *Brut f 98. 43 . 7L61 ** e . RADIUS FROM CENTER 7 1 .. 7 7/8 11 ' . .
• I 103'8" I I abOC efB A . N .. ::: ;;:! t *:*::J* * .... ( ) .... .. 1. r ,..,

___

J. . PERSONNEL LOCI< STRAIN GAGE. BARS P.S.l;.BG.

RESEARCH .CORPORATION,

• ENERGY LABORATORY SALEr.\ NUCLEAR GENERATING*

STATION ST RU.CTllRAL INTEGRITY TE ST lJtl!LL.-1. J J I h j . LEGEND O; LOCK BARS . 0 WALL BARS 1so 0 *-. I PERSONNEL LOCK lI OUTSIDE. VIEW \. '! I i. ! .. f!AR NO., RING ROW . BLGC . P1812 1 1 . . ELEVATION . 1 ; . 144

• 62 . , RADIUS*. :
• 71.71 . 'I RADIUS FR.OM CENT'ER 10' .. 11 l/2"------41----...--. ' 1 ** i I ' *: 0 * .. . . w i ' .. r*a. ... ' r; I ' t.. *. '. ' .J I l I I I I I I _ .. _l _ abDC cd et*.e A ,*. SECTION A-A ' . PERSONNEL LOCK lI STRAIN GAGE BARS

. SPRING *i,tNE EL.218

• ri1 R2 . ' ... t!1 RI .. 330° 3od SYMBOL ri1 LOCATION OF ROSETTE GAGES 0 .. : I 'ig Rl7 ! . . i PERS. LOCK JI . I . I" . ; i PERS. LOCK I I ; I EQUIP. HATCH 0 210° CONTAINMENT LINER PLATE VIEW. FR.OM IN°SIDE CONTAINMENT.

270° ROSETTE STRAIN -2:54 1 6" -217 1 6" z. 0 I-.:__ 147' d' < > w . __;_79' 'o" GAGES .J w . . -.. . ..... ho: ** 1 ,

< . * '! , . ., ..

• P.S.E. &G. RESEARCH CORPORATION, ENERGY LABORATORY SALEM NUCLEAR GENERATING STATION !lTnllr.TllriM IMTF !lfllTY *rrr:r I,.

. ' ,LINE: q[L-!111-[L*l41'-* -tL-et's"-10 y, .. I

• t
• 9 f1:s II 0 . I
• PERSONNEL

.'Ir.a LOCKS I Q. 12 *fie: EQUIPMENT x 4 * :. . II f111 '

• J **

__ _.. __ 1 * .. 1*30* 1a1* 3d n7*so'

• SYUBDLS* 0* RADIAL aNo 1AHGE:Hr1AL Lvor's 0 HORIZOHTAL LYDT'S ' YE RTICAL 0 L VDT' S CONTAINMENT LINER PLATE ViEW FROM INSIDE CONTAINMl:NT

' LVDT LOCATIONS .. IC A TTACHMEHT P'OR LYDT LOCATION I TO I P. S.E.ec G .. RE SEARCH CORPORATION, .ENERGY LAB. SALEM NUCLEAR GENERATING S,TATION STAllCTIJAAI INTFriRITY TfST -;:I ' V'

• JJc;.in..l l.;l.i .rM>i '1 ,111:; .. *-* ..,

... I .e fTI Spring _ . <. 218' )> -I o. 2

• 147 1 . ttj . J:J r.l N 78'_ +"' . ::::--. .Q .Hl i. w . 5 .8 D .*o 9 I . 4 D 0 EQUIPMENT HATCH I I I ,342° 234° AZIMUTH . * .. 7 D. Q* PERSONNEL LOCK JI I I . 162°.155° I , *6 D 2 0 0 PERSONNEL 1:-0CK I . II I 72° LOCATION OF CRACK PATTERN AREAS ON CONTAINMENT*

STRUCTURE ' .. Tl -'G) c :;o . rn i c:n , . , I . .. ...... :J .. ..J;...>.-( /"".": **" . . N"".a.*.***i r-c'\ . "'.,.. *. : . . . -. . P. ;:.. _,....

• Tl

! .. 8.0 DATA COLLECTION

• .. 8.1 Test datawlll obta1ned utilizing the instrumentation presented in .i. 0 *of this_ procedure*.

In general, data will be collected at each ..Pressure plat.eau. through temporary wiring to an in*strumentation trailer located adjacent to the containmei::it (the SIT Trailer). The data is acquired on .a "B & F Instruments" 1000 Channel Data Acquisi-* tion System, fed to *a: 2200 System Computer for data reduction and analysis and displayed for examination in hard copy form. Environmental conditions iµside and outside the c9ntainment shall be recorded hourly during the test * .

• Before the test and immediately prior to all gages shall"be set to calibration for each gage channel shall be obtained according to the gage characteristics, and the data obtained *for conditions by scanning and logging the appropriate data channels.
• The Structural Engineer will review and evaluate all output data at each. pressur.e plateau and accept or r.ej ect 'the data, before proceeding
• .to the next* pre.ssure level. 8.2 D.eviations from Test Method 8.2.2 8.2.3 The Energy Laboratory Test Engineer reserves' the option upon consultation with the Engineer and the SIT Test Engineer to deviate in the acquisitiqn of data as may be required to continue in performance of the test. Such deviations cover many and combinations 9f t_est connections as may be .feasi[!le.

Instrumentation available auring the test is* in Section 7.0. All* such po$Sible combinat;Lons of data a.cquisition will be in accordance with good. engineering practices. Page 25 of 43 -* .. *9. 0 P.RECAUTIONS.

• • -*9 .1 Except situations, personnel entry to the containment shall permitted inytime the containment is pressurized.

If an emergency situation arises*which_r.equires innnediate entry to the _than

• e*ntry exit shall be in accordance with References.

2.14 and 2.15 as much as practical. 9.2 The SIT Test is the only individual who can authorize the pressure to be increased. Except in an he is the only individual who can authorize. the pressure to"be decreased. 9.3 Access around the containment shall be restricted to personnel necessary for the proper conduct of the test.* Each time the pressure *is **incre*ased in the vapor containment, all personnel shall remain out of the restricted No.personnel shall be permitted to examine the building or appendages except as approved by the Test Engineer. After it has been shown that structure is safe at a pressure level, access strictions will be.relaxed to allow test personnel to perform required . . functions as stated in the test. . .. . Page 26 of 43 .e . . ....... 9.0 "PRECAUTIONS . (Continued) t !! * .

• T". .*'"\*-;** *' *.

t.F: : 9. 4

• All wi-thin 30 ft. of the Unit No. 2 containment which are not shielde*d from *the cciri_tainm_ent by a permanent wall shall be controlled access areas during this test. Access to these areas shall be limi.ted to* test personnel and persons authorized by the SIT Test Engineer.and shall be in accordance with the SIT Test Engineer's instruction.* . 9.6 Approved ear protection
• may be .required in areas such adjacent *.to the diesel-driven air compres?ors and the air charging and venting piping. The rate of pressurization of the containment shall *not exceed 5 psi per hour. 9.7 The rate of depressurization of the.containment shall not exceed 15 psig per hour. * -9.8 Communications with test personnel outside the test control area shall be maintained throughout the test. 9.9 Fart coil units shall _only be run in slow spe.e.d during the conduct of the test *. . . 9.10 If the test pressure drops due to unexpected conditions to.or below. the* next lower pressure level, the entire test sequence must be repeated.

Si_gnificant deviation from the previous test should be recorded and evaluated. Page 27 of 43 -9.0 PRECAUTIONS (Continued)

• .
• t . 9 .11 *Test data and the containment boundaries should. be wntchcd cni:cfully for. *any signs oi imminent failure of any components under test. Some danger . signs would be: 9.11.l
• 9.11.3 .. Continued increase of strain or deflection measurements or *continued increase in a crac'k width after the test pressure has. been stab.ilized.

Measured quantitiesapproaching the acceptance criteria limits of .. 6.o

• Noticeable leakage from previo.usly components, or a i>udden increase in the* leakage from a leaking _component.
• . . .. *. Page 28 of 43 Initials/Date NiASTEH e* 10.0 DETAILED PROCEDURE 10.l Containment Pressurization To 54 psig The purpose of this section will be to pressurize th*e containment structur.e with compressed air to at leas:t 1.15 times the containment design pressure and_ to ensure that .data and observations are recorded to the structural behavior of the containment the test. The-containment pressure will be stabilized at pressure plateaus of approximately 12, 24, 36 and 47 psig, respectively, prior to final to. 54 psig. At each plateau,*

the p"I'essur*e shall be held c9nstant. for a minimu!ll of one hour prio;r to ,recording the official strain and deflection data.. Crack surveys of the designated areas on the contaiment may begin, as soon as the pressure plateau.is reached. Personnel ID?Y not enter the restricted" access areas, _except for. the crack pattern surveys, until the pressure plateau has stabilized for at least 15 minutes. I , ___ 10.1 .* 1. : ____ Perform a final inspection of the containment interior to .... ____ £ . V:./ D verify contaiment structure and-systero,s are ready Ii 't lo * 'f .s

• for the *test
• ______ .I*
• 10.1.2 Ver:l'.fy all -personnel
• are remov.ed f.rom the conta:i:nment.

-1 .fi'"" .. l > .... 10. l. *. 3 ... : the 100' elevation personnel lock door seals and ------*-----. .. ..... .. ') shut and leak test the doors. Secure the air to the door seals and _lock the security gate. ,. ___ ..;..____,;/ ____ 10. l. 4 *, '1\.*\r.rrt*', 1 . ,., ..... . .. )! l l l(" \ f cl' r *, . Take **the 0 psig data per Attachment A *data-sheet.

*.

__ , __ .. that all .test instrumentation has been set to its !!../ zero pressure value, calibration has been \ '!. . '( "

• 1 \.
• obtained according to the gage characteristics and the ) ...

... :: .* -:*, ':...,* zero pressure data obtained by scanning-and logging the channels.

• -______. --* Page-29 of* 43 -=,u:a:;_

s:_ s;a:; a.mwwwa z:esc ..

• a .. 1. z,. *.1 ... 4 .. : o z&i'fi Ž"*****

. -. Initials/Date --10.0 DETAILED PROCEDURE

• (Continued)

I 10.1.6 Begin pressurizing the containment.

---

NOTE: *-*. . -Pressurization will be accomplished using compressed air from diesel-driven compressors

• The compressor outputs will through an aftercooier, an oi1 a *desiccant dryer and a pressure control valve (ali located on a common skid) and into the containment via the containment P.ressure relief duct
• f/40)
• Flow into the containment will normally be controlled 1Jy 2VC15 or the .. ** dryer output PCV, but the method may be varied by the* SIT "Test Engineer to suit the final test and .conditions.

____ .l_....-__ 10.1.7 Begin weather and conditions e*--hourly. . I 10.1.S When the cC:inta:j.Iunent pressure reaches *13 psig, secure --'----' ----air flow from the compressors. ___ __,/ * --10 *. l. 9 the. containment, stabilize the* pressure at 12 psig . . * ). f.. r. andf record the data per Attachment A * . .t i'V'

• . t . . . ;y l' c.A * ? . .j *:_.,-.", .. _ .* ... *I .... _. ..

.. Venting will* be accomplished by throttling 2VC15.and exhausting through a convenient opening on the supply pipe between the aryer*. PCV and* penetration I 10. t.10 Begin repressurizing the containni.ent.

---

*-----* Page 3-0. of 43

• * . Initfals/Dat<!

--.. . r; ... .-...-...... ,,... .. . ,di i' \ . i" ' * f. ...... I>-*-\ . 'i* . . u .

• i U

L . 10. 0. . DETAILED PROCEDURE . (Continued) ____ 10.1.il When the pressure reaches 25 psig. secure. air flow from the compressors. 0 ___ __./ __ .. -10.-1 ... 12._.Yenf the contairunent, stabilize* the pressure at 24 psig .. n an4 reco'rd the .data per Attachment A. . . t . fv \ .* " "' * . -: . . . . . . . ____ ./ .* .... : ., .* i . . * *_ .-.... lo**;*r:r3 .. ., 'Begin repressurizing the containment. _____ / ____ 10.1.14 When the containment pressure* reaches 37 psig, secure air £+ow from the .compressors. ____ -. -.-..:0! ___ ':-..,.. .... _.

1. lSVent(the containment, stabilize the pressure at 36 psig _.: _.:-'../",;*-::and.record the data* per Attachmep.t A. *: . .;. *. _:-... ,* .... * " .... -: . .:.-... *. * ... ..: ___ __.*/ __ ....;...._10.1.16 Begin*repressurizing the containment.

io.1.17 When the containment pressure reaches 48 psig, secure ---------air flow from the compressors. ___ __..... /_....;..... __

• v'ent .the containment, stabilize .the pressure at 47 psig \.}J. data .per Attachment A. * '1" ' *"f h ,a_ * -*. _____ /_...;..._

__ 10.*1.19 Begin repressurizing. the containment. ___ __./ ____ 10.1.20 Stabilize the containment pressure at 54.25 + .25 psig and recor4 the data per Attachment A. .: . *..:\ \ . . . ,. . ** .... * *, ... " __ _,. ... ' *. .. verifies that the above step was performed as specified. -. QC Pago 31 of 43* Init::l.als/Date 10;0 DETAILED PROCEDURE (Continued) 10.2. Containment Depressurization to 0 psig_ I 10.2 *. 1 ---------/. 10.2.2 --------.,.--I 10.2.3 I 10. 2. 4 ---------- I 10.2.5. I 10.2."6 ,. 10.2.7 I 10.2.8 ---.----------The pux:pose bf thi.s section will be to depressurize the containment to 0 psig. Following acceptance of the 54 psig data and observations* by the Structural Engineer (or Depressurization will be .. in stages with pressure plateaus at 47, 36, 24 and 12 psig prior to final venting to o* psig. At each plateau,** the pr"essure shall b_e *held constant. for a minimum of one hour prior to recording the official strain* and deflection data. Crack pattern surveys will not be required at*the depressurization plateaus except when the containment pressure has returned to 0 psig.* Verify that the-Structural Engineer and *the Energy* Laboratory Test Engineer ha".e accepted-the data recorded at 54_ psig and have approved depressurizing the containment. Begin the containment.

• -Stabiiize the containment pressure at 47 psig and record the data per Attachment A. Begin depressurizing the containment. Stabilize the containment pressure at 36 psig and record the data per Attachment A. Begin depressuriz*ing the containment.

Stabilize the containment pressure at-24 psig and record the.data per Attachment-A. Begin depressurizing the.containment. _Paqc 32 of 43

• • lo.o* DETAILED PROCEDURE (Continue4)

____ ...... 1 ____ 10.2.9 Stabilize the containment pressure at 12 psig and record the data per Attachment A. *-----'-*------':10.-2:1u*--*

• nepre.s'suri"ze the containment to 0 psig and record the k !'
• per* Att.ichment A.
• --.: ... :* . : . . . . .. * .. . ... ...... . . . . . . ..

_____ 10. 2.11 a visual inspection of the interior and exterior : " : *surfaces of the containment.* Record_ any abnormalities on ' *: '* .Attachment D *. **

• Page 33 ,of 43

.* Initiais/Date ... "-............. . ,* *, i .... . - DETAILED PROCEDURE . ' ',) .?' *{ ; ........ *,_, e *l.0.3 *. Plnnt Restoration

• . The pu:pose of this section wiil be to restore the to . its pretest con.dition.

Since DTP 30-LRT-3 will be run as soon as possib.le depressurization from this the* restoration will be delayed until after of DTP 30-LRT-3.* In addition> . . . . . most of the conditions established.for this test to DTP 30-LRT-3 and normalization of these items done as a,part of DIP 30-LRT-3. of the established just .for this test will be this section. ____ ./ ____ 10. 3.1

• Remove LVDT frame from the equipment.

hatch * . . . I 10.3.2 Remove LVDT's and mountings.

---

I io.3.3 *Remove LVDT cables from containment.

---

* I* 10.3.4 Remove rosette* cables from containment.

---

* NOTE: Ro.sette' s wi:J,.l remain mounted to liner plate. ___ __./ ____ 10.3.5. Remove temporary cables from junction boxes.on the I 10.3.6 ----*----containment exterior and from South Penetration to the SIT Trailer. . . Remove crack from the containment.

• . ____ / ____ 10. 3. 7 Remove crack pattern scaffold:j.ng.

/ 10.3.8 *Remove "catwalk" from the containment. ___ _.. ___ _ I 10.3.9 --------.. Remove temporary electrical cabinet in containment*. penetration No *. 56. Page 34 of 43 * / .. . 11.0 REPORT /\ND PROCEDURE COMPLETION.

• n 'i -!\ f'*-r' j: ,,. I . '. I L . ** 1 I ' iJ .. [._ j l . . ll. l At the conclusion of *.the test, all data acquired w;f.11 be reduced and transferred by the Energy Laboratory to the .Structural Division*

for -. evaluatio.n and preparation of the *repo.rt per the requirements of Regulatory Guide 1.18.

• 11.2 Note here any changes to normal plant procedure in. the plant manual that* should be as a result of test. 11. 3. Comments: .
• ll.4. Test Witnes"sed By Materials Test Engineer_;__--'--------'-----'Date

_________ _

• PSE&G Structural Rep:_* ---------------'D::ite

_________ _ -* Changes in SPM Required.as a result of this been noted a.rid* necessary corrections initiated. Operating Engineer *Date .. Page* 35 of 43 .9

• Test Engineer To Initi81 PROCEDURE STEP -Dlo
• Time Pressure Plateau A:chieved .
• Containment Average Pressure (psig) . Containment Average
• Ter:ipe-rature (oF) . Con*tainment*

Average

• De\..rpoint (oF) . ** Weather Conditions Temperature (oF) Wind Velocity (MPH) Baro. Press. (In*. Hg *. ) >* :Time Official Data Recording Begun (1) 1. -* 0°fficial Data Recorded*. (l) ., * .Containmept Diameter ' Increase: (In.) 9 *. Containment Jieight ! Increase (In.) . 10. Data Acc.epted by Structurat*Rep.
• ' il. Crack Patterns Recorded*

12. Avachment c Complete*

i 13. i Attachment D l;omplete* I * .10.1.4 10.1. 9 10.1.12 . >< . . >< : >< ., ' . . . >< (ii I *--I 1 fl I . * . . I . f, . , . . 10.1.15 10.1.18 I " ' . ' . . . . .. . >< >< ' *-* *-* 10.1.20 ;.

• 1 i ,. .. rr-1 ...... 't_
• , *, 11 I

.. *Test *Engineer to Initial* PROCEDURE STEP -f>.

• L' T:f,me Pressure Plateau Achieved 2. Containment Average Pressure (tis ii?) 3. ' Containment Average Temperature (oF) 4. Containment Avera.ge*

Dewpoint (oF). . 5. Weather Conditions (of) .. Temperature I Wind Velocity Baro. Press. (In. Hg.) 6. Time Official Data (1) Recording Begun 7. Official Data Recorded* (1) . . 3. Containment Diametet' . Increase (In.) . . . Containment Height Increase* (In.) .. . . LO. Data Accepted by Structural Reo.

• L 1. Crack Patterns Recorded*

l2. c Complete* I .3. Attachment D .. 10.2.3 10.2.5 10.2.1

: . . . . .* . < .. *' . I . . . . >< >< >< . >< >< >< >< >< ---* *---* ---*--* ----.. --* .. ... ... -. *?-.. .. . l'\""-"r'** *'*-'1*1 "' .:r. .. -;:,--(' I'-" , ;,. 1 .. . , r*1 ,:-f".. . , 7 c , I , r . .. . l0.2.10* *' . . .. .. -. e . ' ..

s: .. D1-., ...... ' .... . ( \* " i 1 _.-,.:,:: ... **"'i ,., ... *,_j --*

• ATTACHMENT B
• MASTER . . CONTAINMENT EQUIPMENT PREPARATIONS The following pieces of equipment*shall be removed to prevent inadvertent masking of containment leakage or shall be vented.in order to prevent possible.

damage due to overpressurization

• . . *. All fire extinguishers*ARE removed from the containment.

___ ___.!

• 2. All C}xygen, Acetylene tanks removed from *Containment
• .

Reactor Vessel vented. . .. /". 4. Pressurizer Relief* Tank vented. __ ........_ ____ I 5.* Reactor Coolant Dr:ain Tank (RCDT) vented. ---------- ___ ___; ___ ___,/. 6. RCDT pumps #21 and #22 vented to containment atmosphere.

7. *safety Injection Accumulators vented tQ containment atmosphere.

1122

• .; 1124 . /. . *a.. Electrical and enclosures vented: -------/ 9.* Polar and orbital cranes vented. -------___ __..../ 10. Cher.ry Picker preparations completed
• .. . . Page 38 of 43

. . (Continued)

• *1 " ............
  • ... *-) . ' ' ' ' . L. l \I .: \ . § '*; l [J \ ATTACHMENT B .. --___ _,/ ______ 11. Liner base rna*t and penetration weld channels vented .* * .. * *NOTE: Test couplings on the weld .channels behind the liner insulation (below elevation lJ.2') were *1ef.t open prior to installing the insulation.

12 *. FCU fan inlet. control dampers throttled and clean filters installed

• . #21 . --------.IF22 ------023.......;.;;..

_____ _ 1124 ____ _ 1125 ____ _ ___ _,/ ____ 13. Containment elevator prepared for test. I 14.*Fan coil unit fan.blades are vented; __ __, ____ _ * / _____ . 15. RCP Head Tanks vented by opening 16: Personnel Air Lock* Gages PL8664 thru*PL8675 are isolated from containment pressure. ioo' El. I ---..,.:---- 130'. El. .. , -----'---- .. ___ _,/ ______ 17. Containment inside/outside low.differential pressure* transmitter PA7693 is* isolated from containment pressure * -. * . .. 39 Ot 43 .. ATTACHMENT C* e** Penetration Pressure Gage Readings 1. Record gage readings as indicated below: .. PENETRATION NO. 0 PSIG 24 PSIG

• 54 p*srG 0 PSIG
• E-1 . E-2 . E-3 E-4. E-5 E-6 E-7
• E-8 . E-9 E-10 E-11 e** E-12
• E-13 E-14 E-15 E-16 E-17 E-18 E-19 E-20 E:-21 E'.'""23 .. E':'"24 E-25 *E-26 E-27. E-28" e Page 49,of 43

.ATTACHMENT C PENETRATION PRESSURE GAGE READINGS

• 1. Record g;3.ge readings as indicated below:* . *. PENETRATION NO. 0 PSIG 24 PSIG 54 PSIG 0 PSIG E-29* E-3o E-31
• E-32 E-33 . E-34 E-;35 . E-36 E-37. . E-39 e K-40 E-41 . E..:.42 .. E-43 *E-44 E-4*5 E:-46 E-47. E-48 E..:.49 E-50 . E-51 E-52 E-53 E-54*--E-55 e .. Page 41 of 43 ATTACHMENT c* *. '. . = .. -.. PENETRATION PRESSURE GAGE READINGS . . . 1. Record gage*readings as indicated beiow:
• PENETRATION NO. O.PSIG 24 PSIG. 54 PSIG . 0 PSIG
• E-56 E-57 E-:-58 *. E-59 E-60 E-61 ' E-62 E-;63 E-64 E-65 .E-66 E-67 e ' .Air Lock 100 Air Lock 130 ., .* Pa90 42 .of 43

'ti Ill ..a I:) ..,._ W* 0. Hi ..,. w ,* *. LOCATION OF LEAKS OR ABNORMALITIES. NOTE: ' ' : ! .. CONTAINMENT PRESSURE I I I T.E. "INITIALS .. DATE REMARKS/RESOLUTION .. . . -en z :::r i:: re. , E . ct rt 11> 11 z 0 en :::r ro 11> rt Cll n ... _.., .. I 0 *-.. ::i Cll *ro n i:: *' .*.. . c ./.) ..,. ....... -...... .1 rt I ID '<: .,,,.... *.* "-". . . Attaclmcrit E . .

• Valve Lineup . e l 1. Penetration 1 (CAT Main Steam.* . --------*. *. 205303-A-8762-7, 205302-A-8762-8 . . . . 1. Shut valves 21MS189, 21.MS190, 21.MS61. 2. Shut valves 21MS2, 21MS3, *21MS4 and or *verify
• that and FT-513 instrument vent and b;towdown

.. valves are shut. ---*. I

• Penetration 2 (CAT V) 1-Iain: Steam*
• Ref *. 205303-A-8762-7, 205302-A-8762-8

1. Shµt valves 22MS189, 22MS190, 22MS614 2.-Shut valves 22MS2, 22."'1S3, 22MS4 and 22HS5 or verify that FE-522 and FT-523

• instrument vent and blowdown valves are shuto i 3.*. Penetratioo 3 (CAT V) 1-'Iain Steam ----.-.. . . . . . . . *i. Shut valves 23MS189, 23MS190, 23MS6L
• 2.* Shut valves 23MS2, 23MS3, 23MS4 and 23MS5 or verify that . . . . . . FE-532 and FT-533 instrument vent and blowdown valves . . are shut. *NOlE: Denotes category of penetration as defined in 4.0 of this procedure . -. . . Page* 1 of' 16 . .

.. I 4 *. Penetration 4 (CAT V) .M.:lin. . ------. ' Ref. 205303-A-8762-7, . . 1. Shut valves 24MS189, 2.4MS190 c'.lnd 24MS6i". 2 *. Shut valves 24MS2, 24MS4 and *24MSS or vei::ify that . . FE:-542.and IT-543 instrument vent anc;l blowdom valves are shut. i 5. Penetration*5 (CATV) Feedwater

---

.....--

• .*Ref.
• L. :Shut valves 21BF57, 21BFS8 . . 2. Shut valves *21BF23:'*

21BF24, 21BF25, *21BF26; 21BF27, . . . -. . .. 21BF29 and 71BF30 or* verify that LT-501, LT-:-517, LT-518 and LT-519 instrument vent and blowdown valves are shut. i 6. Penetration 6 (CAT V) Feedwater

---

e* *. Ref. 205302-A-8762-8

l. Shut. valves 22BF57, 22BF58. . 2. Shut valves 22BF23, 22BF24, 22BF25, 22BF26,. 22BF27, . 22BF28, 22BF29. and 22BF30 or verify that LT-502, LT-527, "LT-528 and* LT-529 instrument vent and blowdmvn valves are shut. I* 7. Penetration 7 (CAT V) Feedwater

---

Ref. 205302-A-8762-8

l. Shut valves 23BF57, 2JBF58. 2. Shut valves 23BF23,° i3BF24, 23BF26, 23BF27, 23BF28, 23BF29 and.23BF30 or verify that LT-503, LT-537, LT-539 instrument vent. and bloodown valves are shut. * .

• Page 2 of .16 *
• __

__ 8. Pcnetration.8 (CATV) Feedwater Ref. 205302-A-8762-8

1. Shut valves 24BF57, 24BF58. .. 2, ..

• Shut valves 24BF23, 24BF24, 24BF25, *z4BF26, 24BF27, 24BF28, * .. 24BF29 and 24BF30 or that LT-5o4*,, LT..:...547, and LT-549 and blowdown valves are shut. ___ / 9. Penetrations 9,' 10 & 11 *(CAT N, III) RHI( to and Res *
• Ref.

Verify that the RHR System is &ligned for c0oldown operation using Initiating Resiciu"al Heat . . . RenDval,

• as a guide. .

.. It is the intent of this step. t.o have these aligned as water to and from the RCS during the** periodic in-service nm. Hc:iwever, there-_is no reqtiirem:nt for this tesJ;: .to have any flow established or* to have a water . :J_evel established in reac:=or vessei. The RHR system nus.t be filled and* vented up to and including the 2RH1, 21SJ49.and 22SJ49 valves:* *I

• 10. Penetration 12 (C!il V) S/G 22 Blowdown ----Ref. 205325-A-8763-7

1. Shut valves 22GB4, 22GB18, 22GB19, 22GB47, 22GB48.

• 2. Open valve 22GB3. ----/ 11. Penetration.

J3 (C!il V) S/G 24 Blowdown --. . . Ref. 205325-A-8763-7

1. .Shut_ valves 24GB4, 24GB18, 24GB19; 24GB47, 24GB48 * . 2. Open. valve 24GB3 *. .. ..

• 3 of 16 . . . ** .
• ..... . -I 12.. Penetration 14 (00 V) S/G -21 *Blowclown

---

Ref. 205325-A-8763-7 e-1. *shut valves 21C.B4, 21CB18,

21GB47,

2. Open valve 21GB3. ___ _./_. __ 13.

• Penetration 15 (CAT V) S/G 23 Blowdown Ref *. 205325-A-8763-7 . .* . 1. Shut 23GB4," 23GB18, 23GB19, 23GB47, 2JGB48. * **.2. Open *23GB3. _____ i 14. Penetration 16 (CAT -pl) RH Hx to 23 &. 24 Hot Legs Ref. 205332-A-8763-3, 205334.;..A-8763-6 . . . . . . 1.. _ :Verify piping on sides of 2RH26 is full of water." 2. Shut valves 2RH26, 2RH61, 2RH48, 2SJ163. __ _../ . 15. Penetra_tion 17 (CAT V) Deadweight Tester __ :_ i . 16. ------Ref. 24066S:-B-9656-4
• 1. Shut valves_2SS900, 2SS901 and PI'-458 blowtiown valve * *. on line 783 in panel 335; III. . . . . Penetration 17A (CAT I)
• Ref. 205328-A-8763-4

1. Shut valves ztvs, 2CV11 and 2CV13. Open valves 2CV396, 2CV397, 2CV340, 2CV341, 2CV342, 2CV343, 2CV400, 2CV401, -2CV3, 2CV4, 2CVS, 2CV7, 20/9 and coamence draining *. 3. When draining is complete, shut valves 2CV396, 2CV397, 2CV3' 2CV4' 2CV5' ion' _2<;:V342' P.:1gc 4 of 16 . .

• i ___ l7.
• Penetration 18 * (Ci\T I) 21 * & 23. H.L. Sample . Ref. 205344-A-8763-6 . 1. Shut valves 2SS35, 2SS24, 21SS32, 23SS32. 2. Open*valves 2SS125, 2SS33, 2SS104, 255124 and connect an air supply to 25Sl24 to blow line for draining *. . . . . . 3. When draining is complete, shut 25533, 2SS10t,., and renove the.air supply. __ __,..../

Penetration 18A (CAT I) Pressurizer Liquid .sample Ref. 205344-A-8i63-6

1. Shut valves 2SS51, 2SS48 .. . . . . 2... Open valves 2SS127 2SS49, 2SS107, 2SS126 and connect

• an air supply to 2SS126 *to blow line for draining.

3.

draining is complete, shut 2SS49, 255107 and rerrove the air.*supply. ____ i ___ l9. Penetration 18B (CAT I) Pressurizer Steam* Space Sample *** . *Ref. 205344-A-8763-6 .1. . Shut valves *zss66, 2SS63. -2. Open valves 2SS129, 2SS64, 255110, 2SS128 and connect an air* supply to.2SS128 to blow line draining.

3.

• When draining is complete, shut vaLves 2SS64, 2S5110 and rern::ive the air supply. ___ __.../ 20. Penetration 18C .(CAT II) PRT to Gas An.:ilyzer Ref. 205301-A-8762-6

1. Shut valves 2PR29,* 2PR18,.2PR17, *2PR28 *. 2 *. *0pen 2PR27, 2PR29. .* .. -* Pa1 1 c 5 o[ 16 0

• 0
• Zl. Penetration 18D (CAT II) RClYf to .Go.s Analyzer ' . Ref. 205339-A-8763-S, 205340-A-8763-4

1. Shut valves 2WL96, 2'WL97, 2WL163. 2. Open valve 2WL95, 2WL164 *. ___ / 22. Penetration 19 (CAT VI) Containment Purge Ref. 205338-A-8763-7 L Verify that purge supply fans #21 & #22 are <>ff. 2. Shut valves 2VC1,_2VC2;-2VC901. .....,. I *

• 23. l:-'enetration 20 (CAT VI) eon:tainment Purge

.. Ref. 205338-A-8763-7*.

• * . 1. *
• Shut valves 2VCJ+, 2VC3. and 2VC900 ___ i . 24.

21 (CAT II, VIIA) Nz to-PRT . .. . .. . *Ref. 2Q5301-A-8762-6 .. :* .. * *i. Shut valves 2Nl'S, 2Nl'25, ZNr4-5, *_WT46 * .. : ; r-..... ........ : __ : . ** ... : :;*_' ! ; ....: ::. :.: .,_ *... ; . : . * ... 2. *. 2NI'44, 2Nl'47. . .. e ___ / ___ 25 *. Penetration 21A (CAT *_II) PRT, N 2 , Vent Header .. Ref. 20534Cl-:-A-8763-4

1. Shut valves 2WL99, 2WL98, 2WL108, 2NI9. 2 *. Open valves 2WL165; 2WL166. ___ ./ *

• 26. Penetration 21B (CAT VIIA, V) N 2 to Accumtlator Ref. 205334-A-8763-6 . . . 1. Shut valves 2.i.1!903, 2NI'32, 2NI'55. *2. Open valves 2.Nl'54, 2N.r56. --.* e* Page 6 of *15

. --=---*L ___ 'L.7. Per:etration 22 (CAT II) DM Supply * . ';. ;; .£} T .. ! , **; *: l * ,. 9 .,_ . r.-.*r*,J i ;..., 'i e* . Ref. 205246-A-8761-6

1.

• Shut valve DR96. !
• 2 *. *Open valves 2DR29 and 2DR915, rerwve the 2'-' 90 degree downstream comnence_

drainiog.

3. *t-Jhen drainiµg from 2DR91S is

• shut 2:pR29 and
• 2DR915. Do not the elbciv * ....._ ____ ./ 28 .* *. Penetration 22A (CAT IIr'; .II) PWST .to PRT .. ---. . Ref. 205301-A-8762-6 . 205328-A-8763-4 . 1. Shut valves*2WR80; 2WR96, 2WR97 ,* 21-24WR.62, ZVJRµS, . . . 2WR82, . 2WR126o* .. I
• 29 *.
• 23A (CAT VIIa, II) Instnnnent Air Ref. 205347-A-8763-4 l.* Shut valves.2CA431, 22CA330, 2CA548, 22CA420. 2. _Open valves 22CA545, 22CA421, 22CA422 -. .. I* 30. Penetration 23B (CAT VIIA, V) Service Air ---Ref.

1. Shut valves 2SA118, 2SA905, 2SA238, 2SA240. *2.

• Open valves 2SA120*, 2SA271. ___ .i 31. Penetration 24 & 24A (CAT VIIA, II) H2 *Detection System Ref. 240669-B-9656-4

1. Shut 2.H_Y922*, 2HY923, 2HY92!J, 2HY927. 2. Open valves 2HY921 and 2HY92s: 3.

pipi.Ilg at air .and H2

• Note: Primary Water to this penetration is not isolable from other components required.

to maintain

• operation of the plant. P.:i!:!c 7 of 16

...... * .* ;. ... *:--::. .. . L *: /1'.

.( . 1 * . Penetration

• 25 *(GAT. I) SIS Test Line* -------1 t t 1.,,.11 i

";;. *e .Ref. 205334-A-8763-6 L .. -Open 2SJ122, .ZSJ60, 2SJ212, 2SJ213; 2SJ123 . . . . . *2SJ244,* 2SJ245; 2SJ200, 2SJ201, 2SJ364,: 2SJ365, 2SJ368, . . 2SJ369, 21SJ40 and cOIIII1eI1ce

2. After draining*

is . complete;

• shut valves 2SJ53, 2SJ212, .
• 2SJ213: *2sJ332, 2SJ333, . 2SJ60, 2SJ368
• 2SJ369, 2SJ123. . . . . _.... __ /
• 33-.

2SA (CAT I) Sample * -. . Ref *. 205344-A-8763_;6 205334-8763-6

• 1. .Shut valves 2SS29, 21SS26_, 22SS26,. 23S_S2"6 24SS26. . . 2. .Open valves 2SS2i, 2SS103, arid *an*ait supply to 2SS122 to blow the line for draining.

3. When draining is complete, shut valves 2SS27, 2SS103 . and rerwve the air supply. . __ _./ ___ 34. -Penetration 26A, B, C, D, *Seal Water to RCP (QU' IV} e*. * .*.Ref. 205328-A-8761-5 . *. .. . I. valves Zl-:-24CV291, 21-24CV293, 21-24CV294 21-24CV295.

i -* 35.. Penetration 27 -(CAT II) RCDT tc:i" HU Tanks. ---.Ref *. 205339-A-8763-5

1. Open valves 2WL167, 2WL259, 2WL12, 2WL13, 2WL168, _and *ci::xmalce draining *. : When drainin& is complete, shut valves 4W!iz, 2WL13. .-

8 of 16 . .

• ___ ,,__ . . . ! * . r: .f\ c

__ ..-! . Penetrations 2S and (CAT IV) sump to roan . f *!-J '* Ref. 205334-A-8763-6

l. Verify that valves 21SJ4lf and, 21SJ146 are sh':lt, and valve 21SJ126 is open. I

• 37. Penetrations 29 and 31 (CAT IV) cont.* sump to valve room ----Ref. 205334-:-A-8763-6 . . t .. Verifythat.valves:22SJ44 and 22SJ146 are*

and *22sJ126* is open * .

• __ _..i 38. Penetrations 32, 33 and 39 (CAT CCW to. and from RCP's. *
• Ref. 205331-A-8763-7

1. *Shut valves 2CC313, 2CC911,

• 21-24CC130, . ..
• 2CC134, 21-24CC120. . . 2. Open valves 2CC285, *2cc286, 2CC189, 2CC224,. 2CC190,-2CC283, . 2CC284, 2CC2 72 2CC281, * .. 2CC282, 2CC191, 2CC13 l, .. .. 2CC117' 2cci1s, 2CC182, . 2CC183' 2CC184, 2CC294' 2CC242' 2CC185.
• 2CC187, 2CC280, 2CC136,_2CC188, and ccirmance
• draining.
• 3 .. After is complete.

shut valves 2CC190, 2CC131, . . 2CC283, 2CC284, 2GC117, 2CC118, .2CC183, 2Cql87, 2CC280, 2CC279, 2CC136. I 39. Penetrations 34 and 35 (CATV) CCW to and from Excess *lD HX Ref. 205331-A-8763-7

1. Verify that the GCW system to and from the excess . . letdO"t_VD heat exhanger is *full of water and. aligned for normal operation or non-opetatic::mal canponents'are .

• 2. *Shut valves 2CC113, 2CC215. *
• P:W1' q ('\ f 1 (i

.* . . . . . *. :** ."';""""* i. :..""*_-:-# *** ____ i ___ 40 *. J6 (Q\T i, III) Pulups .to. Reg. lIX_ ; *; 0 ! L ( :, e. Ref. 205328-A-8763-4

1. * *Shut" valves 2CT72, 2CN73., 20!75, 20177; 2CV?9, 20/272. 2. Open valves 2CT68,:2CT69, 2CT346,-2CV287 ,* 2.CV288, .. 2CV289, 2CV344, 2CV345 *and c_omrence

_draining. . . 3. When is *comf>lete, shut* valves 2CV68,. 2CV69. * . . ./ ..

• 41. Penetratioo 37" (CAT I) RCP to *seal Water EX ----*. Ref. 205328-A-8763-4

1. Shut valve 2CV1_17 * . *2. Open valves* 2CV116, 20(.322; 2CV323; 2CV335, 201321, . . . . . . . ... _2CV284*, 201360 and _ccmnence draining.

• .
• 3. When draining is ccmplete, shut valves 2CV1161 2CV335, * ....

2Df337, 2CT284. . . ___ / ___ 42. 38, 64 and 65 (CAT VI) Fuel Transfer Tube -. Ref. -207499-A-8808-8. e ...

• l. Verify blind flange instalied, gate valve* shut, . . . . blind flange.double gasket tested for .leakage and test capped. ___ / 43. *Penetration*

39 {See Item No. 38)" I . 44. Penetration 40 (00 VIIC, VI) Cont. Pressure Relief * ---* Ref. 205338-A-8763-7

1. Verify blind flange installed and *flange TC capped. . . . 2. Shut vaive 2VC902 .... 3. Block open or reimve valve* 2VC6.

• 4. Valve is* operational or reiroved.

.. Page 10 of 16 * . . . r.. .1*; * ,._-. r:--, -,,.. ... -. ____ , __ .... 45 *. Penetration 41_ ,Cr.AT IV) sr.1\mip to>col:d legs .*. Ref.

1. Verify that the piping on si_des* ot 2SJ135 is full

• of water.
• 2. Sh\lt* y_al ves 2SJ135, 2SJ158, 2SJ214, .2SJ215 ,-21-24S_Jl41, 21-24SJ142, 21-24SJ279,

__ _...* I 46. Penetratioo 42 (CAT IV) BIT to Cold Legs

• Ref. 205334-A-8763-6

...

• 1. :. Verify that the piping 6n both sides of . . . . 2SJ71, 2SJl:SO is Pill of . . . -* . : -2,. : Shut valves 2SJ12, . 2SJ13, 2SJ71, 2sn66, _2SJ19, 2SJ309, . 2SJ310, 2SJ149, 2SJ311, 2SJ312, .21-24SJ14, 21-24SJ15, 21-24SJ313, zsj346-353
• . -.. . __ ___..;/ 47. Penetration 43 (CAT IV) cs Pump 21 to *Header Ref. 205335-A-8763-5

.*

• 1. Verify that the piping between 21CS2 and 21CS6 is full ... ' *' ... . . of water and sufficient spray nozzles are ppen to vent the header. . .* __ .. _ . 2 *. Shut valves 21CS2, 21CS10, ZlCSSl, 21CS36, ... 21CS60; 21CS52, 21CS49, 21CS44. 3. Open 21CS6, 21CS47. I* 48. Penetration 44 (CAT IV) CS Pump 22 to Header -----Ref. 205335-A-8763-5

1. *Verify that the pipmg. petween

• 22CS2 and 22CS6 is full of water anQ sufficient spray nozzles ate open* to vent the header. . . . . . 2.. Shut valves 22CS10, 22CS46, 22CS36, 22CS52, 22CS49, 22CS44. -3. Open 22CS6, 22CS4:7. .* .. Page llof 16
• and conmence draining.

2 .* *When draining is complete, shut 2WL16; 2WL17. ___ / ___ 50. Penetration 46; 51, (CAT V) *.f?W to and fran #25 RCFC 'Ref *. 205342-A-8763-7

• . 1. #25 RCFC. aligned for op.eration per step 3*.25 . ., *
• or non-operational CornPonents are

2. All vents and drains inside contai.nnEnt closed. *

• I 51.

47, 52 (CAT V) SW. to and from #24 RCFC -------..... Ref *. 205342-A-8763-7

• 1. RCFC aligned for step or *non-operational components
• .:Ls-olated.

2. -All.

and drahis inside contal.nment closed. e . f 52. Penetration 48, 53 .(CATV) SW to and from #23 RCFC---------Ref. 205342-A-8763-7

1. #23 RCFC aligned for .operation step or non-operational components are isolated.

2. All vents and drains inside contai.rnrent closed.

• i 53. Penetration 49, 54 (CAT V) SW to and from #21 RCFC ---* Ref.-205342-A-8763-7 . . . .
• 1. #21 RCFC aligned for .operation per step 3:25 or cpmponents are isol'ated.
• -2. All vents and drains inside conta:i.rnrent closed * .. . P.::igc 12 of 16 .. *.

.... ____ / __ -"'54. Penetration 50,

• 55 (CATV) SW to <Jnd *fran #22 RCFC .. * ... Ref. 205342-A-8763-7 i: #22 RCFC aligned for operation perstep 3.25 or . * ** non-operational components are isolated.

-. 2. *All vents and drains inside closed. i

• 55. Penetration 56 (CAT VIL.\.,. VJ;) fustrument Air ---Ref *. 205347-A-8763-4

1.

valves 2CAB72, 21CA330, 2CA549, 21CA420. 2.:* Opell 21CA545, 21CA422, *21CA42L I 56. Penetration 56A (CAT VI)" hist. Fill DM Water * ---* . Ref.

• 20)335-A-8763-5 . 1. .$hut valves 2CS900, 2CS901, 2CS9Q2, 2CS903. i 57 *. Penetration 57 (CAT II) Fire Protec.tioo

---'Ref. 205222-A-8760-9

1. Shut valves 2FP239,

• 2FP147. e. 2. Open valves 2FP928, 2FP184, 2FP185; 2FP927 and
• comnence draining.

3. When draining is complete shut valve 2FP928 * . . i 58. Penetrations 58 and 59 (CAT V) Spares ---1.

caps i 59. Penetration 60 (CAT II) Relief Valves to PR'.1' ----Ref.* 205301-A-8762-6 . -. L Verify that relief valves discl1arging to the PRT.are aligned:for operation or non-operational components are isolated. 2 *. Shut valves 2PR31, 2PR32, 2PR33, 2PR37,, 2PR38. n-.. -, ., -.c , t:. . .... . ,_ } . .. . . . -. . . . . . . . *: . ___ 1_* __ 60 *. Penetration 61 (CAT VIIC, .VI)' *Leak Test _Iristi::unEiltation . Ref. 205317.;:.A-8762-6

1. Shut valve 2SA266. 2.* Open valves 2sA265*, _2SK2.67.

___ / .

• 61.. 'Penetration 61A (CAT VIIC: VI) Leak Test Ref. 205317-A-8762-6 i.* ShUt 2SA268, .2SA269, 2SA275. 2 *. Open valve 2SA270. *I 62. Penetration.6113 (CAT VI) leak Test Instrumentation

---

* .. * .

205317-A-8762-6 .. . . . .. .. ** .-. * * -Shut valves 2SA262*, 2SK2.63, 2SA264, 2SA273. i *

• 63. Penetrations 62, 62A, 63 and 63A (CAT V) 21, 22, 23 & 24S/G Sample -----". ... Lines* Ref.

205325-A-8763-6

l. __ Verify that the *s;G sample lines are aligned ,for nonnal operations.

-. . . . . 2. -Shu.t valves 21-24SJ93, 21-24SJ94. ___ 64. Penetrations 64 and 65 -(See No. 44) * .. . . . ____ / 65. Penetration 66 (CAT VI) Ref. Cavity .to PUrificatiori System Ref. 205333-A-8763-4, 205339-A-8763-4.

1. Shut *valves 2SF22, 2SJ110. -.-2.* *0pen valves -2WL3, 2WI2, 2Wl257, 2WL258, 2SJ77, 2SF73 and draining *. * ... 'When draining is complete, close* valves 2WL3, 2WL2, 2WL191, 2WL257;2WL258 and 2SF73. . * . -. NOTE: This-penetration will* be used to superimpose

a. leak to verify.the ILRT if required.

-. Page 14 of 16 . * .. ;-.-11. *".. _.:_.. .... * .. -_**.:_-_, ........ Ii*;... __ -66'. 66A .. L Ref. 205333-A-8763-4,

1. Shut*valves 2SF35, 2SF38; 2SF29. * *2. "Open 2WI221, *2WL190, 2SF76, 2SF36 and ccimence draining. "

• 3. . After draining is complete, close. valves 2WL221, *2wu90, 2SF36 and 2SF76. . . . . * * / _ _.__67. Penetration 67; 68, 69 Spares . . -.. *
• l* Spare Caps installed.
• . . : * . . ___ i 68. Penetration 70 (CAT.IV) #22 SI Pump to 21. & 22_Hot I.egs .
• Ref. . . . . 1. Verify *tli?t tlie piping on botli sides. o *f 22SJ40 is full of water. 2. Shut valves 22SJ40, 22SJ145, 2SJ194, 2SJ195,2SJ252, 2SJ253, 2SJ159, 2SJ344, 2SJ250, 2SJ251, .. . . 21-22SJ136,.

21-22SJ137 .. .. 3.* Verify 21SJ138 & 22SJ138 are tlieir throttied position. _ _..._,..;/* ___ 69 *.. 71 (CAT IV) #21 SI fuup to *23 & 24 Hot Legs .. *. 205334-A:-8763-6

1.

tliat tlie piping on botli sides of '2l?J40 is_ full of water. 2. Shut valves 21SJ40, 21SJ145, 2SJ63, 2SJ340, 2SJ,34l, 2SJ338,_2SJ339, 2SJ248, 2SJ249,, _2SJ216, 2SJ217, 21-22SJ136, *. 21-22SJ137. . . . --. 3. Verify valves 23SJ138, 24SJ138 are in tlieir throttled positioned

• P.:igc 1s*of 16

........ _.; ....... _ . _..;._ ..... * ';. *. fi:; .. ___ 1 _____ .Penetration E-22-(CAT vir Rad Monitor J:nlet & *,. t! * ... °'!tlet

• Ref. 205338-A-8763-7 l.* Shut valves 2VC7, 2VC8, 2VC9, 2VC1Q, 2VC11, 2VC12, 2VC13,,

2. Vent the sides of these valves at* a convenient

-. instrument blowdowp. valve or connectiono . . . .. . .. .

• Pugc 16 of 16 * .}}