ML20085K957

Rept on Containment Structural Integrity Test for WPPSS Unit 1. W/Seven Oversize Figures.Aperture Cards Are Available in PDR

ML20085K957
Person / Time
Site:	Washington Public Power Supply System
Issue date:	06/03/1983
From:	UNITED ENGINEERS & CONSTRUCTORS, INC.
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ML20085K955	List: ML20085K952 ML20085K957
References
NUDOCS 8310210225
Download: ML20085K957 (482)

Text

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2 REFORT ON CONTAINENT i

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STRUCTURAL INTEGRITY TEST 4

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FOR WASHINGTON PUBLIC POWER SUPPLY SYSTEM f

NUCLEAR PROJECT NO. 1 (WNP-1) 4 1

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Prepared By t.

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l lhited Engineers & Corstructors'Iric~.

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! 30 South 17th Street t

! Philadelphia, PA 19101 June 3, 1983 LO

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WNP-1 SIT TABLE OF CONTENTS FIRST SECTION DESCRIPTION PAGE NO.

1. PURPOSE l-1

2. CONCLUSIONS 2.1 General 2-1 2.2 Results 2-2

3. DESCRIPTION OF CONTAltNENT 3.1 Location 3-1 3.2 General Description 3-1 3.2.1 Containment Structure 3.2.2 Foundation Mat 3.2.3 Shell 3.2.4 Dome 3.2.5 Other Structures 3.3 Design Basis 3-4 3.4 Material Specification 3-5 3.4.1 General 3.4.2 Concrete 3.4.3 Reinforcing Steel 3.4.5 Metallic Liner Figure 3-1 Containment Typical Section

4. CONSTRUCTION 4-1 1

5. TEST PROCEDWE 5.1 General Description 5-1 5.2 Preparation 5-4 5.3 Coring Test- 5-7 5.4 After Test 5-8

6. INSTRUMENTATION 6.1 General 6-1 l

6.2 Extensometers 6-1 L 6-3 l

6.3 Rebar Strain Gages 6.4 Concrete Strain Gages 6-3 6.5 Steel Liner Strain Gages 6-3 6.6 Thermocouples 6-4 6.7 Temperature 6-4 6.8 Dewpoint Hygrometers 6-4 6.9 Pressure Gages 6-4 6.10 Data Acquisition System 6-5 6.11 Optical Measurements 6-5 l

7. TEST DATA 7-1 pJ s--

i WNP-1 SIT l

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WNP-1 SIT TABLE OF CONTENTS FIRST SECTION DESCRIPTION PAGE NO.

8. COMPARISON OF TEST DATA WITH ANALYTICAL Ato ACCEPTANCE VALUES 8.1 General 8-1 8.2 Behavior and Significant Parameters 8-1 8.3 Basis for Predicted Values 8-7 8.4 Comparison of Test and Predicted Values of Displacement 8-10 8.4.1 General 8.4.2 Vertical Displacement of Cylinder 8.4.3 Vertical Displacement of Dome 8.4.4 Radial Displacement of Cylinder 8.4.5 Displacement of Cylinder at Equipment Hatch 8.4.6 Equipment Hatch Deformations 8.4.7 Recovery After Depressurization 8.4.8 Summary 8.5 Comparison of Test and Predicted Values of Stress 8-23 8.5.1 General 8.5.2 - Stresses in Rebar at Springline 8.5.3 Concrete Stresses at Springline 8.5.4 Liner Stresses Near Large Openings 8.6 Comparison of Test and Predicted Concrete Cracking 8-26 N 8.6.1 General i 8.6.2 Equipment Hatch and Personnel Airlock Areas 8.6.3 Areas Other Than Large Openings 8.6.4 Summary Table 8-1 Percent of Displacement Recovery 8-30

9. EVALUATION OF ACCLRACY AND DEVIATIONS, CORRECTIVE ACTIONS AND SAFETY MARGIN 9.1 Accuracy 9-1 9.2 Deviations 9-2 9.2.1 General 9.2.2 Shell and Dome Vertical Displacements 9.2.3 Radial Displacement at Equipment Hatch 9.2.4 Shell Radial Displacements 9.3 Disposition and Corrective Action 9-7 9.4 Safety Margin 9-8 i

11 WP-1 SIT

WNP-1 SIT TABLE OF CONTENTS SECTION DESCRIPTION

10. APPENDIX A UE&C SPECIFICATION 9779-212 STRUCTURAL INTEGRITY TEST, Revision 6 dated 2/11/83

11. APPENDIX B UE&C CRITERIA 0F STRUCTURAL INTEGRITY

12. APPEtOIX C REGULATORY GUIDE 1.136 - MATERIALS, CONSTRUCTION Ato TESTING OF CONCRETE CONTAItNENTS, REVISION 2, JUNE 1981

13. APPENDIX D ARTICLE CC-6000 0F ASME SECTION III, DIVISION 2,1975 EDITION i

14. APPENDIX E TABULATION OF MEASURED DATA RELATIVE TO PREDICTED AND ACCEPTABLE VALUES

15. APPEtOIX F BECHTEL POWER CORPORATION, CONTAIPNENT STRUCT'JRAL INTEGRITY TEST, TEST DATA REPORT

16. APPEtOIX G CONTAItNENT STRUCTURAL INTEGRITY TEST, FIELD PROCEDURES

1. Procedure No. 15563-P004 Containment Structural Integrity Test Os 2. Procedure No. 15563-007 Surface Preparation

3. Procedure No.15563-P008 Containment Diameter Survey

17. APPEtOIX H QNTAItNENT STRUCTURAL INTEGRITY TEST, PRE-TEST INSPECTIONS

1. Pretest Inspection of the Containment Exterior

2. Pretest Inspection of the Containment Interior Liner

3. Pretest Inspection of the Containment Interior Diameter i 4. Pretest Crack Survey APPENDIX I CONTAINMENT INTEGRITY TEST, POST TEST 18.

INSPECTIONS

1. Posttest Inspection of the Containment -

Exterior 2, Posttest Inspection of the Containment Liner n

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1. PURPOSE

" General Design Criterion 1, Quality Standards and Records", of Appendix A to 10 CFR Part 50, " General Design Criteria for Maclear Power Plants", requires that structures, systems, and components of i

nuclear power plants important to safety be tested to quality standards commensurate with the importance of the safety function to be performed.

In compliance with the preceding, the Washington Public Power Supply System committed to the performance of a structural integrity test for the Containment. In the WNP-1/4 FSAR, Section 3.8.1.7, it is stated that pre-operational tests will be carried out to demonstrate that the Contain

nent responds satisfactorily to internal pressures and to assure the adequacy of the structure with respect to quality of construction and materials.

In order to meet the preceeding objectives, the Structural Integrity Test was performed in accordance with the requirements of Regulatory Guide 1.136, Rev. 2, " Materials, Construction, and Testing of Concrete Containments" (Appendix C) and Article CC-6000 of ASME Section III, Division 2, 1975 Edition, for a non-prototype Containment (Appendix D).

The purpose of this report is to present the results, observations and conclusions of the Structural Integrity Test for WNP-1, as conducted in the period of January 10, 1983 through January 14, 1983 in compliance with the previously cited documents.

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2. CONCLUSIONS

.) 2.1 General Tne large majority of instruments for the Structural Integrity Test performed well and sufficient information was recorded such tnat positive conclusions could be determined. A total of one hundred fifty-four (154) instruments were used, of which fourteen (14) gave partial or no usable data. Three of the malfunctioning instruments were concrete strain gages which were installed for information within the shell prior to the placement of concrete.

Four (4) others did not give sufficient data to determine the displacement rebouno at 0 psig depressurization. The remaining seven (7) gages either pulled loose from their anchors prior to peak pressure or gave unreasonsole data.

O The discussion of the results is based primarily on the measurements / observations made at the peak test pressure of 60.2 psig which is 115% of the design pressure. Tabulations showing a comparison of the Analytical (Predicteo) Values, Acceptable Values and Measured Values of displacements are included in Appendix

'E'. In addition, a tabulation showing tieflection recovery twenty-four (24) hours after complete depressurization is included as Table 8-1 in Section 8.

. O 2-1 WNP-1 SIT

2.2 Results 2.2.1 Generally, the measured deflections do not exceed 130% of the predicted values. Nine (9) measurements were in excess of the acceptable values, however, the reasons for the discrepancies can be found in the differences in the assumptions used for analysis and actual conditions during the SIT. See Sections 8 & 9 for further explanation. In 4

addition, seven (7) of the nine (9) measurements exhibited recovery in excess of eighty percent (80%) and are, therefore, acceptable, in accordance with Cubarticle CC-6213(d). The other two (2) are approximately equal to the acceptance value.

a 2.2.2 The deflection recovery twenty-four (24) hours after complete depressurization was generally greater than seventy percent (70%). Of the thirteen (13) gages which did not indicate a recovery in excess of seventy percent (70%), three (3) of them are diameter measurements. Since radial measurements in the same vicinities do show recovery in excess of seventy percent (70%), it is reasonable to assume that diameter recovery is in excess of seventy percent (70%) and the diameter gages have not ,

provided true indications of recovery.

i 2-2 WNP-1 SIT

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2.2.2 (cont'd)

The other ten (10) measurements can be explained based on actual Containment displacements being much smaller than anticipated with resulting instrument error accounting for  ;

a greater percentage effect in measuring these relatively small displacements. It is concluded that the response of the Containment is elastic in nature and meets the requirements of Subarticle CC-6213(c). See Sections 8 and

! 9 for amplification.

2.2.3 There was no yielding of reinforcing bars based on an evaluation of crack width, strain gage readings, and i

deflection data.

2.2.4 There were no visible signs of permanent damage to either ,

the concrete Containment structure or to the steel liner, nor any signs of localized distress.

2.2.5 The structural concrete generally showed a greater tensile strength than was expected in some areas resulting in reduced cracking and displacements.

i Based on the test data and the Engineering evaluation of the same, it is ,

concluded that the concrete Containment structure of the Washington Nuclear Project No. I has responded satisfactorily to the test pressure loads, has provided test results which correlate satisfactorily with the predicted response, and has satisfied the Acceptance Criteria of ASME V Section III, Division 2, Subarticle CC-6213.

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3.0 DESCRIPTION

OF CONTAIPMENT 3.1 Location The Washington Public Power Supply System, Nuclear Project No. 1 (WNP-1), is located within the Hanford Site of the U.S. Departrr,ent of Energy (DGE), Benton County, Washington, approximately 12 miles North of the Center of the City of Richland. The site is approximately 2.5 miles west of the Columbia River at River Mile 352.

3.2 General Description 3.2.1 Containment Structure The Containtrent is a reinforced concrete cylindrical structure with a hemispherical dome, supported on a generally circular mat foundation. The mat foundation is founded approximately 50 feet below grade on a very dense sandy gravel (Ringold) which exhibits rock like characteristics. A continuous welded steel inner liner plate is anchored to the inside face of the shell, dome and base mat to function as a leak-tight membrane.

3.2.2 Foundation Mat The Containment foundation mat is a nominal 200 ft.

diameter reinforced concrete slab 20 feet thick, with a 2.5 f t. depression in the center for a diameter of 159 feet in the area of the Containment. The Containment Liner at the top of the foundation mat consists of 3-1 WNP-1 SIT

3.2.2 Foundation Mat (cont'd) 1/4 inch thick carbon steel plate. This liner is weloed to structural tees which are embedded in the pea gravel concrete provided at the top of the foundation mat.

3.2.3 Shell The reinforced concrete cylindrical shell is nominally 4.5 f t. thick with an inside diameter of 150 ft. The height of the shell to the springline is 166 f t. above the top of the foundation mat. The major openings in the shell are the Equipment Hatch openlag wnich is 25 ft. in diameter and the Personnel Airlock opening which is 9 ft.

i in oiameter. The thickness of the concrete around the Equipment Hatch opening is increased to 9 ft. for a diameter of 50 f t, beyond which it tapers to the nominal wall thickness at an angle of 45U . The thickness vf the concrete around the Personnel Airlock opening is increased to 7.5 ft. for a diameter of 18 ft. , beyond which it tapers to the nominal wall thickness at an angle of 45 .

1 The Containment liner in the shell region primarily consists of 3/8 inch thick carbon steel plate in a 150 ft, diameter cylindrical shape. The plates are joined at their respective edges with a continuous full penetration welo. The shell liner is attached to the base liner by a knuckle which consists of 3/4 inch thick plates.

3-2 WNP-1 SIT l

(~w 3.2.3 Shell (cont'd)

(d In all areas where the shell is penetrated by pipe sleeves, including the Equipment Hatch and Personnel Airloc'<, the liner thickness is increased to 3/4 inch.

The liner is anchored to the reinforced concrete shell by means of vertical structural tee sections which have 1/2 inch diameter bent studs welded to them.

3.2.4 Dome The reinforceo concrete dome is a hemisphere of 75 ft.

internal radius and a thickness of 3.5 ft. which tapers

. from a tangent to the dome to meet the springline (top of cylindrical shell) at the outside diameter of the shell.

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The liner plates in the dome are 1/2 inch thick. The plates are inter-connected with continuous full penetration welds and are anchored to the conrete by means of hoop and meridional structural tees. One-half

, (1/2) inch diameter bent stuos are welded to the structural tees.

3-3 WNP-1 SIT

i 1 3.2.5 Other Structures t

To avoid interaction, other concrete structures have not been connected to the Containment shell or dome. Some ,

structural steel members have been connected to the shell on the outer face. The connections and stiffness of these members are such that the behaviour of the Containment under various loading conditions is not adversely affected.

A cross section of the Containment is shown in Figure 3-1.

3.3 Design Basis The primary function of the Containnent is to contain ,the

() radioactive releases which escape from the reactor coolant pressure boundary in the event of the design basis Loss-of-Coolant Accident (LOCA). In addition, it serves as a biological shield ano provides missile protection for safety-related systems and components.

The Containment is designed to withstand all credible conditions of loading which include construction loads, normal operating loads, loads resulting from the design basis accident (LOCA),

It loads due to adverse environmental conditions and test '7 ads.

has the capability of accommodating pressure and temperature transients in excess of those associated with the design basis accident without loss of functional integrity.

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3.3 Design Basis (cont'd)

The liner and penetrations are designed to maintain their leak-tight integrity under all loading conditions. The liner is anchored to the inside surface of the concrete Containment by means of structural tees and stud anchors.

For a detailed discussion of the basis for predicted SIT values, see Section 8.3.

For a complete description of the Containment and its design basis, see Chapter 3.8 of the Washington Public Power Supply System WrP-1/4 FSAR, Docket No. 50-460.

3.4 Material Specification j 3.4.1 General The basic construction materials used for the Containment

include concrete, reinforcing steel, metallic liner and steel plates and pipes for penetrations.

The materials were tested for cuality, strength and other parameters of acceptablilty to meet the requirements of the ASME Section III, Division 2 Code. Tests for reinforcing steel, concrete and concrete materials were performed by an independent testing laboratory.

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3.4.2 Concrete

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The concrete materials, such as sound coarse and fine aggregates, cement, water, admixtures, etc., conformed f

with the requirements of Subarticle CC-2220 of ASME Section III, Division 2. Due to a potential reactivity of the aggregate, low alkali cement was specified. The cement conformed to ASTM Standard C150, Type II, low alkali (inoderate heat of hydration). The concrete mix design was performed in accordance with Subarticle CC-2230 of ASME Section III, Division 2. All concrete in the Containment shell and dome was air entrained, with a maximum allowable water / cement ratio of 0.53 by weight.

In addition, all concrete up to El. 426.5 was both air entrained ano water tight with a maximum water / cement (V)

ratio of 0.48 by weight. The required compressive strength of concrete was 3000 psi in some areas and 4000 4

psi in other areas, cepending on the oesign requirements.

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f~x 3.4.2 Concrete (cont'd)

'y The following concrete properties were used for the design:

Static Modulus of Elasticity 3.0 x 106 psi for fc ' = 3000 psi 3.605 x 106 psi for fc' = 4000 psi Coefficient of Thermal Expansion 6.5 x 10-6 in./in./0F Poisson's Ratio 0.15 4

Maximum Aggregate Size 2 1/2" Fdn. Mat, 1 1/2" 91 ell & Dome Density of Reinforced Concrete 150 lbs./cu. ft.

Cement Type II Low Alkali Portland Cement 3.4.3 Reinforcing Steel Reinforcing steel consisteo of high-strength, deformed billet steel bars conforming to ASTM A 615 Grade 60.

This steel has a minimum specified tensile strength of 90,000 psi and a minimum elongation of 7 percent in an 8" specimen. The following material properties of reinforcing steel were used in the design:

Design Yield Strength 60,000 psi

. Modulus of Elasticity 30 x 106 psi Coefficient of Thermal Expansion 6.5 x 10-6 in/in./0F O WNP-1 SIT 3-7

p 3.4.3 Reinforcing Steel (cont'd)

All main reinforcing bars and all bars of sizes #14 and

1. 18 are joineo by Mechanical butt splices, known as cadweld splices, where splices are required. The splice sleeve material conforms to ASTM A 519. The end plate materials for anchoring a terminated rebar conforms to SA 537 or SA 36.

Corrosion of the reinforcing bars is minimized by control of chloride in aggregates, water and admixtures as per Subarticle CC-2200, provision of waterproofing below grade, removal of loose scale on the bars, maintaining minimum cover requirements and control of cracking.

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Testing of reinforcing bars met the requirements of Subarticle CC-2330 of ASME Section III, Division 2 and Regulatory Guide 1.15. Mill test results were obtained from the reinforcing steel supplier to assure that the reinforcing steel had the specified chemical composition, strength ano ductility. Additional testing of reinforcing bars was performed at the site by an independent testing laboratory, to assure that the reinforcing steel met the strength and ductility requirements.

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() 3.4.4 Metallic Liner The materials for the Containment liner are in accordance with Subarticle CC-2500 of ASME Section III, Division 2 and are as follows:

The liner is carbon steel conforming to ASME SA-516, Grade 60. This steel has a minimum yield strength of 32,000 psi and a mininum tensile strength of 60,000 psi with an elongation of 21% in an 8" gauge length, to failure.

4 The materials for the penetration sleeves conform to the requirements of the following material specifications:

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(G Penetration Sleeves, 18" SA-333 Grade 6 diameter and less Normalized.

Penetration Sleeves over SA-155 Grade 18" diameter KC-60 (SA-516 GR 60 is used in some cases, but requirements of SA-155 are met).

The barrels of the equipment hatch and the airlocks are SA-516 Grade 60.

The tee anchors for the liner are SA-36.

Reinforcing rings for the penetration sleeves are SA 36 or SA-516 Grade 60.

-' 3-9 WNP-1 SIT

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'() 3.4.4 Metallic Liner (cont'd)

The stud ancnors conform to the following material specifications:

Form Tie Studs - ASTM A-108, Grade 1018.

KSM L-Studs - ASTM A-108, Grade 1018.

Nelson Threaded Studs (E.H. & P.A.L.) - ASTM A-108, Grace 1018.

Nelson Headed Studs (E.H.) - ASTM A-108, Grade 1020 All welding materials met the requirements of ASME Section II, Material Specification Part

,, C-Welding Rods, Electrodes and Filler Metals.

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'd Notch toughness testing for the liner and penetrations is performed in accordance with Subarticle CC-2520. All notch testing was specified to be performed at -10 0F, but was actually performed at -500F. All materials which required notch toughness testing were normalized.

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3-10 WNP-1 SIT

3.4.4 Metallic Liner (cont'd)

The following additional liner plate properties were used for the design:

Modulus of Elasticity 30 x 106 psi Coefficient of Thermal 6.5 x 10-6 in./

Expansian in./0 F Poisson's Ratio 0.30 Corrosion of the liner is minimized by a protective coating on the interior surface.

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" ?t'-* 7 p WASHINGTON PUBLIC PO'e.'s SUPPLY SYSTai NUCLEAR PROJECT NO. 1 CONTAINMENT TYPICAL SECTION l FIGURE 3-1

1 (3 4.0 CONSTRUCTION The Containment liner cylinder and dome were erected independent of the placement of the concrete in the shell and dome. Wind girders were used on the liner during construction to resist construction and wind load.

The liner was subjected to survey control during its erection to maintain specified tolerances for local liner deviations, out -of-roundness and plumbness. Deviations from specified tolerances were corrected prior to concrete placement. The liner dome was totally erecteo on the ground and lifted into place in one lift.

Shell concrete was placed in approximately 5 foot lifts up to elevation 446.25' and approximately 10 foot lifts thereafter up to the springline. Concrete placement rates were restricted and monitored throughout placement. Concrete for blockouts for constructon opening, L

Feel Transfer Tube, Personnel Airlock and Equipment Hatch was placed later. The liner cylinder and dome were used as the interior form and the exterior formwork was tied to the liner by approved methods.

Cantilevered forms were used on the dome up to elevation 628.20' and the remaining portion of the dome up to the apex was placed using a screed system.

O WNP-1 SIT 4-1

). 4. CONSTRUCTION (cont'd)

During the placement of the concrete, the thickness of the shell and dome was increased in ' local areas, where rebar placement was out of tolerance and local liner deviations existed, to assure that minimum concrete cover was maintained. It was discovered that local areas in the dome where formwork was not used did not have the required minimum cover. Subject areas were chipped out and replaced by dry pack mortar per UE&C approved procedures. These areas were observed during the SIT 3

and there was no evidence of deterioration.

To ensure that there was no out-of-roundess which would significantly affect test results at locations where inside diameter changes were to be monitored during the SIT, a pretest survey was performed at subject

() locations.

4 v

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,A 5.0 TEST PROCEDURE b 5.1 General Description After completion of construction of the Containment structure and the temporary sealing of certain pentrations, the Structural Integrity Test (SIT) was performed.

The basis for the peformance of the SIT was UE&C Specification 9779-212, Structural Integrity Test, Revision 6, which is presented in Appenoix A.

. The SIT was performed in the period of January 10, 1983 through January 14, 1983 by Bechtel Power Corporation under the supervision of United Engineers & Constructors Inc.

(M

%) Bechtel was responsible for furnishing and installing all of the required eauipment and measuring instruments with the exception of reinforcing bar and concrete strain gages and thermocouples which were installed at the springline by Others prior to the placing of the concrete. Bechtel was also responsible for the pressurization of the Containment and the obtaining, recording and reducing of test oata for all instruments. They prepared field procedures (Appendix G) which were approved by UE&C and submitted a final report on the results of their work ( Appendix F).

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! 5-1 WNP-1 SIT

5.1 General Description (cont'd)

Pressurization was conducted at a rate of approximately 2.5 psi per hour to a maximum pressure of 60.2 psig which is 115% of the oesign pressure of 52 psi. The pressure was held constant at five intervals, as shown in Figure 7, Appendix F, to allow for the -

acquisition of test data. The data was taken at pressure plateaus of 0, 13, 26, 39, 52 and 60 psig both during pressurization and depressurization at least one (1) hour after the pressure was obtained. Depressurization was conducted at an approximate rate of 4 psi per hour except at the latter stages when the rate decreased due to a smaller differential pressure from inside to outside of the Containment.

Criteria of Structural Integrity of Containment structure during the SIT was incluoed as part of UE&C Specification 9779-212 and is V

presented in Appendix B of this report. The criteria gives preoicted values of stresses and displacements which are based on the design analysis. Additionally, the criteria gives the acceptance values for the test results which were used to determine whether the Containment was reacting within the upper boundary of the design and to decide whether it was safe to proceed to the next higher pressure level.

The primary considerations during the test include:

5.1.1 The increase in Containment diameter (predicted values +

30%).

5.1.2 The vertical elongations of the shell wall at the Springline and the Dome (predicted values + 30%).

5-2 WNP-1 SIT

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f3 5.1.3 The radial deflections of the Containment wall adjacent U to the largest opening (predicted values + 30%). ,

5.1.4 Maximum crack width (expected 0.035 in.)

5.1.5 Crack spacing (vertical cracks' expected at approximately 18 inches).

Additional considerations for the evaluation of the performance of the structure are:

, 5.1.6 Displacement readings 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> after the return to O psig.

5.1.7 Post Test Inspection.

It should be noteo that although strain gages were placed on the reinforcing steel, within the concrete and on the steel liner, the analytically derived strains, included in Appendix B, are not part of the acceptance criteria for the structure. Values obtained are for information only, for the Designer, in evaluating the design of this structure and for possible guidance in the design of future structures. Thermocouples placed in the concrete were used to monitor the change in concrete temperatures during the test and, specifically, the differential temperature between the inside

! and outside face of the Containment shell.

Appendix E contains a comparison, at 60.2 psig (peak pressure), of the actual measurements made as presented in Appendix F, with the predicted and acceptable measurements as presented in Appendix 8.

A coinparison of test data with analytical (predicted) and acceptable values is presented in Section 8 and an evaluation of accuracy and oeviations is presented in Section 9.

5-3 WNP-1 SIT

5.2 Preparation Prior to the start of the test, the following steps were taken to ensure the successful acquisition of test data. For a detailed discussion on the various items, see Appendix F and the appropriate references.

5.2.1 Strain gages and thermocouples were placed in the concrete and strain gages were installed on rebar by Others in accordance with UE&C Specification 9779-253 (available upon request). Electrical leads were left accessible for the purpose of the test. For a period of approximately one week prior to commencing the test, the gages were monitored for stability. At the start of the test, existing strain readings were considered the zero 1

s j point in order to obtain differential readings related to the test pressure.

5.2.2 A pre-test inspection of all visible interior and l exterior surfaces of the Containment structure was conducted to determine if the liner or concrete was damaged or exhibited any localized distress (references 7

& 8 of Appendix F) as presented in Appendix H. Also, the Designer inspected the interior for attachments to the liner.

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! 5-4 WrP-1 SIT i

5.2.3 A closeup pretest inspection was conducted on ten percent

(]

'V (10%) of the exterior of the Containment surface to locate and record cracks exceeding 0.01 inches in width.

(Ieference 10 of Appendix F) as presented in Appendix H.

5.2.4 The Containment diameter was measured at each radial extensometer location (reference 12 of Appendix F) as presented in Appendix G.

5.2.5 Designated areas as shown in Figure 4 of Appendix F were candblasted and grid lines inscribed in order to map and record cracks with a wioth of 0.01 inches and larger (reference 13 of Appendix F) as presented in Appendix G.

5.2.6 Three element strain rosettes were installed on the steel liner in the areas around the Equipment Hatch and Personnel Airlock as shown in Figure 4 of Appendix F.

5.2.7 Taut wire extensometers were attached to the liner and internal concrete to measure displacements. Each extensometer consisted of an Invar wire anchored at one end to a fixed attachment plate and at the opposite end to the actuating mechanism of a displacement transducer.

The location of the various extensometers are shown in Figure 1 of Appendix F.

l lV tm 5-5 WNP-1 SIT

/~'T 5.2.8 Thermistor networks were installed in the Containment in Q -

order to record internal'ter.peratures.

5.2.9 A chilled mirror ' dewpoint-hygroneter was installed in the Containment in order to record and monitor the Containdent internal dewpoint temperatures.

5.2.10 A total of three (3) pressure gages were installed. The main gage was installed in the data acquisition room (located at Elevation 479'-0 of the General Services (

Building) with one of the back-up gages also in the same room. The other back-up gage was installed in the pressurization header as shown in Figure 6 of Appendix F.

5.2.11 The data acquisition system which was interfaced to an IBM personal computer was installed in the data g) acquisition room, as described in Appendix F.

5.2.12 Due to a delay in the construction of WNP-1, some of the l' Containmentpen$trations'werenotcompletelyinstalled.

In order to_facilltate the SIT,.these penetrations were temporarily sealed. The sealing of the penetrations was done in accordance with Section 13 G of UE&C Specification 9779-212 as presented in Appendix A.

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U 5-6 WNP-1 SIT e ,

5.3 During Test-An initial pressure plateau was held at 2 psig in orde. to allow entry of a leak search and repair team. Some minor leaks were detected and repaired, such that no additional problems were encountered throughout the balance of the test.

At the predetermined pressurization plateaus of 13, 26, 39, 52 and 60 psig all required cata was recorded at least one hour after achieving the required pressure. Displacement and strain readings were compared to predicted values by the Designer in order to insure that there were no indications that the structure was t

responding in an t nacceptable manner before proceeding to the next higher pressure plateau. Additionally, the exterior of the Containment was inspected for crack propagation and those in excess of 0.01 inches in width and a length of at least six (6) inches were recorded.

It should be noted that, although not required, data was also taken at various times between the different pressure plateaus.

This additional information gave the Designer more complete information of the Containment response. The additional data is not included as part of tnis report but is available upon reauest.

I v

5-7 WNP-1 SIT

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v 5.3 During Test (cont'd)

During depressurization, displacement and strain data was recorded at each pressure plateau but crack mapping was done only at the 26 and 0 psig plateau, When 0 psig was achieved, the monitoring continued for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> in order to get the required displacement recovery information.

At no time during the test were observations made that required a delay in the SIT or caused concern about the safety of the structure.

5.4 After Test Following completion of the test, all of the test instruments, i- with the exception of those in the concrete, were checked and those which had come loose during the test were identified. All equipnent and gages, etc. were removed and a final survey of the interior liner and exterior wall surface was made in order to determine if there were any visible signs of damage or localized distress. None were found. The post test inspection reports are urc .e.it ed in 4petulh 1.

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5-8 WNP-1 SIT

~ - - , _ _

O 6. INSTRlNENTATION V

6.1 General The locations and types of instruments embedded in the concrete shell are shown on Figure 212-006 of Appendix A. The balance of the instruments are shown for proposed locations on Figures 212-001, 212-002 and 212-003 of Appendix A and the actual locations on Figures 1 and 4 of Appendix F. Additionally, the comparison of Measured Data to Predicted and Acceptable Data (Appendix E) identifies the specific elevation and azimuth of the individual instruments.

A summary of the various types of instruments used is as follows:

6.2 Extensometers A

Taut wire extensometers were attached to the Containment liner and 4

~

()

internal concrete, at the locations shown in Appendix E and Figures 1 and 2 of Appendix F, to measure the Containment displacements.

Each extensometer consisted of an 0.050 inch diameter Invar wire anchored at one end to a fixed attachment plate and at the oppisite end to the actuating mechanism of a dispi. ; ment transducer. Two (2) types of transducers were used. A nine (9) inch (long range) type consisted of a 10,000 ohm rotary potentiometer, spiral spring with an effective constant of O

6-1 WNP-1 SIT

6.2 Extensometers (cont'd) approximately 0.3 lb./in. of cable travel,' pulley and actuating cable mounteo-in a cast aluminum housing. A one (1) inch (short range) type consisted of a linear variable differential transformer (LVDT), a compression coil spring with a constant of -

approximately 2 lb./in. and an actuating rod attached to the LVDT Core.

Radial / diameter displacement measurements were made at thirty-eight (38) locations including twelve (12) radial measurements in the vicinity of the Equipment Hatch. The radial displacements were generally measured from the interior crane wall to the shell. Vertical displacement measurements were made at

() sixteen (16) locations including six (6) locations (twelve (12) measurements) on the dome and two (2) locations on the internal crane wall.

Diameter displacement measurements of the Eauipment Hatch barrel were made at four (4) locations and-tangential measurements of the shell around the Equipment Hatch at twelve (12) locations (six (6) measurements),

i I

i' 6-2 WNP-1 SIT

6.3 Rebar Strain Gages Twenty-four (24) Micromeasurement EA-06-250 BF-350, with Option W, two element strain gages were installed on the rebar at the springline. Twelve (12) were installed on vertical rebar (4 at each of the 3 different azimuths) and twelve (12) were installed on the hoop rebar (4 at each of 3 different azimuths). The gages were the compensating encapsulated type ana had the capability of measuring strain from 0 to 0.004 in./in with an accuracy of 1 5%.

6.4 Concrete Strain Gages Twelve (12) Eaton Corporation CGG-129-ll-30-6 two element strain gages were installed in the concrete at the springline. Six (6) measurea vertical strain (2 at each of 3 different azimuths) and six (6) measured horizontal strain (2 at each of 3 different azimuths). The gages were the compensating encapsulated type and had the capability of measuring strain from 0 to 0.004 in./in.

with an accuracy of 2 5%.

6.5 Steel Liner Strain Gages Twenty-four (24) Micromeasurement 3-element rosette foil type gages were installed on the steel liner. Twelve (12) of the gages encircled the Eculpment Hatch and twelve (12) encircled the Personnel Airlock.

U 6-3 WNP-1 SIT

6.6 Thermocouples Twelve (12) thermocouples were installed in the concrete at the p, ,

springline. Six (6) gages measured the temperature at the inside face of the shell (2 each at 3 different azimuths) and six (6) measured the temperature at the outside face of the shell (2 each at 3 different locations). The thermocouples were Eaton Corporation TCE9-Oll-30, Type E, chromel vs. constantan with the U

standard accuracy of 1 2 F.

6.7 Temperature The temperature insida the Containment was measured by a YSI linear thermistor network installed on the polar crane at approximately the elevation of the springline (approximate Elevation 570'-0) The same type of instrument was used outside the Containment at approximate Elevation 497'-0. The thermistors were wired to an excitation power supply and data acquisition system. Temperatures were calculated by system software.

6.8 Dewpoint Hygrometer A general Eastern chilled mirror dewpoint hygrometer was installed in the Containment near the center of the polar crane at approximate Elevation 570'-0. Signal output was factory set for a one to-one cartespondence tietween the signal in millivolts and the dewpoint temperature in F.

6.9 Pressure Gage Containment pressure was measured with a Heise O to 100 psig, 0.1%

gage installed in the data acquisition room. Two (2) back-up gages manufactured by U.S. Gage also were provided.

6-4 WNP-1 SIT

r-~ 6.10 Data Acquisition System All test data except pressure and the one inch (short range) extensometer output were recorded by a Kaye Ramp digital acquisition system which was interfaced to an IBM personal computer. The system has the required software routines to convert raw data to engineering units.

Pressures were manually entered into the computer and hand written on the systems output tapes.

6.11 Optical Measurements Visual inspection of the concrete crack widths was done with Titan 0.001 in. resolution 30X microscopes.

O v Prior to the test, a visual inspection of ten percent (10%) of the accessible exterior concrete surface of the Containment was made and cracks with a width of 0.01 inches and greater were mapped.

At each pressure plateau, the existing cracks were reinspected and their width recorded and any new cracks of 0.01 inch or greater in width and six (6) inches in length were added to the mapping log.

In the vicinity of the Eauipment Hatch approximately 1600 scuare feet (s.f.) were mapped and in the vicinity of the Personnel Airlock approximately 260 s.f. were mapped. Various other areas of approximately 140 s.f. were also mapped, as identified on Figure 4 in Appendix F.

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6-5 WNP-1 SIT

1 i

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7. TEST DATA ,

Required data accumulated during the Structural Integrity Test and 1_ l reported by Bechtel Power Corporation is contained in Appendix F.

1 4

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' = Post Test inspection data is contained in Appenoex I.

i-t Discussions and evaluation of the test data are contained in Sections 8 I

and 9.  !

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(~] 8. COH3ARISON OF TEST DATA WITH ANALYTICAL AND ACCEPTABLE VALUES V 8.1 General The comparison of experimental (test) data to analytically predicted values of the same items requires a prior discussion of the structure's assumed behavior under the postulated loads, the identification of parameters with significant influence on the structural response to these loads, and the analytical basis for the predicted values. Subsequently, the actual test behavior and departures from the analytical bases as regards these significant parameters provide insight in differences between observed and predicted response. These are discussed in Sections 8.2 and 8.3 followed by the comparisons in Sections 8.4, 8.5 and 8.6.

,O 8.2 Benavior and Significant Parameters

, \.J The Containment structure is designed as a pressure vessel with an integral liner to assure leak tightness. The principal structural components of the vessel are the foundation mat, the circular cylinder ano the hemispherical dome. The pressure loading induces hoop and meriolonal tension membrane forces as the primary force system and bending moments and shear forces locally at the discontinuity regions, including cylinder to mat juncture, springline ano large openings. The foundation mat has significant shear forces and bending moments due to its plate character.

O 8-1 WNP-1 SIT

Behavior and Significant Parameters (cont'd)

. 8.2 2  ;  :

The Containment structure is a reinforced concrete pressure.

vessel. The tensile membrane forces induced by internal pressure j are resisted by both concrete and rebar at low stress levels. ,

i 4

Stress levels exceeding the tensile strength of the concrete result in cracking and the rebar becoming the principal load carrying elements. Concrete tensile strength is approximately one ,

tenth (1/10) its compressive strength which, due to durability considerations, generally significantly exceeds the specified strength and further increases with time. The liner is not considered as load sharing for design per ASME Section III, Division 2 requirements. However, the SIT environment is internal pressure without significant temperature increase. Accordingly, the liner is, in fact, load sharing and becomes a significant strength element when concrete cracks.

E J

The hoop force is the major membrane force in the cylinder and is computed directly as Ng = pR, where R is the cylinder radius.

! The corresponding stresses at 60 psig far exceed realistic i concrete tensile strength and vertically oriented cracks are predicted. Therefore, the cylinder radial expansion at high pressure (say greater than 30 psig) is controlled by the area of i' steel effective in the hoop direction (including liner, hoop rebar h and seismic rebar) and is amenable to accurate prediction.

8-2 WNP-1 SIT 2-

. , - , - . , , - . , , - . , -,--..-n-..-, . - - - , . , . . , - . . ,n_,,_,., , - . , , , , , - -_-n.___,_---.-.,. .n,n.._,_-.-, -

8.2 Behavior and Significant Parameters (cont'd)

The meridional membrane force in the cylinder varies with height as does the dead load force and is computed as Nx= pR/2 - D.L.

Horizontally oriented cracking may occur dependent upon the concrete tensile strength. The horizontal cracks would occur at higher elevations first and progress downward wit *i increasing pressure. The 60 psig peak pressure produces stresses in the higher elevation which may or may not induce cracking. Vertical growth of the cylinder, therefore, is highly dependent upon concrete tensile strength.

The hoop and meridional membrane forces in the dome are computed as NO = pR/2 plus thrust from the D.L. and N x = pR/2 - D.L.,

O G

respectively. As with the meridional stresses in the cylinder, the membrane dome stresses may or may not produce cracking dependent upon concrete tensile strength. Dome displacements due to internal pressure are also highly dependent upon this parameter.

In addition, the dome to cylinder juncture is a discontinuity region of the shell. The discontinuity exists because of a potential mismatch in hoop stiffness of the two shell parts. No mismatch is present when the dome's hoop stiffness is one-half (1/2) the cylinder's hoop stiffness. When both are uncracked, the mismatch is only partially compensated by the reduced shell thickness of the dome. As the cylinder hoop forces produce ,

cracking, the cylinder stiffness significantly reduces and the mismatch increases. If cracking occurs on the dome, the mismatch 8-3 WNP-1 SIT

,~ 8.2 Behavior and Significant Parameters (cont'd) is small. This change of hoop stiffness occurs because the stiffness of a cracked section is governed by the steel (rebar and liner) and the area of hoop steel in the dome is reduced to one-half (1/2) that of the cylinder, by design, since the hoop membrane force in the dome is one-half (1/2) of that in the cylinder. When a significant stiffness mismatch exists, the dome displacements are less than the cylinder and the discontinuity effect is the introduction of radial (transverse) shear force and bending moment required to restore compatibility of the two (2) parts. The effect on the displacement behavior is the

' pulling-in' of the cylinder and ' pulling-out' of the dome. The bending moment produces a variation in meridional stresses from

("} inner to outer surface and may produce (or increase) concrete O cracking locally at the springline.

The cylinder to base mat junction is another discontinuity area because of tne large mismatch in radial and bending stiffnesses of the two. Radial (transverse) shear force and meridional bending moment are introduced. The cylinder undergoes very small radial displacement because of the base mat's large restraining effect.

The cylinder section may experience local cracking which extends only partially into the section.

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8-4 WNP-1 SIT

8.2 Behavior and Significant Parameters (cont'd)

( ,

U The Equipment Hatch and Personnel Airlock are large openings which disrupt the membrane behavior of the shell introducing local transverse shear forces and bending moments and local increases in the membrane forces. The shell is thickened locally with a boss where rebar quantities are significantly increased in order to maintain rebar stresses within design limits. The section stresses vary across the wall thickness and cracking, if it occurs, may be on one surface only and extend only partially into the wall. The stiffness characteristic of the boss region is strongly dependent on the extent of cracking and, accordingly, concrete tensile strength. The effect of a stiff uncracked boss on the local displacements of the vertically cracked cylinder is to restrair i.ne radial growth. A cracked boss will still restrain f}

v radial growth but to a lesser extent. Depending on the extent and nature of cracking in the boss region, the deformation of the opening itself can vary significantly. The dominant effect is ovalling with the ' stretching' occurring in the hoop direction.

The liner is attached to the shell with an anchorage system previously described. Under internal pressure, the liner is always ' expanded' into the shell and is constrained such as to undergo compatible deformations. Without high internal temperature, the liner is also load sharing with the shell.

Strains measured on the liner will reflect the local strain of the shell.

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e 8.2 Behavior and Significant Parameters (cont'd)

The Containment structure has a soil ramp embankment in the vicinity of the Equipment Hatch at azimuth 0 0. The lateral pressure of the soil during the SIT pressurization is a nonaxisymmetric loading which produces nonaxisymmetric deformations in the shell. The dominant effect is an ovalling of the cylinder where the flattening is across the 0 - 180 azimuth diameter. This ovalling would be apparent throughout the cylinder's height, and is more prcnounced for the cylinder when cracked vertically. The base mat restores the cylinder to a circular cross-section while the dome only partially restores the circular configuration. The character of this lateral earth pressure is dependent upon the extent and manner of placement.

A U

In summary, the most significant parameters affecting Containment behavior during the SIT pressurization are: 1) the area of steel in the cylin & r which controls hoop stiffness and, accordingly,

adial displacement, 2) concrete tensile strength which determines if, and at what pressure, the concrete cracks, and 3) the lateral earth pressure caused by the soil ramp. The area of steel is accurately known and permits accurate predictions of radial displacement, as caused by internal pressure alone. The tensile strength of the concrete is much less accurately know. It strongly influences vertical growth of the Containment, dome-to-cylinder mismatch, stiffness of the large opening's boss and ovalling of the boss openings itself. The state of stress in O the shell at 60 psig is known to produce vertical cracks in the

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8-6 WNP-1 SIT

Behavior and Significant Parameters (cont'd)

O LJ-8.2 cylinder but, depending nn concrete strength, my not produce horizontal cracking in the cylinder (even at the highest elevation), or cracking in the dome or the large opening boss.

Bending moments at discontinuity regions will most probably produce concrete cracking but not through the section. At the cylinder-to-base mat juncture, the crack.ing would be on the wall inner surface behind the liner. The soil pressure produces significant ovalling of the cracked cylinder. The definition of that pressure, however, is not precisely known.

8.3 Basis for Predicted Values The Containment response was analyzed using three different mathematical (finite element) models, two representing the entire shell structure without large openings, and the third representing i

a shell segment with the large opening.

The first model considered the structure to have axisymmetric geometry, including base mat and soil fwndation and neglecting the large openings. The model was used for analysis of axisymmetric loads-dead load, pressure and temperature. This finite element model used layering through the wall thickness and

' represented concrete (solid elements) and all steel elements

]

(membrane shell elements) with their appropriate placement in the wall. The concrete tensile strength was assumed to be 300 psi and ,

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! 8-7 WtP-1 SIT

8.3 Basis for Predicted Values (cont'd) an iterative process was utilized to determine the ' cracking pattern' of the concrete shell consistent with the SIT 60 psig maximum pressure with dead load. The concrete elements were assigned consistent orthotropic properties. Deformations and wall forces and moments were determined for each load.

The second model considered the structure to have axisymmetric geometry, again including base mat and soil foundation and

', neglecting large openings. This model was used for analysis of nonaxisymmetric loads including lateral earth pressure assumed to be present during the SIT because of the earth embankment at the Equipment Hatch. This finite element model used shell elements, one element through the thickness only, and represented the conc' rete as uncracked. The soil pressure load was represented by Fourier components.

The third mooel was a Quadrant of the shell from base mat to dome apex with one-half of the Equipment Hatch (or Personnel Airlock)

represented. The three-dimensional finite element model used solid elements and incorporated a presentation of the liner and rebar with a special layered rebar element. Symmetry and anti-symmetry boundary conditions appropriate for the loading were used. Cracking of the concrete for pressure loads was modelled.

' The effect of lateral earth pressure was also analyzed.

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8.3 Basis for Predicted Values (cont'd)

O)

The purpose of the first two sets of analyses was to describe the behavior of the overall basic shell structure and to generate forces and moments for design of the rebar while the results of the third set of analyses represented the local response at the

.large openings. Analyses for axisymmetric loads considered concrete cracking for concrete tensile stresses greater than 300 i

psi, while analyses for non-axisymmetric loads considered the concrete to be uncracked. The cracked analyses, then, have materials portrayed by locally orthotropic properties dependent upon the assumed concrete tensile strength. Those aspects of the structural response for which-cracking is assumed permit accurate prediction since the steel is accurately represented. This is b

v applicable to the radial deformation of the cylinder. Other aspects of the response can be more significantly influenced by the state of the concrete and subject to greater error unless in-situ concrete strengths are known at the time of the analyses.

The effect of the soil on the Containment response is susceptible to greater error because of variation in placement and lateral pressure.

O 8-9 WNP-1 SIT

_g-~g 8.3 Basis for Predicted Values (cont'd)

O The analyses with cracked concrete reflect the final response state. A reinforced concrete Containment during the first

. pressure cycle of the SIT pressure will show significant non-linear displacement behavior as the cracking progresces with increasing pressure. Displacement during a second pressure cycle would be more nearly linear because of the precracked state and t

will closely conform to the first cycle response at the final state.

8.4 Comparison of Test and Predicted Values of Displacement 8.4.1 General Displacements are a global indicator of structural

/N behavior and as such are the best measure of overall N) structural performance. When the displacements are l

within predicted limits, the state of stress will also be within design levels. Apparent deviations from the predicted responses require an explanation of the cause.

In addition, there must not be localized distress as indicated by local bulging and/or excessive cracking with I wide crack widths.

(v~'1 8-10 WNP-1 SIT

_ Q 8.4.2 Vertical Displacement of Cylinder

) Appendix E, Item 1, summarizes the analytical, acceptance and measured values of vertical displacement of the cylindrical shell (relative to base mat) for 60.2 psig.

The analytical values as presented in the acceptance criteria are incorrect, as they were not referenced to the base mat at the cylinder wall. Correct analytical and acceptance values of vertical displacement are, respectively: for Elevation 485'-0, 0.073 in. and 0.096 in, and for Elevation 565'-0, 0.255 in. and 0.332 in.

The predicted and measured values at Elevation 485' are in good agreement while the measured values at the Springline, Elevation 565', are smaller than predicted.

The measured data reflects uncracked concrete as regards

[]

q_,

the vertical (meridional) stresses. This is confirmed by the crack survey where no significant horizontally oriented cracks were noted. A predicted vertical displacement for an uncracked wall is approximately 0.17 inches, which is in excellent agreement with the measured data. Additionally, while the analytical value was based on an assumed concrete tensile strength of 300 psi, the test data indicate that the actual tensile strength is in the 400 to 500 psi range. The uncracked state of the concrete results in very low stress in the vertical rebar at 60.2 psig and lower pressures.

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8-11 WNP-1 SIT

8.4.3 Vertical Displacement of Dome Appendix E, Item 2, summarizes the analytical, acceptance and measured values for 60.2 psig. Measured values are well within acceptance levels. Measured values for Elevations 602.5' and 629.95' are in reasonable agreement with the analytical values while the measured displacement at the apex is negative.

Measured values for IG-13a, b, c and d indicate a slight distortion of the dome; the higher values at azimuth U

340U and lower readings at azimuth 160 . This is due to a stiffness mismatch between dome and cylinder. At 60.2 psig, the dome is ' pulling-in' the cylinder at 160 azimuth and ' pushing out' at 340 aziumuth.

v This will be further discussed in Section 8.4.4.

The ' flattening' of the dome is predicted as noted in the l displacement values for Elevations 629.95' and 640.0'.

However, the extent, based on the measured values, is much greater than predicted. The absolute measured values snown probably contain some instrument error based on the long diagonal wires used to make the measurement combined with the relatively small measurements and the conversion of the diagonal I

8-12 WNP-1 SIT

8.4.3 Vertical Displacement of Dome (cont'd)

(']

(/ measurements to vertical values as described in Appendix

~

F. The trend of the movement, however, is in agreement with the predicted behavior. The downward ' drop' of the come begins in the 26 to 39 psig pressure interval as shown in the data in Appendix F. Prior to 26 psig, there is no measured displacement of the apex relative to the Springline. There is a slight increase in this ' drop' at 52 psig, then a slight return upward at 60 psig. This phenomenon is associated with the concrete cracking and its progression in the structure. The 26 to 39 psig pressure interval produced vertical cracking in the cylinder (Section 8.4.4), associated with hoop stress, and an accompanying reduction in hoop stiffness of the cylinder. This cracking progresses into the dome only locally at the Springline, and, even at 60.2 psig, the dome does not show significant cracking. Therefore, a significantly greater mismatch in cylinder and dome stiffnesses exists up to 60.2 psig than was predicted.

This again is associated with the assumed concrete tensile strength of 300 psi being lower than actual (400 to 500 psi). The extent of cracking in the dome is probably progressing at the 60.2 psi pressure level and hence the reversal in cisplacement trend. The phenomenon is related to the shell having locally orthotropic O WNP-1 SIT 8-13

8.4.3 Vertical Displacement of Dome (cont'd)

' stiffnesses which vary with location on the come and a

[ change with increased cracking due to increased 4

pressure. The response of the structure on a second pressure cycle would not proceed on the same pressure-displacement path but would reach the same state as the first cycle's 60.2 psig response. Higher pressure would further crack the structure.

8.4.4 Radial Displacement of Cylinder  ;

1 Appendix E, Item 3, compares the respective values of l radial displacements at 60.2 psig pressure. The predicted maximum diameter changes range from approximately 1.5 inch to 1.8 inch depending upon azimuth. This compares to 1.4 to 1.73 inch measured.

The Springline (Elevation 565'-0) has a smaller diameter change; predicted 1.24 to 1.40 inch compared to measured 1.2 to 1.26 inch. All changes in diameter were within acceptance levels. This measure of performance is a good indicator that the shell structure is behaving as i

! designed. Radial displacements on some azimuths, as will be explained later, will not compare as well.

l l ,

iO WNP-1 SIT 8-14 l

- .- . -. . __ - =_

i 8.4.4 P.adial Displacement of Cylinder (cont'd) hA The 26 to 39 psig pressure range produced significant vertical cracking due to the hoop stresses exceeding concrete tensile strength. Hence, radial displacements depend upon pressure and area of steel, which are both

. accurately known, and lateral earth pressure, which is imprecisely known. Additionally, the soll's placement at the time of the SIT differs from that assumed in the analysis. The absence of horizontal cracking has a minor effect on raolal displacement, this being associated with 4

discontinuity effects.

At all azimuths except 348 , the wall profile is increasing displacement from base to Elevation 436',

nearly constant through Elevation 533' and a ' pulling in' at the Springline. The latter is due to the dome's U

greater stiffness and restraining effect. Azimuth 348 shows a strong influence of the soll embankment with radial displacements approximately one-third (1/3) those of the other azimuths (the response of the shell to this I

loading was discussed in Section 8.2). At the Springline, the dome ' pushes out' the cylinder.

4 2 (

8-15 WNP-1 SIT r f

i I

p 8.4.4 Radial Displacement of Cylinder (cont'd) k Comparisons of predicted to me6sured radial displacement U 0 are good for azimuths 168 and 48 and satisfactory U U U for azimuths 228 and 108 . At azimuth 348 the predicted displacements are significantly greater than measured values. Two (2) factors are contributers; first, the definition of soil pressure is prone to some error and second, the Eauipment Hatch boss did not crack under pressure and is stiffer than assumed. At azimuth 288 , the measured radial displacements are greater than acceptance values by approximately twenty percent (20%). This is a direct result of the differences in soil placement at the time of the SIT and that assumed in the analysis where the embankment is distributed further along that quadrant. A more appropriate comparison, not considering the soil effect, would be the displacements U

given for azimuths 48 and 108 . The exact extent of the soil is an important parameter for the azimuths in close proximity to the embankment. Comparing measured U

displacements at azimuth 288 to predicteo 0 U displacements for either azimuths 48 or 108 shows good agreement. Measured radial displacements exceed acceptance levels by as much as twenty-four percent (24%)

U This (at azimuth 48 ) for Elevation 410'-6.

i displacement is sensitive to bending (slope) in the base 8-16 WNP-1 SIT

. _ ~ . ~ - . -

8.4.4 Radial Displacement of Cylinder (cont'd) mat which in turn is a function of the underlying soil's stiffness. It is more prone to error but is a local effect only. The magnitude of the displacements are small and the exceedance has no significance on Containment performance.

The previous discussion identified measurements that were in excess of acceptable values. A total of nine (9) of the thirty-eight (38) radial / diameter measurements were in excess of the acceptance value. Of the nine (9) measurements, seven (7) show a displacement recovery in ,

excess of eighty percent (80%) (see Table 8-1) and the other two (2) measurements at Elevation 410'-6, for all i

practical purposes, are eaual to the acceptance values and still show recovery values of at least seventy-six percent (76%). The high displacement recovery demonstrates the elastic nature of the Containment structure. At the point e

of predicted maximum radial displacement (IG-23, Elevation 533'-0, Azimuth 168 U) the measured displacement was approximately five percent (5%) less than the predicted value.

In balance, the shell's deformation is in good agreement with predictions and, accordingly, the state of stress in the hoop rebar is compatible with design.

!O 8-17 WNP-1 SIT i

_ _ . . ~ . _ . . _ . . . _ _ _ , , _ _ _ . _ , . _ . _ _ _ . _ _ - . . . . . _ . , - _ _ _ . _ , , _ , , _ _ _ _ _ ,

8.4.5 Displacement of Cylinder at Eoulpment Hatch i

Appenaix E, Item 4, compares the respective valuas of radial displacements at 60.2 psig pressure. As previously discussed in Sections 8.2 and 8.4.4, the soil embankment restricts the radial growth of this area of the shell. In aodition, the boss is a 'hard spot' on the shell wall which does not displace as much under pressure as the balance of the wall. When the boss does not crack, as described in Section 8.2 and 8.6, this latter effect is more pronounced. The comparison shows the measured displacements to be significantly smaller than predicted, which is in agreement with the minor cracking observed and the resulting increased stiffness.

(

8.4.6 Eoulpment Hatch Deformations Appendix E, Item 5, compares respective values of Equipment Hatch deformations. The ovalling of the opening predicted by analysis was experienced as shown by the data. The magnitude of displacements are smaller than predicted due to the absence of significant cracking on the boss.

O 8-18 WNP-1 SIT

1

[] 8.4.7 Recovery After Depressurization

%/

The purpose of measuring recovery is that it is an indication of elastic deformation. The structure is expected to recover seventy percent (70%) or more of the maximum deformation after depressurization. Final ,

recovery readings were made twenty-four (24) hours after complete depressurization and are shown in Table 8-1.

Additional recovery is possible in later time.

The overall recovery behavior of the structure is best demonstrated by the radial displacements of the cylinder wall, since the most significant rebar stresses occur in the radial direction during the SIT. Since practically

', O() all measurements recovered greater than seventy percent (70%) of their maximum value at 60.2 psig, there is a positive indication of elastic behavior of the structure. All diameter changes measured by single long wire gages did not recover seventy percent (70%) of the maximum value. This is indicative of instrumentation error, considering that radial displacement in the same vicinities did show recovery in excess of seventy percent (70%). Radial displacements local to the Equipment Hatch recovered more than seventy percent (70%) except R-2 which recovered sixty-eight percent (68%), R-4 and R-7 which recovered approximately sixty percent (60%).

O 8-19 WNP-1 SIT

b) 8.4.7 Recovery After Depressurization (cont'd)

G The relatively'small values of maximum displacements at these locations are more prone to instrument error which is the most probable cause. This is further reinforced by the fact that all other measurements at the Equipment.

Hatch recovered more than seventy percent (70%), which is indicative of the overall elastic nature of the shell.

All vertical measurements on the cylindrical shell to Elevation 485'-0 did not recover. The combination of long-wire gages and small values of displacement suggest

' instrument error. This is particularly so since the J

cylinder did not crack due to vertical stresses and O virtually full recovery should result. There is no V

possibility that the structure behaved inelastically, since rebar stresses were very low, therefore, recovery is not a significant parsmeter for these measurements.

Measurements to Elevation 565'-0 by I'G-3 and IG-9 show recovery greater than seventy percent (70%) while data for IG-6 could not be~ determined and IG-12 showed sixty-three percent (63%) recovery. Again, the later case is probably. instrument error for the same arguments as above, considering that no significant horizontal cracking occurred and that the higher point, which is the maximum predicted displacement, showed a seventy percent (70%) recovery, the shell must be acting'in an elastic f-

" manner throughout its vertical length.

8-20 WNP-1 SIT

8,4.7 Recovery After Depressurization (cont'd)

Measurements on the dome show very erratic recovery; again symptomatic of long diagonal wire gage instrument error. This is reinforced by the fact that IG-13a and IG-13b, which are the closest to a true vertical measurement, show acceptable recovery. As explained in Section 8.4.3, .he displacement trend of the dome is in agreement with the predicted trend even though the absolute measurements recorded are erratic.

8.4.8 Summary, Vertical displacements of the cylinder are controlled by wall stiffness for uncracked concrete. Meridional rebar stresses are very low for 60.2 psig. The resulting small measured vertical displacments are consistent with the uncracked concrete and resulting low rebar stresses. The vertical behavior of the shell is completely elastic.

Dome apex displacements are negative relative to the Springline because of a stiffness mismatch between cylinder and dome initiating in the 26 to 39 psig pressure range. This mismatch begins to reverse above 52 psig with apex displac;. ment in the positive direction.

The behcvior trend of the dome is in agreement with that which was anticipated.

O J

' 8-21 WNP-1 SIT

8.4.8 Summary (cont'd)

Diameter changes of the cylinder are the most accurately predicted and are the ber,t indication of shell performance. '...2 SIT was very successful by this measure with good analytical to test comparison. The structure did not show any evidence of distress, globally or locally.

Radial displacements were more sensitive to the placement U

of the soil. Poor comparison at azimuth 288 can be explained by the differences in assumed soil pressure distribution for analysis and actual soil placed at the time of the SIT.

O Displacements at. the Eauipment Hatch are smaller than predicted largely because of the lack of significant cracking of the boss, resulting in a greater stiffness of the local area.

Recovery is greater than seventy percent (70%) for the shell with deviations judged to be largely due to instrument errors.

8-22 WNP-1 SIT

8.5 Comparison of Test and Predicted Values of Stress (n).

8.5.1 General Stress / strain measurements are point functions, that is, indicative of what is happening local to that point only and serve only as a seconaary indicator of performance.

This Containment structure is non-prototype and, typically, would not require strain measurements.

However, for completeness, this SIT incorporated rebar and concrete strain measurements at the Springline.

Additionally, strain measurements on the liner were incorporated for information only.

8.5.2 Stresses in Rebar at Springline

'N From Item 8, Appendix E, the maximum hoop rebar stress is 4

d 25.2 ksi, well below the maximum predicted of 30 ksi.

The maximum meridional rebar stress is 11.8 ksi, also well below its predicted maximum 21 ksi. The hoop rebar stresses are consistent with the values associated with cracked concrete as noted for the cylinder. Actual rebar stress will vary along an individual rebar accoraing to its proxir..ity to a crack. Removed from a crack, a gage will inaicate lower stresses. Accordingly, the measured stresses are indicative that rebar stresses remain below 30 ksi everywhere, including locally at a crack.

O WNP-1 SIT 8-23

8.5.2 Stresses in Rebar at Springline (cont'd)

('N

-b The magnitude of the meridional rebar stresses are indicative of some horizontal concrete cracks forming locally at the Springline. The rebar stresses are higher on the inside of the cross-section for azimuths 135 and 225 and reversed for azimuth 0 . This is consistant with the formation of meridional moments required to maintain displacement and rotation compatibility between dome and cylinder where azimuths 135U and 225 see the dome ' pulling in' the cylinder and at azimuth 0 ' pushing out', as discussed in previous sections.

' Considering that Containment deflections in general are less than the acceptable limits and the degree of cracking was less than anticipated, it can be concluded that rebar stresses in general are less than the allowable limits.

8.5.3 Concrete Stresses at Springline Appendix E, Item 9, suaynarizes this data for 60.2 psig.

Foint measurements of concrete strain are highly prone to error ano are very sensitive to methods, instrumentation and installation.

l l

O WNP-1 SIT 8-24

_ _ . _ . . - . . _ _ _ = . ..

f 8,5.3 Concrete Stresses at Springline (cont'd)

During the stabilization period prior to the SIT, the ,

concrete strain gages performed erratically and were not expected to provide useful data.

As can be seen from the recordeo data, the measured data from these gages is very erratic and appears meaningless. Gages 3-0, 1-22 and 3-22 did yield strain data which followed the pressure cycle but, again, their I

absolute values are meaningless.

8.5.4 Liner Stresses Near Large Openings Items 10 and 11 of Appendix E summarize the measured liner stresses in the vicinity of the large openings for 60.2 psig. This data was for information only.

The liner stresses near the Equipment Hatch are compatible with the observed displacement behavior of the cylinder in this region. The maximum principal stresses are oriented to the hoop direction. Local stress enhancement is apparent by observing the cecrease with

at<.tance in both the 17 o' clock and 6 o' clock axes. All stresses are below the nominal yield stress of 32 ksi of the liner.

O WNP-1 SIT 8-25

- ~ - - _ - _ _ , - - _ _ _ _ _ _ _ _ _ , _ _ . _ _ _ _ ,.___ , _._.. _ _ ._ _ _ _ __._. _ _ . . _.

8.5.4 Liner Stresses New large Openings (cont'd)

Peak liner stresses near the Personnel Airlock are approximately 33 ksi excluding SR-20 where the indicated stress is 61.4 ksi. While it is possible that this gage was giving erroneous readings, it is also possible that localized liner yielding had occurred. This phenomenon could occur in the event that the strain gage is located specifically where the liner spans a concrete crack. The localized nature of the yielding is demonstrated by the data from adjacent gages which show no yielding of the liner. Review of the data for the full pressure range shows that this gage did not behave linearly including the depressurization ramp. In any case, no liner distress was apparent during the post test inspection.

8.6 Comparison of Test and Predicted Concrete Cracking 8.6.1 General The basis for predicted cracking pattern and width is the behavior of the prototype Containment. The maximum expected widths (exclusive of local cracks at large openings) are 0.025 inch or less, spaced at approximately eighteen (18) inches. The acceptance criterion at peak pressure is 0.035 inch, averaged over a length of twenty (20) feet; minimum spacing is fifteen (15) inches.

Cracks were expected to close to less than 0.010 inch.

\

8-26 WNP-1 SIT

8.6.2 Eouipment Hatch and Personnel Airlock Areas

[~)

'\ J The Eauipment Hatch area (Figures 9.1 through 12.2 of Appendix F) experienced cracking oriented in the vertical direction associated with the hoop stress. The maximum crack width was 0.016 inch and closed to 0.010 inch after depressurization. Slight cracking developed in the transition zone but dio not propagate or widen beyond 0.010 inch. No significant cracking was evidenced on the boss. All cracks closed to 0.010 inch or smaller except a few cracks that existed prior to pressurization and the measurement of which was subject to surface spalling from the sandblasting cleaning trethod used.

O The Personnel Airlock area (Figures 13.1 and 13.2 of r) Appendix F) showed crack widths in the shell wall adjacent to the boss area, up to 0.030 inch for the maximum, which is within the acceptable maximum width of 0.035 inch.

O WNP-1 SIT 8-27

8.6.3 Areas Other Than Large Openings Area 3 (Figures 14.1 and 14.2, Appendix F) at the base (Elevation 399' to Elevation 400'} showed several pre-existing vertical cracks which increased 0.005 to 0.007 inch at peak pressure. These cracks generally closed tighter on depressurization.

Area 4 (Figures 15.1 and 15.2, Appendix F, Elevation 480' to Elevation 490') also showed several pre-existing vertical cracks which did not significantly change with pressurization. New cracks opened to a maximum width of 0.020 inch and closed to 0.013 inch or smaller.

O

'w)

Areas 5, 6 and 7 (Figures 16.1 through 18.2, Appendix F) are located near the Springline at several azimuths.

Only a few pre-existing cracks were found. The maximum crack width at 60.2 psig was 0.014 inch and all cracks closed to less than 0.011 inch except pre-existing cracks with larger initial crack widths. As noted previously,

{ the measurement of these crack widths was sensitive to surface preparation. Their penetration into the surface was noted as small.

O WNP-1 SIT 8-28

m 8.6.4 Summary As can be seen from the various crack mapping figures in Appendix F, the spacing of cracks with widths in excess of 0.01 inch exceeds the minimum predicted spacing of fifteen (15) inches. It was observed by the Designer that in the area of the Springline (Elevation 565'-0) a relatively uniform pattern of vertical cracking occurred, altnough practically all of the cracks were less than 0.01 inch in width. The spacing observed ranged approximately from fifteen (15) to twenty-four (24) inches, which is in excellent agreement with expected crack spacing. Additionally, the Designer observed two (2) isolated cracks located approximately twenty-five (25) feet down from the apex of the dome. These cracks were observed prior to the SIT and were of a very shallow depth (approximately 1/4 inch). Upon inspection at approximately 52 psig pressure, no change in the crack width or depth had occurred.

The relatively small degree of cracking of the entire Containment combined with the acceptable widths of those cracks which did occur is an indication that the strength of the Containment structure is more than acceptable.

8-29 WNP-1 SIT

TABLE 8-1 PERCENT OF DISPLACEMENT RECOVERY

.,-~

'"' Vertical Displacement of Shell 8-1.1 (Relative to Base Mat)

Measured Value Measureo Value 24 Hours After Displacement Instrument 8 Peak Pressure 60.2 psig) Depressurization Recovery No . - (in.) (in.) (%)

IG-1 Deleted IG-2 0.08 0.06 25(3)

IG-3 0.13 0 100 IG-4 Deleted IG-5 0.10 0.07 30(3)

IG-6 0.17 0.13 (1)

IG-7 Deleted IG-8 0.08 0.07 13(3) p

(. IG-9 0.18 0.03 83 IG-10 Deleted IG-ll 0.02 0.02 (2)

IG-12 0.16 0.06 63 t

NOTES: (1) Recovery cata could not be accurately determined due to insufficient data to determine instrument dead band (see Appendix F).

(2) Data not reasonable due to malfunction of instrument.

(3) Recovery data could not be corrected due to small maximum displacement (see Appendix F).

O 8-30 WNP-1 SIT

TABLE 8-1 , ,

< PERCENT OF DISPLACEMENT RECOVERY l 8-1.2 Vertical Displacement of Dome (Relative to Springline)

. Measured value Instrument Measured Value 24 Hours After Displacement No. 6 Peak Pressure 60.2 psig) Depressurization Recovery (in.) (in.) (%)

IG-13 -0.23 -0.08 65 4

IG-13 -0.23 -0.08 65  :

IG-13a 0.17 0.02 88 IG-130 0.10 -0.07 170 l

IG-13c 0.29 0.13 55  ;

i IG-130 0.15 0.45 (1)

O NOTE: (1) Recovery data could not be accurately determined due to insufficient data to determine instrument dead band (see Appendix F).

1 8-31 WNP-1 SIT lO I

1

,.,r r ear - .-~,-, n,n ,. w,-a -. -,,---- n- . - . , - , ,-,,,,n.

TABLE 8-1 t>ERCENT OF DISPLACEMENT RECOVERY

(

v 8-1.3 Radial Displacement of Shell (Other than in the area of the Equipment Hatch)

Measured Value Measured Value 24 Hours After Displacement Instrument e Peak Pressure 60.2 psig) Depressurization Recovery No. (in. ) (in.) (%)

IG-14 0.10 0 100 IG-15 0.24 0.03 88 IG-16 0.28 0.06 79 IG-17(3) 0.25 0.12 (1)

IG-18 0.48 0.07 85 IG-19 0.52 0.10 81 IG-20 0.24 0.03 88 IG-21 0.75 0.12 84 IG-22 0.81 0.09 89 IG-23 0.91 0.08 91 IG-24 0.71 0.10 86 IG-25 0.26 0.02 92 IG-26 0.82 'O.07 91 IG-27 0.96 0.08 92 IG-28 0.99 0.14 86 IG-29 ' O.98 0.12 88 NOTES: (1) Recovery data could not be accurately determined due to insufficient data to determine instrument 4

dead band (see Appendix F).

(2) Separated from wall prior to recording 60.2 psig data.

(3) Actual measurements were the Containment diameter. The values shown are one-half (1/2) of the measured values O' to equate to a radial measurement.

8-32 WNP-1 SIT i

TABLE 8-1 PERCEM OF DISPLACEMENT RECOVERY 8-1.3 (cont'd) Radial Displacement of Shell (Other than in the area of the Equipment Hatch)

Measured Value Measured Value 24 Hours After Displacement 4 Instrument 0 Peak Pressure 60.2 psig) Depressurization Recovery No. (in.) (in.) (%)

i IG-30 0.74 0.07 91 IG-31 0.25 0.06 76 4

IG-32 0.64 0.05 92

) IG-33 0.76 0.09 88 IG-34 0.74 0.12 84 IG-35 0.68 0.11 84 IG-36 0.55 0.15 73 IG-37 0.26 0.06 77 IG-38 0.78 0.11 86 IG-39 0.74 0.14 81 t

IG-40 0.70 0.09 87 IG-41(2) __ __ __

IG-42 0.62 0.11 82 IG-43 0.17 0.01 94 IG-44 0.54 0.05 91 IG-45 .0.93 0.11 88 -

8 33 WNP-1 SIT l

4

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i

. TABLE 8-1 C3

8-1.3 (cont'a) Radial Displacement of Shell (Other than in the area of the Equipment Hatch)

Measured Value Measurea Value 24 Hours After 013 placement Instrument 0 Peak Pressure 60.2 psig) Depressurization riccovery No. (in.) (in.) (%)

IG-46 1.00 0.14 86 4

IG-47 0.95 0.08 92 l IG-48 0.77 0.13 83 IG-53(3) 0.63 0.20 68 IG-54(3) 0.60 0.26 57 IG-55(3) 0.60 0.28 53

. O l

Y d

8-34 WNP-1 SIT l

! l i

. - - - .--...--...,.._._--..-...-.._,--,,-___,.,m.___ . . _ , _ . , , . _ _ , . . . , _,,.,._.,_,,mm...,,_,,__---

TABLE 8-1 PERCENT OF DISPLACEMENT RECOVERY (v ) 8-1.4 Radial Displacement of Shell in the vicinity of the Equipment Hatch Measured Value Measured Value 24 Hours After Displacement Instrument @ Peak Pressure 60.2 psig) Depressurization Recovery tb . (in.) (in.) (%)

R-1 0.02 0.01 (1)

R-2 0.25 0.08 68 R-3 0.16 0.04 75 R-4 0.24 0.10 58 R-5(2) __ __ __

R-6 0.47 0.06 87 R-7 0.17 0.07 59 R-8 0.39 0.06 85 R-9 0.29 0.06 79

('~)

Lj R-10 0.69 0.11 84 R-11 0.22 (3) --

R-12 0.55 0.07 87 NOTES: (1) Data not reasonable due to malfunction of instrument.

(2) Separateo from wall prior to recording 60.2 psig data.

(3) Separated from wall prior to recording 0 psig depressurization data.

8-35 WNP-1 SIT O

b

TABLE 8-1

i. PERCENT OF DISPLACEMENT RECOVERY 8-1.5 Diameter change of Equipment Hatch (Measurements were taken within the Hatch Barrel) i l

Measured Value Measured Value 24 Hours After Displacement Instrument 0 Peak Pressure 60.2 psig) Depressurization Recovery tb . (in.) (in.) (%)

IG-49 0.21 0.06 71 IG-50 -

0.01 - 0.11 (1) .

t IG-51 0.06 0.01 83 l

IG-52 0.06 0.01 83 i

LO NOTE: (1) Data not reasonable due to malfunction of instrument.

i I

i i

I 8-36 WNP-1 SIT J

4 k w#r=77q-wy w-*- + -y - - - -y-www,,-w.-- ,.,,--p,,.,vyyp+,- # p, ,.g w w m yg. ,.g- g y o. . ep,y,-w ga9w',9 ,gy--gg-g-g y p -y pp. 9,- yg.eyp-w

TABLE 8-1  !

PERCENT OF DISPLACEMENT RECOVERY 8-1.6 Tangential Distortion of Shell around Equipment Hatch i

i Measured Value Measurea Value 24 Hours After Displacement Instrument @ Peak Pressure 60.2 psig) Depressurization Recovery No. (in.) (in.) (%)

T-1 0 0 100 T-2 0.49 0.06 88 T-3 Not Used T-4 Not Used T-5 0 0 100 T-6 0.59 0.06 90 4 T-7 Not Used T-8 Not Used T-9 0 (1)

T-10 0.73 0.12 84 NOTE: (1) Separated from wall after reading 60.2 psig data but prior to O psig depressurization.

8-37 WNP-1 SIT O

--,-r,,... --,,..ryw,,..-.% ri-e-, ,r., -,---,,_-w,.,

w,,,,-,..-v.m..w._ ..._w,

, ,wy-v- i--.-,w--,-., ---,,-,v---

a TABLE 8-1 f PERCENT OF DISPLACEMENT RECOVERY l

i 8-1.7 Vertical Displacement of Interior Crane Wall

(Relative to Base Mat)

Measured Value

Measurea Value 24 Hours After Displacement  ;

i Instrument -O Peak Pressure 60.2 psig) Depressurization Recovery ,

No. (in.) (in.) (%)

IG-56 0 0 100

, IG-57 0 0 100 t

f lO .

t

).

d i

8-38 WNP-1 SIT

p 9. EVALUATION OF ACCURACY Ato DEVIATIONS, O CORRECTIVE ACTIONS Ato SAFETY MARGIN 9.1 Accuracy As discussed in Section 8, the overall behavior of the Containment during the SIT was in good agreement with the predicted behavior.

A total of one hundred fifty-four (154) instruments were used to record test data of which fourteen (14) were definitely identified as giving partial or no usable data, as shown in Appendix E and Table 8-1. Additionally, based on the evaluation of the total data, it is obvious that certain additional instruments, primarily for vertical displacements, gave erroneous readings.

However, the type of data that was not acceptable was varied

[v] enough such that there was sufficient acceptable data, for all parameters, to draw positive conclusions for the acceptance of the Containment structural integrity.

The amount of data considered acceptable is in excess of ninety percent (90%) of the total data that was to be recorded.

A detailed discussion of the apparent deviations and corresponding unacceptable data follows in Section 9.2.

3

(O 9-1 WNP-1 SIT l

l l .

9.2 Deviations U^ 9.2.1 General The greatest majority of measured values for the SIT are less than the acceptance values from analysis. Although certain instruments yielded no usable data and others partial usable data, for all of the required measured parameters, sufficient data was available to determine positive conclusions relative to the Containment structural integrity.

9.2.2 Shell and Dome Vertical Displacements The most significant ' deviation' of measured values to predicted values is the vertical displacements of the p

a shell and dome and this ' deviation' is of a conservative nature. Sections 8.4.2 and 8.4.3 discuss the interpretation of the recorded data with the conclusion that the actual concrete strength is greater than assumed for analysis.

For the vertical displacements of the shell, only one (1) instrument (IG-ll) gave unreasonable displacement data, however, the recovery data from five (5) other instruments (IG-2, IG-5, IG-6, IG-8 and IG-12) could not be accurately determined. As identified in Appendix F, Section 4.6, a significant error was experienced in the measured displacements during the initial phase of O

9-2 WNP-1 SIT

/~N 9.2.2 Shell and Dome Vertical Displacements (cont'd) depressurization due to the reversing of the actuator motion and a resulting frictional force that had to be overcome. This required the testing Contractor to make numerical corrections to his readings, as described in Appendix F and shown on Figures 35 and 37 of the same Appendix. The smaller the actual displacement, the more difficult the correction was to determine which affected the accuracy of the given values. Still, based on the maximum vertical displacement for Elevation 565.0' (IG-9) which showed eighty-three percent (83%) recovery and the fact that no significant horizontal cracking was observed, and vertical rebar strains were low, it is

,, concluded that all vertical measurements should have exhibited similar recovery and the shell behaved in an elastic manner, as discussed in Section 8.4.2.

For the vertical displacements of the dome, twelve (12) instruments were used to measure six (6) points (two (2) points being the apex). The actual measurements for the dome were made primarily by long diagonal wires, originating at the Springline on the shell, which were susceptable to measurement errors as discussed in Appendix F. The vertical displacement values given are l

from an averaging and conversion of the diagonal O WNP-1 SIT 9-3

1 9.2.2 Shell and Dome Vertical Displacements (cont'd) v measurements. Gages for IG-13d gave no usable recovery data and gages for IG-13 and IG-13c show recovery, of sixty-five percent (65%) and fifty-five percent (55%),

respectively. As explained for the shell vertical displacement, it is concluded that these recovery data are suspect due to the small displacements experienced and the difficulty of correcting the recovery values, as can be seen in Figures 38 and 49 of Appendix F. The recovery for the actual diagonal measurements for the dome apex average greater than seventy percent (70%) as shown on the last four (4) pages of Appendix F, which supports our conclusion of elastic behavior of the dome.

.t O Gages IG-13a and IG-13b were the truest vertical measurements and the shortest instrument wire, and these gages show recoveries well in excess of seventy percent (70%). As discussed in Section 8.4.3, the overall behavior of the dome followed the predicted behavior and does exhibit elastic behavior.

9-4 WNP-1 SIT O'O l

l

r 9.2.3 Radial Displacement at Eauipment Hatch

, b Another area of ' deviation' is the radial displacement of the shell in the area of the Equipment Hatch. Again, the measured values were significantly less than the predicted values. Section 8.4.5 discusses the minor cracking and the stiffness of the thickened concrete around the Equipment Hatch (Boss Area).

Two (2) of the twelve (12) gages (R-1 and R-5) measuring radial shell displacements in the vicinity of the Equipment Hatch gave no usable displacements at 60.2 psig. One (1), gage (R-ll) did not give recovery data and three (3) other gages (R-2, R-4 and R-7) show suspect

( )

values of recovery. The suspect recovery data is due to

(./

the method of Correcting the recovery data for small displacements, as previously discussed. Figures 89, 91 end 93 of Appendix F graph the suspect instruments.

Gages, adjacent to the suspect gages show recoveries in excess of seventy percent (70%) and, as discussed in Section 8.4.5, the small displacements and a lack of significant cracking in the boss area are indicative of elastic behavior.

4 vO 9-5 WNP-1 SIT

9.2.4 Shell Radial Displacements

~x Tnirty-eight (38) instruments were used to measure the shell radial displacements in addition to those in the vicinity of the Equipment Hatch. One (1) instrument (IG-41) gave no usable data at 60.2 psig. Another (IG-17) gave probable erroneous displacement data and no usable recover data and three (3) (IG-53, IG-54 and IG-55) gave suspect recovery data. The three (3) gages that are suspect are full diameter measurements. The wire for these gage measurements was much longer than those used for radial measurements and it its concluded that these gages were much more prone to recovery correction error than were the shorter radial measurements. This can be seen from Figures 86, 87 and 88 of Appendix F and is reinforced by the fact that

(}

V radial measurements in the same vicinity as the diameter measurements did recover by more than seventy percent (70%). For IG-53 refer to IG-19 and IG-24, for IG-54 refer to IG-30 and IG-36, and for IG-55 refer to IG-42 and IG-48. Nine (9) gages recorded maximum displacements in excess of the acceptance criteria. The analytical reasons for the experienced phenomenon are discussed in Section 8.4.4. Additionally, seven (7) of the gages (IG-20, IG-25, IG-43, IG-45, IG-46, IG-47 and IG-48) show a recover in excess of eighty percent (80%). The remaining two (2) gages (IG-31 and IG-37) show recoveries O

b 9-6 WNP-1 SIT 4

, _ _ - - . _ _ .-, - , ___-e- - , . _ . . . - _ . , - - , , _ . . -

7 s 9.2.4 Shell Radial Displacements (cont'd)

{Y

\

~ of seventy-six percent (76%) and seventy-seven percent (77%), respectively, for relatively small measurements which for all practical purposes are equal to the acceptance criteria. All radial displacements recovered by more than seventy percent (70%) which clearly demonstrates the elastic nature of the Containment. As discusseo in Section 8.4.4, the shell radial displacements, which are the most accurate indicators of the Containment behavior, are in excellent agreement with analytically predicted behavior.

9.3 Disposition and Corrective Action The explanation ano thus the dispositon of apparent deviations is given in Section 8 and further discussed in the preceeding text of this section.

Based on the comparison and evaluation of measured data to predicted values and acceptance criteria, it is concluded that no corrective action is required and the acceptance criteria of Subarticle CC-6213 have been satisfied.

O WNP-1 SIT 9-7

.- . _ _ - - _ - . _ _ . _ - - , _ _ . _ . _ _ ~ _ _ _ _ . - - _ . . - . - _ _ _ . _ . _ . _ _ _ _ . . . _ _ _

~ 9.4 Safety Margin The Containment structure performed as designed. This is evidenced by the satisfactory overall displacements (which constitutes the most reliable measure), local measurements of rebar stress, strain measurements on the liner, the extent of cracking and crack width, no sign of local distress, and the satisfactory recovery of the structure. Additionally, it is seen that concrete strengths are significantly greater than design.

Therefore, stress levels are well within design limits for the SIT A

loaa combination where the proof-load pressure, Pt = 60 psig, is fifteen percent (15%) greater than the design accident pressure, Pg = 52 psig. Moreover, since the Containment structure was designed to Code mandated load combinations and the actual design

/3 controlling load combinations include 1.5 x Pp, m e excellent V performance during the SIT give positive assurance that a margin of safety relative to the design accident pressure exceeds fifty percent (50%).

O V

9-8 WNP-1 SIT i

i i-WNP-1 c

T WASHINGTON PUBLIC POWER SUPPLY SYSTEM >

> SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 i

• STRUCTURAL INTEGRITY TEST ,

0F CONTAIPMENT i

i i

I

! APPEPOIX A 1

! UE&C SPECIFICATION 9779-212

! FOR l

i STRUCTLRAL INTEGRITY TEST l OF i

j CONTAINMENT i

REVISION 6 DATED 2/11/83 t

6 l

e Le I

I-1 l_ . . . - . . . . _ _ _ - . . . _ _ _ _ _ . . _ _ _ _.__ _ . --

4 d

i i

l 1

I i l

l APPENDIX A ,

i

~_

l

The following are those sections of UE&C Specification -

9779-212 which are directly related to the performance of the SIT. Commercial sections, etc. are not included.

j The Specification related to acceptance criteria is ,,

included in Appendix 8 of this report.-- , i

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• i ,

, , . . - c -. . _ , . . - - , _ _____ _ _ . - - _ _ _ _ . . .__ _. _ - _ - - .

SECTION 1D REFERENCE CODES AND STANDARDS SPECIFICATION 9779-212 STRUCTURAL INTEGRITY TEST WASHINGTON PUBLIC POWER SUPPLY SYSTEM SUPPLY SYSTEM NUCLEAR PROJECT NO.1 Ur.ited Engineers and Constructors, Inc.

30 South 17th Street Philadelphia, Pennsylvania 19101 SPECIFICATION 9779-212 Revision O (See Status Sheet for Date)

-O 1D-TP

SECTION ID a j v

REFERENCE CODES AND STANDARDS CODES AND STANDARDS REFERENCED IN SECTION 13F i i

ISSUE DATE CODE OR STANDARD Code of Federal Regulations 10 CFR 50 Appendix A General Design Criteria for Nuclear Power Plants - General Design Criteria 1, 1971 Quality Standards and Records American Society of Mechanical Engineers (ASME)

' ASME Boiler and Pressure Vessel Code -

Section III, Division 2 Nuclear 1975 Ed.

Power Plant Components Up to and including Winter,1976 Addenda American National Standards Institute (ANSI)

ANSI N45.2 Quality Assurance Program 1971 Requirements for Nuclear Power Plants 1978 ANSI Cl The National Electric Code U.S. Nuclear Regulatory Commission Regulatory Guide 1.136, Revision 2 Materials, Construction and Testing Concrete Containments 1981 SPECIFICATION 9779-212 Revision O (See Status Sheet for Date) 1D-1

-s, SECTION ID

' REFERENCE CODES AND STANDARDS CODES AND STANDARDS REFERENCED IN SECTION 13G CODE OR STANDARD ISSUE DATE American National Standards Institute (ANSI)

ANSI - N45.2 Quality Assurance Requirements 1971 for Nuclear Power Plants ANSI - N45.2.2 Packaging, Shipping, Receiving, 1972 Storage and Handling of Items for Nuclear Power Plants ANSI - 45.2.6 Qualifications of Inspection, 1973 Examination and Testing Personnel for Construction of Nuclear Power Plants American Society for Testing Materials (ASTM)

ASTM - A36 Standard Specification for Structural 1975 (or later edition)

Steel 7-,

(~s]

U.S. Dept. of Labor, Occupational Safety and Health Administration (OSHA)

Occupational Safety and Health Act, Public Law 1970 91-596, (Code of Federal Regulations 29CFR1910, 19CFR1926)

State of Washington-Department of Labor and Industries (WISHA)

Washington Industrial Safety and Health Act 1973 SPECIFICATION 9779-212

[N Revision O h (See Status Sheet for Date) 1D-2

1 l

l O- SECTION 1E l

SCOPE OF WORK  !

' SPECIFICATION 9779-212 STRUCIURAL INTEGRITY TEST WASHINGTON PUBLIC POWER SUPPLY SYSTEM SUPPLY SYSTEM NUCLEAR PROJECT NO.1 United Engineers and Constructors, Inc.

30 South 17th Street Philadelphia, Pennsylvania 19101 l

l t

SPECIFICATION 9779-212 Revision 0-(See Status Sheet for Date)

!O l

1E-TP

3-l O SECTION lE V 1.0 GENERAL SCOPE OF WORK 1.1 The scope of work includes the furnishing of all supervision, labor tools and equipment required to perform and report the Structural Integrity Test for the WNP-1 Containment in compliance with the General Design Criteria 1, " Quality Standards and Records" of Appendix A to 10CFR50

" General Design Criteria for Nuclear Power Plants". The Structural Integrity Test will demonstrate the structural capability of the Contain-ment to withstand postulated pressure loads, in accordance with the require-ments of Regulatory Guide 1.136 " Materials, Construction and Testing of Concrete Containments" and CC-6000 of the ASME III Division 2 Code.

1.2 The work consists of:

.1 Temporary sealing of the Containment with mechanical plugging y devices, as specified by the Engineer for incomplete penetrations, and installation of the Equipment Hatch and Emergency Air Lock on the north of the Containment. The Personnel Air Lock has been installed and will be required to be secured.

.2 Installing instrumentation, installing all temporary supports for equipment (including provisions for accessibility to instrumentation and equipment), pressurization and depressuriz-ation of the Containment, monitoring the response of instrumen-tation, conducting concrete crack surveys prior to, during and A

af ter the SIT and reporting the results of the structural behavior for non-prototype Containment with special provisions.

I The management of the test shall be under jurisdiction of UE&C and decisions regarding the pressurization and depressurization shall be by UE&C based on recommendations of the Contractor.

SPECIFICATION 9779-212 Revision /

(See Status Sheet for Date) lE-1

SECTION 13F STRUCTURAL INTEGRITY TEST

[] SPECIFICATION 9779-212 V ..

SUPPLY SYSTEM QUALITY CLASS I I certify that this Construction Specification is correct and complete and is in compliance with the requirements of the ASME Boiler and Pressure Vessel Code - Section III, Division 2, Nuclear Power Plant Components, 1975 Edition, up to and including Winter,1976 Addenda and with the design specification.

< 0 j, ,

IGS/Uf ' * *>r]! h k

~1 Engineer Registe Q S/p

~

Registered) Prof t ES State of Washingt fl0pt.t State of Wam e.sts Registration No. f , Registration No. /70 7M-Date @/I'l/ d'V Date 7/27/82.

/ /

, Revision 1 Certified Reg. No. /7874 Date 8fd' SZ.

6% " * " Reg. No. !h !2 !

Revision 2 Certified ' O'""h

• V Date Revision S Certified s '- Reg. No. /7874- ,

/

Date ll 92-WASHINGTON PUBLIC POWER SUPPLY SYSTEM 8 SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 United Engineers and Constructors, Inc. ~

30 South 17th Street q Philadelphia, Pennsylvania 19101 SPECIFICATION 9779-212 Revision 6 (See Status Sheet for Date) 13 F-TP

SECTION 13F STRUCTURAL INTEGRITY TEST SPECIFICATION 9779-212 SUPPLY SYSTEM QUALITY CLASS I I certify that this Construction Specification is correct and complete and is in compliance with the requirements of the ASME Boiler and Pressure Vessel Code - Section III, Division 2 Nuclear Power Plant Components, 1975

, Edition, up to and including Winter, 1976 Addenda and with the design specification.

. kp O' D 0, ,

.. .e. ,

Registered Professional Engineer Registeia%f fe9sfotas ""

• Fngineer State of Washington State of -

ug ent.

I Registration No. Registration No. / 7 S 74-Date Date 2l//$3 Revision 6 Certified

- Reg. No. / 78 74-I Date '2l//f83 SPECIFICATION 9779-212 Revision 6 13F-TPa (See Status Sheet for Date)

J SECTION 13F s TABLE OF CONTENTS fage 1.0 SCOPE 13F-1 2.0 WORK INCLUDED 13F-1 3.0 WORK BY OTHERS 13F-3 4.0 REFERENCE CODES AND STANDARDS 13F-3 5.0 CENERAL INFORMATION 13F-3 6.0 PERSONNEL 13F-5 7.0 DRAWINGS 13F-6 8.0 PRESURVEY AND PRELIMINARY REPORT 13F-6 9.0 INSTRUMENTATION 13F-8 10.0 CONDUCTANCE OF TEST 13F-9 11.0 FINAL REPORT 13F-10 12.0 SUBMITTALS 13F-11

, 13.0 QUALITY ASSURANCE REQUIREMENTS 13F-11 14.0 CLEANING AND CLEANLINESS REQUIREMENTS 13F-11

^

15.0 MATERIAL AND SPECIAL PROCESSES 13F-12 16.0 PROCEDURES 13F-12

! APPENDIX A 13F-Al (212-001) through 13F-A6 (212-006)

! APPENDIX B 13F-B1 through 13F-B13 P

SPECIFICATION 9779-212 Revision 6 (See Status Sheet for Date) l 13F-1

._._- . . . . _ _ _ . - _ . _ _ ~ . . . _ _ _ _ . . _ _ - _ , . _ . , - . , _ . _ _ _ _ _ , _ _ . _ . _ - - - - , . _ _ _ _ . _ _ _ _ _ _ _ _ _

SECTION 13F STRUCTURAL INTEGRITY TEST I\

G 1.0 SCOPE 1.1 The Contractor shall furnish all management, quality assurance, consul-tation, supervision, labor, tools and equipment necessary to perform pre-survey and post survey, complete the installation of instrumentation (including access and support), pressurization and depressurization, monitor and record all data, interpret data and prepare procedures and reports for the Structural Integrity Test (SIT) of the primary Contain-ment for WNP-1.

2.0 WORK INCLUDED The following Quality Class I items of work are included in the scope of this Constractor's work.

2.1 Furnish consulting services to the Engineer during the pre-survey and immediately before, during and after the SIT.

2.2 Prepare and submit for review a test plan and drawing (s), specifying all instrumentation required to perform the SIT. Prepare and submit f or re-view, design drawings showing instrument locations, temporary supports, method of instrument protection and drawings or written descriptions de-tailing the method of access to all instrumentation.

2.3 Measure and record horizontal and vertical distances of interior Containment '

-s Shell and Dome during the pre-survey as reference measurement.

e

% A\

2.4 Provide operated equipment for access to the exterior Containment shell and dome as required for concrete surface preparation and for measure-ment and mapping cracks during pre-survey, during and af ter the SIT.

2.5 Furnis's and apply paint on, or sandblast concrete surfaces in the desig-nated areas of the Containment shell and dome as required.

2.6 Establish, measure, investigate and map exposed crack patterns in the concrete shell and dome before testing (pre-survey), observe and record during testing and after the SIT. Furnish and install all equipment (photographic and optical) to perform this function. Prior to the SIT, inspect all interier metal liner surfaces for imperfecticns and dis-continuities which will affect the SIT results and report to the Engineer. Reinspect the liner af ter the SIT and report on observed changes.

2.7 Furnish and install equipment required to measure the ambient temperature, pressure and humidity inside the Containment, and monitor same before, during and after the SIT. The Contractor shall also furnish and install equipment required to measura ambient temperature outside the Containment, during the test.

O V SPECIFICATION 9779-212 Revision 'I f

' 13F-1 (See Status Sheet for Date) l l

2.8 Furnish, fabricate, ettet and maintain all instrument supports, including access and protective covers as required. Sufficient shielding from exposure to the exterior face of the Containment is to be provided for test personnel during pressurization and depressurization as required.

O V 2.9 Furnish, install and maintain all strain gauges or other strain measuring de-i j

vices, monitor and record strains on the inside metal liner at tia equipment pD hatch and perscanel airlock openings for the WNP-1 Containment only.

2.10 Furnish and install defomation measuring instrumentation on the insic'e of the Contaiment, monitor and record all data during and after the SIT.

2.11 Furnish and install wiring, cable and equipment to record strain in the reinforcing steel and concrete and the temperature in concrete at the spring line of the WNP-1 Containment.

2.12 Furnish ard install all wiring, cable and equipment required to provide remote recording of defomations and strains inside the Con-tainment and to convert data (strain to stress and defomation to inches).

2.13 Furnish, install, maintain and operate all equipment and instruments re-quired for the pressurization and depressurization of the Containment.

Ib 2.14 Furnish all personnel required to operate and monitor all instrumentation and equipment, calibrate instrumentation, record and provide to the Engineer all data obtained before, during and after the SIT.

2.15 During the SIT, an exclusion area will be established by this Contractor.

Special visible identification markers will be issued to authorized personnel, and Contractor shall be responsible for as.suring that his personnel observe the exclusion area during periods of pressurization and v depressurization.

2.16 Prepare a pre-survey report of all findings in a form such that all data can be used for comparison purposes during and after the SIT.

2.17 Prepare a final report, integrating the pre-survey report, including all figures, tables and maps of the test results.

$h 2.18 Prepare all procedures and provide Ouality Assurance and perfom inspection controls.

2.19 Remove all instrumentation, temporary access, supports, protective covers, wiring, cables, equipment and paint upon completion of the SIT.

2.20 Provide recirculation fans if required to provide themal equal-ization inside the Containment during the SIT.

SPECIFICATION 9779-212 ~

Revision 2.

(See Status Sheet for Date) 13F-2 U)

3.0 WORK BY OTHERS '

The following ite=a of work will be furnished or performed by others.

3.1 Provide strain guages on reinforcing and strain gauges and thermo-couples

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g_,

in concrete, including lead wires outside concrete at the spring line.

3.2 Provide predicted strains, stresses and deformations of the Containment at each increment of pressurization.

3.3 Air handling equipment consisting of a pressurization and depressurization' skid and a chiller dryer skid will be available to the Contractor at no cost. General details of this equipment are provided on Reference Draw-ings (Section 1C). Should the Contractor elect to utilize this equip-ment, more specific details (i.e. instruction manuals) will be provided by the Engineer.

3.4 Two (2) electrically powered, Grove 75 ton, pedestal mounted hydraulic cranes, located at Elevation 523 + within the Containment Structure, will be available for Contractor's use before and after pressurization.

The Contractor shall provide trained crane operators.

3.5 Engineering evaluation of the test data furnished by the Contractor.

4.0 REFERENCE CODES AND STANDARDS

.1 Codes and Standards referenced herein shall be the issues listed in Section 1D - REFERENCE CODES AND STANDARDS. Where there is a conflict between the provision of these codes and standards and this specification, the Engineer shall be contacted for clarification.

.2 References in this section of the Contract Specification are made to the ASME III Division 2 Code. Particular paragraphs of this Code are listed as "CCxxxx ".

5.0 GENERAL INFORMATION 5.1 The purpose of the SIT is to demonstrate the structural integrity of the Containment to withstand the postulated pressure loads in conformance with General Design Criteria 1, " Quality Standards and Records" of Appendix A to 10CFR50 " General Design Criteria for Nuclear Power Plants".

The SIT shall be performed in accordance with the requirements of Regulatory Guide 1.136 " Materials, Construction, and Testing of Concrete Containments" and CC-6000 of the ASME III Division 2 Code.

i 5.2 This Contractor is responsible to make all recommendations for all instruments and equipment, install instrumentation and equipment, operate equipment, report the results and observations, provide an explan-ation/ identification of any divergence of actual results from those pre-dicted results furnished by the Engineer (before, during and af ter the SIT) . D Such data and inforaation will enable the Engineer to confinn the criteria used in design and to demonstrate the structural capability of the Contain-ment to sustain pressure loads.

The Contractor is responsible to perform the SIT, furnish and install all instruments and provide the required test data (quantity and quality) to satisfy all requirements of the Nuclear Regulstory Commission, the nSME

(T (s,) Boiler and Pressure Vessel Code and this Specification.

SPECIFICATION 9779-212 13F-3 Revision d3' (See Status Sheet for Date)

5.3 The Con:olidstad Ediscn's Inditn Point Unit No. 2 is tha prototypa for this test. The WNP-1 Containm:nt is considered a "non-prototype Containment" as defined in Paragraph CC-6212.2 ex;ept

, that temperature and strain measurements of reinforcing steel and

<^ concrete in the wall at the spring line of the WNP-1 Containment

( will be taken. For information purposes only, strain measurements will also be taken on the interior liner at the Equipment Hatch and Personnel Airlock openings.

5.4 The WNP-1 Containment is a PWR unit designed for an 1267 MWe electrical power output. The Containment shell consists of an interior metal liner and reinforced concrete cylindrical shell and dome. Reference Drawing 9779-S-101211 shows the general structural elevation of the Containment with reference drawings listed thereon. Prints of such drawings may be requested by the Contractor as required.

5.5 General arrangement reference drawings of the Containment are furnished for the Contractor's information. The Contractor is re-sponsible to ascertain the extent of permanent and temporary mechanical, electrical, piping, trays, conduit, ducts, platforms and supports which will be in place at the time of the SIT in planning and designing his temporary supports (access and instrumentation).

5.6 The SIT will be conducted for the following pressurization and de-pressurization increments:

.1 Pressurization (Psig) 0, 13, 26, 39, 52, 60

.2 Depressurization (Psig) 52, 39, 26, 13, 0

.3 At cach increment, the pressure will be held constant for one hour before deflections and strains are measured, and before crack patterns are measured, n.apped and recorded.

5.7 A schedule of time for the test is included as Appendix A to this Section. The schedule will be revised for the actual SIT conditions by the Contractor and will be included in the final report. ,

5.8 A differential temperature of 65 F between the temperature inside - "

the Containment and the ambient outside temperature will be allowed during the SIT. If the test pressure at any time drops below the next lower increment at which data is taken the entire test sequence will be repeated and significant deviations from the previous test results +

shall be reported. If the temperature differential of 65 F is exceeded, ,

the Engineer may require a decrease in pressure and an evaluation will be I made by the Engineer concerning continuance of the test.

Humidity inside the Containment shall be centrolled such that the dew point inside the Containment shall be at least 2 F. below the internal ambient temperature.

The test will not be started under extreme weather conditions such as snow, heavy rain or strong wind. In the event of any of the above conditions, the Engineer will authorize the start or continuance of the Q test based on the Contractor's recommendations.

V SPECIFICATION 9779-212 Revision f 13F-4 (See Status Sheet for Date)

O 6.0 PERSONNEL 6.1 The Cont-actor shall provide, as a minimum, the following non-manual i personn,1 for field work.

.1 A Chief Engineer or Project Manager with overall project responsibility and control.

.2 Quality Assurance Manager and inspectors for all calibration and inspection requirements in accordance with ANSI N45.2 and the ASME III, Division 2 Code.

.3 Electro Mechanical Engineers and technicians for setting all instru-mentation and equipment and for operational responsibility.

.4 Senior Engineers in responsible charge of technical personnel.

.5 Engineers, technicians and inspectors as' required to monitor and record all instrumentation, make observations during the SIT and conduct pre-survey work and post-survey work. Sufficient observers shall be provided to prevent undue delay during and af ter the SlT.

.6 Operators for remote recorder and computer equipment.

6.2 The Contractor shall provide supervision and craft (manual) labor as O required to unload all equipment and instrumentation, set and operate equipment, erect temporary access and supports, wire, lay cable, make all connections and remove same as required to complete this scope of work.

l 6.3 All personnel performing inspection, examination and testing activities shall be qualified in accordance with ASME III, Division 2, Appendix VII.

I i

SPECIFICATION 9779-212 Revision O

!hV 13F-5 (See Status Sheet for Date)

. - _ _ _ - . . . _ . . - . , . - _ _ _ . . . . _ _ . . ~ _ _ _ , _ _ . . - _ _ _ , . . _ . ._ - - - . _ _ . _ _ _ _ _ _ _ . . _ , _ - ~ _ . _ _ -

7.0 DRAWINGS 7.1 The Contractor shall visit the site and determine all information required to furnish recommendations, prepare a Test Plan Drawing and j ) design drawings for temporary supports for access to instrumentation,  !

\/ and to support instrumentation and equipment.

7.2 Drawings shall be submitted to the Engineer for review in accordance with Section 1B, Appendix I and shall be complete, checked and stamped by a Registered Professional Engineer. Design drawings shall provide all required size of members, materials, dimensions, design live and dead loads.

7.3 The test plan drawing shall be based on the figures provided in Appendix A of this Section and shall be in accordance with paragraph CC-6220 and details.

7.4 The Contractor shall provide dimensioned equipment arrangment drawings including all wiring and cable routing from instrumentation to remote recorders. Drawings shall include location and type of all equipment required for observation of the Containment exterior concrete shell.

7.5 The Contractor shall provide make, model and operating characteristics for compression equipment. Compressor (s) shall be diesel driven and sized to provide a minimum of 9,000 scfm 100% oil free air with af tercoolers and dryers provided in the discharge train (see paragraph 5.8).

During pressurization, the Containment shall be protected from over pressurization by manual monitoring and releasing of pressure by utilizing the depressurization valve on the pressurization skid. See Figure 212-007 for specific requirements (page 13F-6b).

f~)

7.6 The Contractor shall revise the Test Plan Drawing to the "as-built" con-() dition as approved by the Engineer.

8.0 PRESURVEY AND PRELIMINARY REPORT The Contractor shall perform the following Presurvey Work.

8.1 Surveytheinsidediametersofthegontainmentatthelocationswhere deformations are to be measured (il ), to insure that there is no out of tolerance dimensions which would affect the results or comparison of theoretical to test data during the SIT. Such measurements shall be taken to an accuracy of .01 feet. This work will be done during the week preceding the test, unless otherwise approved by the Engineer.

8.2 The Contractor shall provide all instrumentation and equipment to A measure and record the ambient temperature, pressure and humidity inside the Containment. Direct reading equipment shall be furnished by '.he Contractor.

Temperature, humidity and windspeed and direction outside the Contain-ment will be available to the Contractor from the Owner's meteorological station at adjacent plant WNP-2 and shall be incorporated in the test report by the Contractor. This will be done during the week preceding and during the test. See page 13F-6a for sample of data form which will be provided, fm i SPECIFICATION 9779-212 I

'k Revision 6 13F-6 (See Status Sheet for Date)

DAILY INSPECTION CHECK LIST WPPSS II Meteorological System DATE: / / / TIME OF DAY:

m dd yy hr ,

1) Visual Tower and Sensor Check (does not necessarily involve a tower climb). To include observation of the condition of the following: Signal and power conduits, tower guys, tower icing, beacon lamps, sensor orientation, cups turning, vanes 'noving, rain gauge heating, aspirator motors, etc. Some of the conditions mi.y be deduced from mere inspection of the analog strip-chart data.

2)ShelterStatus. To include observation of possible power failure (Clock OK?)

door locked 'on arrival, floor clean and dry, lighting satisfactory, spare bulbs on hand, unusual odors, heater or air conditioner working, etc. Change 12 volt battery as neces'sary. Coments:

Temperature and humidity in shelter: Temp. RH.

3) Analog recorder readings:

W/S 245 Delta T 33-245 Td.

W/D 245 T 33 Precip.

N/S 33 T 245 W/D 33

1. 4) Supplies. Chart paper and ink in recorders and on hand, magnetic tape in proper k condition for next tape change. Coments:

5) Performance. Pens inking, charts driving properly. Apparent satisfactory per-formance of c';gital system (evidence of tape transport at 5-minute intervals).

Coments:

6) Time Marks for Strip-Charts. Use zero-and-full-scale switches to produce lines on chart as time reference. Satisfactory pen movement? Use rubber stamp to enter time and other data. Time is to be that on digital clock (Pacific Stan-dard). Do not use zero-and-full = scale switches for precipitation (not.ever) chart may be time-marked with dew point switches: Coments:

7) Examine magnetic tape for data entries with thpe viewer. Coments:

8) Departing Site. Note general weather conditions. Make shelter neat, vacuum floor, secure and lock door. Return this fann to I&C Foreman.

Signature:

Note: Data to be observed and form to be filled out by others.

f SPECIFICATION 9779-212 Revision O (See Status Sheet for Date) i 13F-6a 4

2.12. C ONTR AC.T SUPPLIEP ANI7 INSTALL

-) SPECIFICATION 9779-212 Revision 6 (See Status Sheet for Date)

A ERE h>

h GAUGE < C AINMENT

@Se /

JL PEPFiESGORlEATloM VALVE

, W/GILENCElt.

/ /

$ i O

v PRESS URIZ ATION SKID PROCEDURE FOR OVER PRESSURIZATION PROTECTI0ft:

ePersonnel shall be available at all *.ims. riuring the SIT to operate the depressurization valve on the pressurization skid.

T- arPressure inside the CorftaTnment" shall te' determined by a O to 100 psig, 0.1%

accuracy buurdOn-tube prehdu[e gauge located at the data accuisition area.

Prassurization skid shall ha/s a 0 to 100 psig, 0.5% accuracy bourdon tube pressure gauge within sight of the depressurization valve.'

e llanual ingging of the Containment pressure using the gauge at the data acquisition ar.a shall commence at the pressurizatinn 52 psig plateau and continue until the depressurization 52 psig plateau. Logging shall be at 30 minute inte vals and documented / verified by Contractor ' A/QC on an hourly basis.

AFFECTED DWGS. REVISION e If pressure inside the Containment exceeds 60.3 psig, pressure shall be manually re-leased to maintain test pressure of 60.0 ps19 (+0.3psig. -0.0 psig).

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a conswucurs nc.

RICHt AND. WASHINGTON PCPcIQ2.5929 A j

SPEC. 977*l- 212 CWR-ll RELIEF VALVE i RiiFERENCE DOCUMENT NO.

ARRAhlC2EMENT -

l umT 18 4O JOB NO 6702.001 l SCALE: M . T'S.

DISCIPLINES PtPtNG NuC. ' MECH. MECH. SERV. ISC sTRuCT.

REVD BY M l// / DATF f /w/o1 REV.O REV. O REV. O REVo REV.,1 APRv0BY 46- V F#^ ' 'OATE # / ' '/ ' '

REY. O

[ /[>'/M 13F-(ob FIGURE: Il2-007 MeV l

I 8.3 The Contractor shall install all instruments on their supports and l set all remote recording equipment outside Containment in areas s designated by the Engineers. Contractor QC final inspection of all installations for conformance to drawings shall be performed. All instruments shall be calibrated in the shop, prior to arrival at the site and at time,of ins,talla ion, or after installation as required. ,

Contractor lshall record the output of all instrumentation several i

times daily at the same approximate time each day beginning one week prior to pressurization and verified by QC, Recorded data shall be used to identify problems with the sensing devices and the data acquisition system. Contractor shall evaluate sensing device / data acquisition system performante and correct observed problems. Data whi.d. is not affected by sens.ing device / data system malfunctions shall be used to establish ti e characteristic random error and tempera-ture induced variations in sensing unit output. During the seven-day period, Contractor will make any necessary final adjustments to sensing , unit / data acquisitio, system settings.

j ,

! Sensing device or data acquisition system problems (such as drift or excessively erratic data) which cannot be,corre,cted dur_ing the seven-day period shall be reported to the Engineer who will determine whether the test may proceed -on if the p.roblems.must be corrected prior to commencing pressurization. jh\(

j- 8.4 Thermocouples have been placed in the concrete at the spring line

, of the dome. The temperature of the concrete shall be recorded and i verified by Contractor QC in the morning of each day for a period O of one week before the test as well as at each pressurization and depressurization level during the test.

8.5 The Contractor shall inspect all the exposed surfaces of the concrete dome and shell. .

l. ~

.1 Any evidences of severe spalling, deterioration, voids or other apparent defects, shall be brought to the attention of the Engineer for repair by others. The Contractor shall prepara and submit to the Engineer for review (in accordance with Article A1.0, Section 1B, Appendix I) af report on the surface condition including any such apparent def'e cts. Any Nonconformance Reports as may be re-quired will be the responsibility of the Engineer.

4 .2 The Contractor shall make spec,ific recommendations.to the Engineer, i for sandblasting or for the type of white wash paint to be used for specific areas and the application of such paint (including smv&.

.3 The Contractor shall recommend to the Engineer special areas to be coated or sandblasted, over and above those areas specified

I in Appendix A.

.4 The contractor shall prepare maps of crack areas which shall be posted at observation areas to enable the Contracrar and Engineer l ,

to monitor any changes occuring during the test.

f s_ /

SPECIFICATION 9779-212 Revision 6 b (See Status Sheet for Date)

13F-7 4

4 f

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8.6 The Contractor shall inspect all interior liner surfaces which will be exposed to the pressure test, record obvious liner deformations and i imperfections and prepare and submit to the Engineer for review (in accordance with Article A1.0, Section 1B, Appendix I) a report on the surface condition including any such deformations and imperfections.

Any Nonconformance Reports as may be. required will be the responsibility of the Engineer.

b D

3, )

4 2

SPECIFICATION 9779-212 13F-7a Revision (o b (See Status Sheet for Date) b

l 9.0 INSTRUMENTATION 9.1 Deformation Measurements

.1 The Contractor shall provide and install deformation instruments at locations shown on the test plan drawing.

.2 The Contractor shall recommend the type of deformation instruments.

.3 All instrumentation shall have a capability of measuring gross de-formations of not less than 2 times the predicted deformations with a tolerance of i 5% of the predicted maximum displacements. Objective evidence shall be provided that the instrument accuracies / tolerances specified in this paragraph meet the code required accuracy of 5% of the maximum anticipated gross deformation as predicted at the point of maximum anticipated delection. (Ref. CC-6232.1)

.4 The predicted maximum displacements are approximately as follows:

o Shell diameter, excluding area adjacent to equipment hatch 2.0 inches j.

o Shell diameter in equipment hatch area 2.0 inches o Vertical displacement from base to spring line 0.5 inches ,

o Vertical displacement from spring line to the apex of the dome 0.5 inches o Equipment hatch inside diameter 0,7 inches

! 9.2 Strain Measurements h

.1 Strain gages are shown in Appendix A to this Section and have been installed by others on reinforcing bars in the concrete shell of the WNP-1 Containment at the spring line. Thermocouples have also been installed by others at these locations.

I

.2 Rosette strain gauges shall be furnished and installed by this Contractor on the WNP-1 metal liner at the Equipment Hatch and Personnel Airlock openingi, as shown in Appendix A. These strain gauges shall be temperature compensating type and shall have a capability to determine principal strain from 0 to 0.004 inches / inch with an accuracy of i 5% of the maximum predicted strain. The maximum predicted strain, which. occurs in the area of Equipment hatch, is approximately 0.002 inches / inch.

i 9.3 Pressure Measurements

.1 Pressure gages shall be indicating type pressure gages and shall be  !

furnished by this Contractor. l i -

.2 Pressure gages shall be graduated in 1 psig increments, with a

j. range not exceeding 100 psig.

}

.3 Pressure gages shall be calibrated before and af ter the SIT.

SPECIFICATION 9779-212 Revision 5 13F-8 (See Status Sheet for Date)

9.4 Crncratn Crick Meesurements

.1 For those areas designated to be white washed or sandblasted,

/3 the Contractor shall:

)

e Inspect, measure and record all cracks that exceed 0.01 inches in uidth and 6 inches in length, prior to the test, at each pressurization plateau and at 26 psig and 0 psig at depressurization.

• Contractor shall obtain photographic mapping of all areas designated for crack mapping (Figure 212-004) prior to pressurization and at 60 psig as a minimum. If there is no evidence of cracks for a given area at a pressure plateau, no photographic mapping is required, but for areas where cracks exist, the Contractor shall obtain photographic mapping at each pressure plateau. Photogrammetry shall be a multiprint process, to provide for original prints in each copy of all reports.

e Pressurization /depressurization may commence upon completion of crack mapping provided that photographic mapping is completed within 30 minutes of commencement of pressurization /de-pressurization.

A\

.2 Prior to the SIT the Contractor shall visually inspect the exterior surface of the shell and dome based on the criteria of 9.4.3. Inspection is to be accomplished with binoculars or spotting scopes or by close hand unaided visual, as in the case (o)

L/

of the apex of the dome. Contractor shall record and report to the Engineer any cracks over 0.01 inches in width.

h Based on Contractor's findings, the Engineer may require that additional areas of the shell and/or dome be prepared, mapped and recorded. For these additional areas measuring, record-ing and photographic mapping will be required only prior to pressurization at maximum pressure and after completion of the test.

The Contractor shall be reimbursed at unit prices for all areas of additional mapping directed by the Engineer.

.3 After the Contractor establishes a frequency for cracks l over 0.01 inches in width, per 1,000 square feet of surface area, when 10% of the total surface area has been inspected (in /,

accordance with 9.4.2):

a. The Contractor shall immediately report his findings, i.e., the crack trequency to the Engineer. g

/f

b. The Engineer may then establish new crack inspection criteria or delete the requirement for any further inspection. l

c. Any such new criteria shall be considered a change in accord- -'"

ance with Article 16.0 of Section 1B.

t ) SPECIFICATION 9779-212 '

/

Revision f ._5__N h

13F-8a (See Status Sheet for Date)

.4 All crack width measure sents shall be to a tolerance of + 0.001 -

inches.

All mapping, recording and photography performed during the test shall be after one hour of equalization at a given pressure plateau.

9.5 Data Aquisition Equipment

.1 The Contractor shall furnish, install and operate all remote control and data equipment required to record and convert data for each increment of pressurization and depressurization.

j I

i

, %s 1

f SPECIFICATION 9779-212 13F-8b Revision 6 (See Status Sheet for Date) 4'\

l

.2 Deformation measurements shall be converted to inches and strains (inches / inch) to stress (psi). Conversions shall be made available

> to the Engineer at each pressurization plateau, in order to deter-

\- ') mine whether or not to proceed to the next higher increment of pressurization.

.3 The Engineer will assign the areas for this equipment upon recommendations from the Contractor.

.4 The Contractor shall furnish and install all wiring to the equipment through electrical penetrations in the Containment Shell. The Engineer will prescribe the penetrations to be used for this purpose after the Contractor has provided his wiring requirements. Cables shall be installed temporarily by tywrapping to existing conduits and supports.

All electrical work shall be in accordance with ANSI C1.

9.6 Temperature and Humidity Measurements

.1 Temperature measurements shall be recorded for the thermo-couples in the concrete wall at the spring line of the WNP-1 Containment continuously at one hour intervals and at each pressur-ization and depressurization level.

The thermocouples will provide for an accuracy of i 2 F.

p_

.2 During the pressurization and depressurization testing, temper-l )

ature and humidity measurements inside the Cont,ainment will be K/ recorded by the Contractor to evaluate instrument performance.

Contractor shall also record the temperature outside the Contain-ment on a continuous basis at one hour intervals during the test (temperature measuring equipment to be provided by this Contractor independent of Paragraph 8.2 requi'rement)..

9.7 Reliability The Contractor shall provide evidence to the Engineer, based on prior comparable use of the instrumentation required to meet this specification, that a 90 percent or better reliability has been achieved.

10.0 CONDUCTANCE OF TEST 10.0 A minimum of one hour time duration will be allowed at each increment of pressurization and depressurization after which all instrument measurements will be recorded for each level.

10.2 The Contractor shall recommend to the Engineer, when the next increment of pressurization or depressurization may be started. The decision to increase or decrease the pressure is the responsibility of the Engineer.

This decision will be based on the evaluation of predicted deformations and stresses and the observed response of the Containment as well as the performance of the instruments.

SPECIFICATION 9779-212

[V) Revision 6 (See Status Sheet for Date) 13F-9

f 10.3 The instrument rcadings within ont hour of pressurizstion shall bs the zero basis for test results. The external and internal contain-ment temperature readings shall be recorded during this period.

10.4 The Contractor and Engineer shall inspect all exterior concrete sur-

, [\- faces subsequent to depressurization at 26 psig and all interior liner surfaces upon completion of the test to determine any physical visual l

i damage to surfaces and compare areas with presurveyed information. The I Contractor shall remove instrumentation which has recorded inconsistent results or malfunctioned and shall investigate and report on such in-formation when they are returned from the laboratory.

10.5 The Contractor will not remove any instrumentation or equipment until / $

24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> recovery measurements have been made in accordance with Para-graph CC-6213 and the results of all test data are reviewed, accuracy of data established and all information required for the complete report available. Instrumentation and equipment shall be removed only after the approval of the Engineer. At the completion of the test, the certificate of conformance shall be signed by the Con-i tractor's Project Manager and Quality Assurance Manager. Test results meeting the requirements of Paragraph CC-6213 constitute a satisfactory acceptance test.

11.0 FINAL REPORT

1. The Contractor shall furnish a final report in accordance with Paragraph CC-6263 as follows:

a) A description of the test procedure and instrumentation.

This description may be an edited procedure required

/\ under Article 16.0 of this Specification.

D The results of all test measurements and an evaluation of b) the accuracy of the measurements.

c) An explanation / identification of the difference between actual results and predicted approximate maximums.

d) An evaluation of any deviations (such as instrumentation which malfunctions, measurements which should be neglected due to inaccuracy or instrument malfunction or drift, pressurization or depressurization problems) and the dis-position of the deviations shall be made by the Contractor.

2. The final report will be a section in the Engineer's Structural Integrity Test Report. The first draft of the Contractor's report shall be submitted within four weeks of the completion of the test. The final report shall be submitted within four weeks i of receipt of comments on the first draft. The final report shall be in binders and include all maps and figures and t,he test plan i

drawing. Twenty-five (25) photo ready copies complete, shall be submitted to the Engineer.

' SPECIFICATION 9779-212 Revision dh (See Status Sheet for Date) i 13F-10 4

h

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1 12.0 SUBMITTALS 1 ,

Submittals for this Section of the Specification are listed in Section 30A of this Contract Specification.

[V)

E 13.0 QUALITY ASSURANCE REQUIREMENTS .a

13 . 1 QA Program The contractor shall establish and maintain documented Quality Assurance

!. procedures for the Quality Class I instrumentation installation and test-ing activities described in this section which shall conform to this contract specification and thoce sections of ANSI N45.2 and ASME III, Division 2 which are listed below:

ANSI N45.2 ASME III. DIV. 2 i

! Section 2 (Inspection Personnel Training and Appendix VII Certification)

~

Section 6 (Instructions, Procedures and Para. CA-4420 Drawings)

Section 7 (Document Control) Para CA-4430 Section 10 (Special Processes) Para. CA-4460 Section 11 (Inspection) Para. CA-4510, . i CA-5120 and CC-6000 3

Section 12 (Test Control) Para. CA-4520 Section 13 (Control of Measuring and Test Para. CA-4530 Equipment) ,

4 Section 15 (Inspection, Test and Operating Para. CA-4710 Status)

Section 16 (Nonconforming Items) Para. CA-4720

13. 2 QA Records 3

After completion of work, the contractor shall turn over to the Engineer a complete QA documentation package including copies of all QA records required by this specification and the contractor's procedures. The QA documentation package shall include but is not limited to the following:

i a) Personnel Certifications i" List of all measuring and test equipment used and their b) associated calibration records.

c) Inspection / Test Records d) Nonconformance Reports e

\' ' e) Contractor's Certification of Conformance 4

SPECIFICATION 9779-212 13F-11 Revision /

(See Status Sheet for Date)

~ . - ______.__._____.__..._...___...___-.__~m,_-.___ _ _ _ _ _ _

._ _ -_~ _ ___ - - __ - - -- _ - - .

T s 13.3 Inspection The Contractor shall perform all inspections required by this specification and ASME III, Division 2 Section CC-6000 " Structural Integrity of Concrete Containment Structures".

L 13. 4 Control of Measuring and Test Equipment 4 f Contractor's procedures shall describe the calibration technique, calibration frequency, maintenance and control of all measuring and test instrumentation tools, gauges, fixtures, reference standards,

' transfer standards, and nondestructive test equipment which are to be used in the measurement, inspection and monitoring of components,

[

systems and structures.

Allowable deviations from calibration standards (tolerances) shall be specified in the Contractor's procedures.

14.0 FOREIGN MATERJALS Care shall be taken during fabrication to prevent contamination by foreign materials. Temporary plugs or seals shall be installed to keep contaminants out of a clean component during subsequent f abrication, shipping, storage and erection. Precautions shall be taken to prevent such temporary plugs and seals from being inadvertently lef t in the component when installed.

14.1 Lead or Other Low-Melting Metals I

Compounds or materials containing low melting metals as a basic chemical constituent shall not be used in direct contact with the surface of equipment or components-at any time. This prohibition includes tooling, fixtures, marking materials, fluxes, temperature 1

j crayons, paints, coatings, etc., used during fabrication and in-

, sta11ation operations.

14.2 Mercury During the manufacturing processes, tests and inspections, the i

component or system shall not have come in direct contact with

mercury or any of its compounds nor with any mercury containing devices employing a single boundary of containment. Manometers, vacuum pumps, or other instrumentation or equipment containing 4 mercury or mercury compounds shall not be used. ,

. 14.3 Iron Free Iron contamination shall not be present on the surfaces of

' austenitic base materials when the component or material is to be subjected to temperatures above ambient: e.g. heat treating, stress relieving, welding, etc.

SPECIFICATION 9779-212 Revision Q l

i (See Status Sheet for Date)

13F-12 l

14.4 Sulfur-Sulfur and sulfur compounds or materials containing sulfur as a

(h - basic chemical constituent shall not be used in direct contact

\m,/ . with the surface of nickel base alloys, nor shall materials containing more than 250 PPM of sulfur in leachable form or potentially leachable form be used.

14.5 Aluminum

Aluminum shall not be used either as sof t pads or hammers to re-duce marring during assembly and handling of nickel base or stain-less steel alloy components. Aluminum pipe caps and seals shall not be used on stainless steel or nickel base alloy components.

14.6 Zine. Cadmium and Copper  ;

I Zinc, cadmium .and copper, and their alloys shall not be allowed to come in contact with stainless steel surfaces.

14.7 Paint The painting of corrosion-resistant material is prohibited. If paint has been inadvertently applied to corrosion-resistant materials, 4 it shall be removed using new or redistilled methyl ethylketone (CH 3 COC 2z H ) followed by rinsing with acetone or alcohol. If this method falls, the paint shall be removed using simple mechanical >

cleaning methods with austenitic stainless steel tools such as

wire brushes, steel wool or scraping devices. Following this

)

mechanical cleaning, the part should be washed with either demineral-s,,/ ized or filtered water as applicable.

i-14.8 Tapes The use of tape in conjunction with temporary plugs, seals, ident-ification or for any otber reason shall meet maximum leachable chloride and fluoride limits of 15 PPM and 10 PPM, respectively. When

, used, both the tape and tape residue (adhesive) must be completely removed from materials surfaces, prior to system use and to any heat treatment or f abrication operations which render the tape inaccessible.

' Removal shall be accomplished by new or redistilled alcohol or acetone.

Abrasive cleaning methods may be necessary to supplement and improve the' solvent action.

i

15.0 CONTAMINATION CONTROLS t

15.1 All austenitic (e.g. , type 300 stainless, N1-Cr-Fe alloys) materials of construction shall be free from low melting point materials as alleytug eenstituents e.g., lead, zinc, cadmium, tin, antimony, mercury, bismuth, phosphorous and misch metal and their compounds.

Lead or other low melting constituents or their compounds or materials -

containing low melting metals as a basic constituent shall not be used in direct contact with the surface of equipment or components at 2

anytime. This prohibition includes loading fixtures, marking materials, fluxes, temperature indicating crayons, paints, coatings, etc. used during fabrication, installation and operation.

4 x SPECIFICATION 9779-212 Revision 0 ,

i 13F-13 (See Status Sheet for Date) il a

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15.2 Stainicss steel shall not can in contact with halogen containing compounds such as fluorides and chlorides, except for Engineer approved liquid penetrant solutions, which must be removed immediately

(] af ter the test.

v 15.3 Sulfur, sulfur capounds or materials containing sulfur as a basic chemical con'stituent shall not be used in direct contact with the surface of nickel base alloys.

15.4 Aluminum shall not be used as soft pads or hammers to reduce surface damage during assembly and handling of nickel base or stainless steel components. Aluminum pipe caps and seals shall not be used on stainless or nickel base alloy cmponents.

15.5 The manufacturing processes, tests, and inspections, shall not cause the component or system to come in direct contact with mercury or any of its cmpounds nor with any mercury-containing devices employing a single boundary of containment.

16.0 PROCEDURES & DOCUMENTATION The following procedures, reports and checklists are required and shall be submitted to the Engineer in accordance with Section 30A.

16.1 Procedures

.1 A comprehensive (overall) Structural Integrity Test procedure.

This procedure shall include by reference all of the following together with all other activities necessary to perform and (l coordinate the work.

V

.2 A procedure for installation of instrumentation and equipment.

.3 A procedure and wiring diagram to electrical penetrations in Containment Shell and from penetrations to recording equipment.

.4 QA procedures as required by Paragraph 13.0.

.5 A procedure for measurment of Containment diameter before the SIT.

A procedure for surface preparation and presurvey of Containment A

.6 concrete cracking and monitoring cracks before, during and after SIT.

.7 A procedure for monitoring and recording instrumentation during SIT, including data aquisition and conversion.

.8 A procedure for Containment pressurization and depressurization.

SPECIFICATION 9779-212 Revision (o (See Status Sheet for Date) 13F-14

.o Q/

16.2 Reports and Checklists

.1 Furnish reports on all instrumentation monitoring, data acquisition and conversion equipment to be used, including tolerance and predicted reliability.

.2 A check list for work immediately preceding pressurization including instrument monitoring and recording equipment readi-ness, all pressure equipme.nt (piping, vessels)-and structural components vented, etc. Checklist is to be included, by reference, in 16.1.1 above.

O SPECIFICATION 9779-212 Revision C (See Status Sheet for Date) 13F-15 l

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l APPENDIX A {

j SPECIFICATION 9779-212 t t

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i WASHINGTON PUBLIC POWER SUPPLY SYSTEM f i

4 j Nuclear P oject No.1 i

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United Engineers and Constructors, Inc.

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30 South 17th Street Philadelphia, Pennsylvania 19101 4

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' SPECIFICATION 9779-212 i

Revis Mn O (See Stacus Sheet for Date)  ;

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SECTION 13F - APPENDIX A TABLE OF CONTENTS P_ age FIGURE 212-001 DISPLACEMENTS - DOME AND SPRINGLINE 13F-Al TO BASE FIGURE 212-002 RADIAL DISPLACEMENTS OF CONTAINMENT 13F-A2 SHELL FIGURE 212-003 RADIAL AND TAGENTIAL DISPLACEMENTS AND 13F-A3 STRAIN AT LARGE OPENINGS FIGURE 212-004 CONCRETE AREAS TO BE MAPPED FOR CRACKING 13F-A4 FIGURE 212-005 PRESSURE-TIME CURVE 13F-A5 FIGURE 212-006 LOCATION OF STRAIN GAUGES, THERMOCOUPLES, 13F-A6 LEADS TO ELECTRICAL BOXES AND ELECTRICAL BOXES O

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SPECIFICATION 9779-212 Revision 6 13F-Ai (See Status Sheet for Date)

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. s NOTES: L'm stT DATA POINTS.

2 FRE550R12ATION / DEPREssuRl2ATcN BY CONTR AC. TOR.

3 TEMPERATURE AND .4UMIDITY DATA OUTSIDE Of" CONTAINMENT TO BC PROvtOED B't OWNER M INSIDE CONTAIMMENT BY THE.

. ,cONTnAC. Ton. ._

a M AU TOLERANCE FOR STRAIN AND DEFORMATIOr, 6,0-i MEASUREMENTS: 4 AT PEAir PREsmES +.3 esa ,-OP54 ti)AT tNTEKMEDLATE PRES 60RES; t 3 P5t.

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SECTION 12G CONTAINMENT SEALING SPECIFICATION 9779-212 STRUCIURAL INTEGRITY TEST SUPPLY SYSTEM QUALITY CLASS I (Installation of Equipment Hatch and Air Locks)

SUPPLI SYSTEM QUALITY CLASS G (All Other Work)

WASHINGTON PUBLIC POWER SUPPLY SYSTEM Nuclear Project No.1 United Engineers and Constructors, Iac.

30 South 17th Street Philadelphia, Pennsylvania 19101 a

i SPECIFICATION 9779-212 J

Revision 0 O (See Status Sheet for Date) b uG-TP l

1 ,

I i l l

- , - .s..~ -- _ .____ __. _ _ , _ , _ _ _ . _ . _ . _ _ _ , . , _ , , _ _ ,, _ _ _ _ __

O SECTION 13G TABLE OF CONTENTS Pa.ge i 1.0 SCOPE DG-1

, 2.0 WORK INCLUDED 13G-1 3.0 WORK BY OTHERS 13G-1 4.0 REFERENCE CODES AND STANDARDS 13G-1 5.0 GENERAL INFORMATION 13G-2 6.0 MATERIALS 13G-2 7.0 FABRICATION 13G-3 8.0 INSTALLATION 13G-3 9.0 QUALITY REQUIREMENTS 13G-4 O APPENDIX A 13G-Al PENETRATION SCHEDULE SEALING DETAILS 13G-A2 4

l SPECIFICATION 9779-212 Revision O (See Status Sheet for Date)

O 13G-1 4

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l SECTION 13G CONTAINMENT SEALING 1.0 Sg 1.1 The Contractor shall furnish all supervision, labor, materials, tools and equipment required for the installation of the Equipment Hatch Head and Air Locks and for the procurement, fabrication and installation of Containment sealing devices, required for with-standing internal pressure in the Containment during the Structural 4

Integrity Test.

2.0, WORK INCLUDED The following items of work are included in the scope of this Contractor's work:

2.1 Remove existing temporary alignment ring around the flange of the

Equipment Hatch, and removal of the temporary construction access bridge which penetrates the hatch opening.

2.2 Remove the temporary protection within and about the Personnel Air Lock, secure and close the Personnel Air Lock doors.

2.3 Remove from storage, transport and install Equipment Hatch Head and Emergency Air Lock.

2.4 Furnish and/or fabricate and install mechanical plugs, gaskets, clamps, bands, plates, rods, bolts, etc. , required to temporarily seal the Containment to maintain the required internal pressures during the SIT.

.%/ All temporary sealing material will become the property of the Supply System upon completion of the work. Remove all Ankorite White, ~ Style'405 gaskets from site after completion of SIT, and reinstall seal plates.

4 7.5 Move pipe spools, materials, equipment and close valves as directed by the Constructor.

3.0 WORK BY OTHERS The following items of work will be furnished by others:

3.1 The location and design details of mechanical sealing devices for all Containment penetrations and/or piping except for the spare penetration (s) provided for Contractor's use. The Contractor may submit alternate temporary sealing details for Engineer's approval.

3.2 Welding of any permanent plant piping, equipment, etc.

3.3 Removal of Equipment Hatch, Emergency Air Lock and temporary sealing devices, subsequent to completion of the SIT.

4.0 ' REFERENCE CODES AND STANDARDS 4.1 The Codes and Standards referenced herein shall be the isses listed in Section 1D, REFERENCE CODES AND STANDARDS, where there is a conflict between the provision of these codes and standards and this Specification, the more stringent requirements shall apply or the Engineer shall

[s)

V be contacted for clarification.

SPECIFICATION 9779-212 Revision (f (See Status Sheet for Date) 13G-1

5.0 GENERAL INFORMATION 5.1 The Containment structure at WNP-1 is presently in the construction phase. The structure is approximately 60% complete, therefore, the O penetration openings and/or piping in the Containment shell must be sealed during the SIT in order to maintain the required pressure.

All penetration and/or piping sealing devices must be capable of with-

> standing required internal pressure during SIT.

5.2 Penetration and/or piping sealing details and options are included in this Section. The Contractor shall undertake a Field Pre-test Walk-through of the Containment structure with the Constructor to locate the penetrations, pipe openings etc., that require sealing.

5.3 Contractor shall take all precautions required to prevent any damage to permanent plant equipment, piping, penetrations, cabinets, etc.

Contractor shall be responsible for any damage resulting from his work.

6.0 MATERIALS 6.1 Structural Steel Structural steel shapes, bars, lugs and plates shall conform to ASTM A36 unless otherwise approved by the Engineer.

6.2 Gaskets Gaskets 5orDetailsA,BandDofFigure212-11shallbepre-cutAnkorite White, Style 405 as manufactured by the Anchor Packing Company, 1 Buttonwood Square, Philadelphia, PA 19130, or Engineer approved equal, with a minisma thickness of 1/4 inch. All Ankorite White, Style 405 gaskets shall be removed

( from site after SIT completion, g Gaskets for Detail C of Figure 212-11 shall be of fiber seinforced neoprene l~

material, minimum thickness of 1 inch.

6.3 Coil Rods Coil rods shall be 1/2 inch diameter or larger high carbon steel with an ultimate tensile strength of 15 Kips, unless othem ise approved by the Engineer, and sealed with close fitting 0-rings and metal washers.

i Contractor shall torque coil rods to assure air tightness at maximum test pressure.

i 6.4 Plugs i'

Plugs shall be expansive, pressure retaining as required to meet SIT I pressures. Reverse pressure plugs are required for some cases. Plugs shall be compatible with stainless steel piping where required.

6.5 Pipe Clamps and Bands Standard manufactured items, capable of withstanding the SIT pressure.

6.6 Blind Flanges Blind flanges shall be fabricated from ASTM A36 plate, or Engineer approved equal.

SPECIFICATION 9779-212 Revision 6 4 (See Status Sheet for Date) 13G-2

.- ,. . , - -___- , - , c- . , - . _ . . _ _ . - . , - . - - - . . - - . . - _ _ , . - - . - - . - - - . . _ - _ . . - , .

7.0 FABRICATION 4

O 7.1 General Fabrication shall be in accordance with standard industry practices.

7.2 Weldina

< All welding shall be performed in accordance with good commercial practice.

\ 8.0 INSTALLATION 8.1 h ,

All plugs shall be installed in accordance with the manufacturers recommendations and at locations as required to pressurize the Containment. Areas to be plugged shall be checked to ensure they are free of obstructions which could damage pipes and sleeves or v.ich would prevent the plug from sealing.

8.2 Plates j Plates and blind f3anges shall be installed at locations required to pressurize the Containment. Plates and blind flanges shall be centered cver the opening with all gaskets in place and obstructions removed prior to tightening nuts or coil rods or bolts for blind flanges.

Contractor shall exercise caution to prevent damage to weld end prepar-

} ations.

8.3 Pipe Clamps and Bands Bands, where required, shall be insta'lled around the sleeve or pipe in such a manner to prevent damage to the sleeve or pipe. Gasket material

! shall be used between bands and sleeves / pipes where possible. Bands and gasket material shall be compatible with stainless steel where required.

Contractor shall exercise caution to prevent damage to pipe during the cutting of tack welded - fit-up wedges. Cutting shall be by mechanical means only.

8.4 Equipment Hatch Head and Emergency Air Lock 1

The Contractor shall furnish all rigging equipment and accessories such as slings, wire ropes, lif ting beams, bracing, blocking etc.

necessary to safely and properly transport and install the Equipment

- Hatch Head and Emergency Air Lock. The Equipment Hatch Head is approxi-  ;

mately 25'-0" in diameter, weighs 35 tons and is attached to the flange

of the Equipment Hatch Barrel by 90, 2 " diameter Owner-furnished bolts.

l The Emergency Air Lock is approximately 9'-0" in diameter, weighs 17

' tons and is attached to the Equipment Hatch Head by 64,1 " diameter

. Owner-furnished bolts.

l-SPECIFICATION 9779-212 Revision 0

+

(See Status Sheet for Date) 13G-3

4 1

i Prior.to the installation of the Equipment Hatch, the existing

-atiffening ring shall be removed..

i Instruction Manual (s) governing the performance of this work will be provided by the Engineer.

a The Contractor shall strictly comply with the Washington Industrial Safety and Health Act (WISHA) and Occupational Safety and Health Act  :

(OSHA), including providing all protection barriers etc. , as re--

quired to insure the safety of all persons, materials and property.

i

- 8.5 Closing of Air Locks I The Contractor shall furnish the labor required to close the Personnel Air Lock and Emergency Air Lock per the instruction manuals provided by the Engineer.

I 9.0 QUALITY REQUIREMENTS 9.1 Quality Class I 9.1.1 QA Program The Contractor shall establish and maintain documented Quality Assurance Procedures for the Quality Class I activities described in this Section which shall conform to this Contract Specification O and the applicable Sections of ANSI N45.2, ANSI N45.2.2 and ANSI N45.2.6 which are listed below, i-a) Procedure for Handling, Transporting and Rigging of Equip-ment (ANSI N45.2, Section 14 and ANSI N45.2.2, Sections 1, 2 and 7).

b) Procedure for Equipment Installation.

c) Procedure for Inspection of the Handling, Rigging and Installation of Equipment (ANSI N45.2, Section 11 and ANSI N45.2.2, Sections 1, 2 and 7),

d) Procedure for Qualification and Certification of Inspection Personnel (ANSI N45.2.6) .

e) Procedure for Control of Measuring and Test Equipment (ANSI N45.2, Section 13).

1 f) Procedure for Control of Nonconforming Items (ANSI N45.2, Seetion 16).

SPECIFICATION 9779-212 i Revision O (See Status Sheet for Date) 13G-4

" - -m.-,. . ~ - m., . . . _ . . . - _ . _ . , _ _, , , . , , , _ _ , ,, _ _

9.1.2 QA Records After completion of work, the Contractor shall turn over to the Engineer a complete QA Documentation Package including copies of all QA Records required by this Specification and the Contractor's Procedures. The QA Package shall include t but is not limited to the following:

^

a) Personnel' Certifications.

b) List of all Measuring and Test Equipment used and their associated Calibration Records.

c) Inspection / Test Records.

d) Nonconformance Reports.

e) Contractor's Certification of Conformance.

9.1.3 Inspection The Contractor shall perform all inspections required by this Specification and the Codes and Standards referenced in this Section.

9.1.4 Control of Measuring and Test Equipment Contractor's procedures shall describe the calibration technique, calibration frequency, maintenance and control of all measuring and test instrumentation tools, gauges, fixtures, reference standards, transfer standards, and nondestructive test equip-ment which are to be used in the measurement, inspection and monitoring of components, systems and structures.

Allowable deviations from calibration standards (tolerances) shall be specified in the Contractor's procedures.

9.2 Quality Class G The Quality Control requirements for the Quality Class G activities and equipment shall be in accordance with good commercial practice and in accordance with the additional requirements of this Section, j 10.0 Submittals  !

Submittals for this Section of the Specification are listed in l Section 30A of this Contract Specification. l SPECIFICATION 9779-212 Revision O O 13G-4a (See Status Sheet for De.te)

i SECTION 13G e

a APPENDIX A SPECIFICATION 9779-212 i

i l

l lO ,

I WASHINGTON PUBLIC POWER SUPPLY SYSTEM l

Nuclear Project No.1 4

1 United Engineers and Constructors, Inc.

30 South 17th Street Philadelphia, Pennsylvania 19101 '

l i

SPECIFICATION 9779-212 Revision O '

(See Status Sheet for Date) 13G-ATP 4

L

. - . . _ . . _ _ _ _ , . . . . . . _ _ . . ___ _ ,, _ -. _ _ , _ _ _.~._ _.. _ _ . _ . . . _ , _ _ ,

i.

i SECTION 13C - APPENDIX A TABLE OF CONTENTS Page FIGURE 212-10 TEMPORARY SEALING OF CONTAINMENT 13G-Al FIGURE 212-11 DETAILS FOR SEALING PENETRATIONS 13G-A2 1

1 O

4 l

i j

' SPECIFICATION 9779-212 Revision f~

' 13G-Ai (See Status Sheet for Date) l i

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auemas em em.m PEN. f40. SLALING itETH00 DETAILS /REPMKS PEN. NO. SEAll'1G t1ETICD OETAILS/ RET 1 ARKS 2 - 1* Plugs (I) & Detail C &

,, 1 31' Plate (t) Detail D 33 1" Plug (1) 2 a 1 Detail 0 34 3/** PI"1 III

~ l' Plug 11). 2" Flug(1 ) Detail C &

3

& 31' Plate (!) Detail D 35 3/4" Plug (1) 2 - la Plug (1) & Detail C &

4 tt* Ptate ft) Detail D 39 3" Plue III 5 2* Plug (!) 40 1* Plug (!)

6 5 - 1* Plugs (1) & Detail C & g 1 - 1" Plug (1) Det411 C

? - 1A* Plates (11 Detail D 1 - 7%" Pluo (11 5 - 1* Plugs (1) & Detail C &

9 7 -16" plates (11 Detail D 42 3/4" Plua (1) 10 (, M9'III3 SPF 43 1%* Plug (!)

gg 8* Slind Flange (Il gpp p 2 - 6" Plates (') & Detail D 3/a* Blind Flemte (1) 1/4' Plua ft) 3' Blina flange (1) & 6 - 1" Plugs (1) 12 1* Plua (t) BPF 46 1 - 2* Plug 13 3/4* Plug (!) 14 2" Plug (!)~

47 1* Plug (I) 16 8* Plate (1) Detail D 17 1* Plug (!) 50 g [{, u 18 2%" Plug (!) 15 2* Pluo iIn 19 2* Plug (1) 52 6" Blind Flange (I) BPF 54 6* Plate (1) Detat; J 20 2* Plug (1) -

60 12" Plate (1) Detail D 21 1%* Plug (I)

63 10' Plate (!)' Oetail 1 Only 22 1%* Plag (!)

68 2 - 3/4" Plugs (!)

23 1%* Plug (!)

69 2* Plug (!)

25 2* Plug (I) 13 20*811nd Flange (0) BPF w 81 24" Plate (0) Remove E'ec.- Detail 8

\

27 6 - 1* Plugs (!)

i 1 - 2* Flugs (1) 0

• Detail D Only 83 24" Plate (0) Rr. eve Duct - Detail B 28 12* Plate (IT 29 12" 81tnd Flange (!) BPF 84 8" Plate (1) Detail D 31 t Plug (I) 85 24* Plate (0) Remove Duct - Detail 8 NOTES: (1) Contractor has option to use 86 7 - 1* Plugs (I) plugs for plates and/or plates for plugs. 93 1* Plug (!)

(2) Pen.30 & 72 require Yalve Dolt-up. Temporary Bolts shall be paint- 94 I. "9 III

1. • 95 15" Plug (1)

(3) Blind Flanges shall be fabri-cated from 1* or 1%* Plate. 97 3/a* Plug (1)

(4) Dimensions for Plates / Plugs are 3/4* Plug (!)

98 Nominal Diameters of Pipe /Penetrattoi

_ (*D-See Figure 212-11) 99 7 - 1* Plugs (!)

293 36' Plate (0) Remove Duct - Detail B 299 36" Plate (0) Remove Duct - Detail 8 ED PrJs. 9779-5-8052C2 & 805283

-' 300 ]30*plindFlange(I) SPF 30 1 Y Plate (0) Detail B 302 8* Plate (0) Detail B Elec. 38 - 12* Plates (0) Detail B

- LEGEN0: (0) - Outside Containment (1) - Inside Containmeni BPF - Bolt to Pipe Flange (N TEMPORARY SEALING Detait A - see Fig. 212-11 soecification 9779-212 k 0F CONTA11tMENT Detail 3 - see Fig. 212-11 Detail C - See Fig. 212-11 h'$thsneetfor

- Date)

FIGURE 212-10 Revistcc 2 13G - A l

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gi "* *~ 'O-U p DETAIL 'A' g DETAIL *B' N' y , S NOTES.

TKt M EXtSTt FIT uP M* #-

bl WED6CE ABOV TACE-gd om t lPLATE i

h "' s L FOR PLATESf PLATE t' TALL BE l THICK.

\\) g m.. j oS N g f ), 2.FOR PLATES d 36" p .

jum mmN 14 I um u w w l7-M. FLATE SHALL BE l' THICK.

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NTACK WELD GYr) i PIPE INSIDE , m 7'Q %"""'"^T  ;

1rLATE MATERLAL r- A3(o PIPE I

% GASKET 4, si W ConL RODS-ULTIMATE l C M T.  ! ,g l{nm f .I unu x u x x u o r i x TENSILE STRENGT t t.

m mix YM9 -. f' p pg I j rg.e/a CCML rlOD5'EauALLT 4_"' "" ' " ""i .; JOR FIPE/rENETRATION SECT t C'I& BANDS ~

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• SPEC. 9779-2 8Z DETAILS FOR RU zRENCE DOCUtsENT NO SEAltNG PENETRATIONS

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1 i

9-  :

i  ;

I i t i WNP-1 ,.

3 .-

I WASHINGTON PUBLIC POWER SUPPLY SYSTEM .I

! SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 i i

I

. I l STRUCTtRAL INTEGRITY TEST s OF

! CONTAltNENT '

4

! t i I f

i t

t APPENDIX B

<= i i@ ,

I- UE&C CRITERIA 0F  ;

STRUCTtRAL INTEGRITY

)

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i t

L

O l

APPENDIX B i

6 1

~

The following is that section of UE&C Specification 9779-212 which defines the analytical and acceptable l

values for the various gage measurements employed

~

during the SlT. 6 This data was useo during the. test as a guide to r determine the acceptability of the Containment response at each pressure level before proceeding to the next '

higher pressure plateau.

{

The data is retabulated in Appendix E in relation to '

the measured values.

O 8

t i

i t-i l

l 9

I B-1 WNP-1 SIT ,

I i ,

(

...,.....,...__._..-_..__.,m__.. . . - - . . . _ . _ _ . _ _,.,,_,-.,,,.,m.,.-,-_ . . _ , _ _ _ _ , - _ - , . __ _ _ - -

O SECTION 13F APPENDIX B SPECIFICATION 9779-212 CRITERIA 0F STRUCTURAL INTEGRITY OF CONTAINMENT STRUCTURE DURING 3

STRUCTURAL PROOF TEST WASHINGTON PUBLIC POWER SUPPLY SYSTEM Nuclear Project No. 1 United Engineers and Constructors, Inc.

30 South 17th Street Philadelphia, Pennsylvania 19101 f

SPECIFICATION 9779-212 i

Revision I (See Status Sheet for Date) 13F-BTP Q

V /'8\

O SECTION 13F - APPENDIX B  !

TABLE OF CONTENTS P,, ag e, 1.0 PURPOSE 13F-B1 2.0 DOCUMENTS 13F-B1 3.0 BASIS FOR PREDICTION OF THE STRUCTUPAL 13F-B1 INTEGRITY TEST RESULTS 4.0 INSTRUMENTATION 13F-B2 5.0 RESPONSE DATA 13F-B5 0

SPECIFICATION 9779-212 Revision 8 (See Status Sheet for Date) 13F-Bi

}\

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SECTION 13F STRUCTURAL PROOF TEST 1.0 PURPOSE To demonstrate the adequacy of the structure with Jespect to quality of construction and material, the Washington Public Power Supply System Nu clear Unit No. 1 containment structure will be pressurized to 60 psig (1.15 times the design accident pressure). Various measurements will be taken during the pressurization test to evaluate structural performance.

The following information provides a criterion for determining whether the structure is responding to the structural integrity test as predicted based on design. The criterion shall also be used to decide whether it is safe to proceed with the pressurization of the containment to the next higher pressure plateau. The following tables and figures identify specific items to measurespressures at which measurement will be taken and acceptable de-viations from anticipated values.

2.0 DOCUMENTS Instrumentation and test requirements are in accordance with the following documents.

1. UE&C Specification 9779-212

2. U/S. NRC Reg. Guide 1.136

3. ASME B & PV Code Section III, Division 2, Article CC-6000, 1975 Edition O up to and including Winter 1976 Addenda.

3.0 BASIS FOR PREDICTION OF THE STRUCTURAL INTEGRITY TEST RESULTS J

The analyses (considering a maximum differential temperature of 650F between the ambient temperatures inside and outside the Containment) which had been used to design the Containment structure are used to predict the SIT results.

The following list of analyses identify the project computer run number, structural calculation book number and microfilm reel number.

Shell & Dome 1, DL - Run No. 210, Book S-ll8, MF No. 384 l

2. DL + P t - Run No. 200, Book S-ll8, MF No. 384 cracked concrete analysis, Pt = Test Pressure = 60 psi

3. DL + Pt+Tg - Run No. 380 Book S-160, MF No. 387 Pc = 60 psi; cracked concrete analysis T g = Temperature - 950F inside, 3ao F outside, 400F stress-free temperature.

SPECIFICATION 9779-212 Revision dI 13F-B1 (See Status Sheet for Date)

/

4. Soil Pressure - Run No. 37, Book S-119, MF No. 372 Effect of soil pressure due to deformation of shell with internal pressure.

Uncracked concrete analysis.

Equipment Batch

5. P. - Run No. 2, Book S-177, MF No. 315 P, = 52 psi. Uncracked concrete analysis. MARC-

CDC Element #21 has been used in the analysis.

6. Soil Pressure - Run No. 52, Book S-178, MF No. 330 Uncracked concrete analysis. Soil pressure due to internal pressurization. MARC-CDC Element #22.

4.0 INSTRUMENTATION 4.1 Location The measuring devices have been placed in various locations of the containment to measure displacements and strains to meet the criteria of ASME,Section III, Division 2, - CC-6000 and the Reg-ulatory Guide 1.136.

The reference-figures in Appendix A of Section 13F are as follows.

Figure 212-001 shows the locations of the instrumentation to meas-V ure vertical displacements.

i Figure 212-002 shows the locations of the instrumentation to meas-ure radial displacements.

Figure 212-003 shows the lecations of the instrumentation to meas-ure radial, tangential (horizontal) and vertical displacements

• around the equipment hatch. This figure also shows the locations of the instrumentation to measure strain on the liner around the 1

opening. ,

Figure 212-003 shows the locations of the instrumentation to meas-ure strain on the liner around the personnel air-lock.

L Figure 212-006 shows the locations of the instrumentation to meas-ure strain in rebar as well as in the concrete at the spring line.

I Figure 212-004 shows the locations on the shell in the vicinity of the large openings which are to be surveyed for cracking. Table 1 indicates other areas on the containment shell to be surveyed for cracking.

SPECIFICATION 9779-212 s

Revision [

13F-B2 (See Status Sheet for Date) l'

/6\

4

. . . _ , . _ _ -, ,.__m.._.. , . , - ..-,._a..m , _ , , _,-.._.-_._,,_,_,,..,.,,y.,,._ _ _ . , _ , . . _ . _ _ , , , . . . _ _ _ . _ . . , _ . . _ , . ,

Table 1: Containment areas to be mapped for crackinst. other than large openings Azimuth Elevation 1550 - 1650 399' - 409'

. 1300 - 1400 560' - 570' 2180 - 2280 560' - 570' 355 -5 550' - 560' 295 - 305 480' - 490' [k 4.2 Range and Accuracy Table 2 summarizes predicted displacements of the containment shell and appropriate range of associated instrumentation (fig-ures 212-001 and 212-002).

Table 2: Instrumentation requirements for shell displacements Maxir:us Anticipated Instrument Instrument Deformation Value Ranee Vertical 1.0 in, base to apex O'to'2 'in. for I.G. 1 Displacement 1G13 thru 1G13d thru 13d 0.5 in. base to O ti 1 in. for springline 1G1 thru 1G12 I.G. 15 thru Diameter 2.0 in. O to 3 in.

19, 21 thru Change 24, 17, 53, 54, 55 I.G. 14, 20 Radial 1.0 in. O to 2 in.

25 thru 48 Displacement Accuracy: All instruments shall provide for a minimum accuracy of

+ 5% of the maximum anticipated value.

Table 3 summarizes predicted displacements of the equipment hatch barrel and boss region of the shell with appropriate range of as-sociated instrumentation (figure 212-003).

t a

5

' SPECIFICATION 9779-212 Revision 6 13F-B3 (See Status Sheet for Date)

Table 3: Instrumentation requirements for displacements in the equip-O ment hatch area Maximum Anticipated Instrument Instrument Deformation Value Range R1 thru Radial 1.0 inch 0 to 2 inches R12 Displacement R1 thru Tangential 0.6 inch vertical O to 1 inch R12 Displacement 0.6 inch horizontal I.G. 49 Diameter Change 0.7 inch 0 to 1.5 inch of barrel -

horizontal I.G. 50 Diameter Change 0.4 inch 0 to 1 inch of barrel -

vertical Accuracy: All instruments shall provide for a minimum accuracy of i 5% of the maximum anticipated value.

Table 4 summarizes the maximum anticipated strains in the liner in the vicinity of the equipment hatch and personnel airlock and for the rebar and concrete at the seringline.(figures 212-003 and 212-006).

p

() Table 4: Instrumentation requirenents for strains Maximum Anticipated Instrument Instrument Deformation Strain Value (Strees) Range in./in.

SR 1 thru Liner strains in 0.0015 in/in 0 to 0.003 ,

SR12, SR13 vicinity of equip-thru 24 ment hatch and personnel airlock SG 1 thru Rebar strains 0.0015 in/in 0 to 0.003 SG 8 at springline (45 kai)

SGC 1 thru Concrete strain 0.0005 in/in 0.to 0.001 SGC4 at springline Accuracy: All instruments shall provide for a minimum accuracy of i 5% of the maximum anticipated value.

SPECIFICATION 9779-212 Revision 5 13F-B4 (See Status Sheet for Date)

/ \

1 4.3 Concrete Cracking The pattern of cracks that exceed 0.01 inch in width and 6 inches in length before, during or af ter the test should be ' mapped in the areas designated in Figure 212-004 and other areas determined by the Engineer. The accuracy of crack measurements shall be + 0.001 inches 5.0 RESPONSE DATA i

Section 5.1 provides predicted and acceptance values for shell dis- '

placaments, including those in the vicinity of the equipment hatch, and strain in rebar and concrete at the springline. Strains in the liner in the vicinity of the equipment hatch and personnel airlock i are monitored for information only and no acceptance values are given. .

Section 5.2 provides predicted displacements versus pressure for pur-poses of control of test. The acceptable displacement recovery 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> after complete depressurization, is 70% or more.

5.1 Predicted and Acceptance Level of Response Vertical Displacements of Shell and Dome The predicted vertical displacements are due to test pressure only (computer runs3 200 and 210). The predicted effects of soil 4 pressure loads on vertical displacement are minimal and are ig-nored for reasurement purposes. Also, the thermal growth of the shell is considered to be minimal because of relatively stable ~

.O vall temperature and prior S.I.T. experience. All acceptance

( ,1 1evels of displacement are 30 percent greater than predicted values. Table 5 lists predicted and acceptance levels.

Table 5: Predicted and acceptance 1dvels of vertical displacements I (See Figure 212-001) Relative to the Base Mat.

Predicted Acceptance Instrument Location Displacement +

Value' I.G. 1,4 7 & 10 (Deleted)

I.G. 2,5 El. 485'-0" 0.269 in. 0.350 in.

8 & 11 I.G. 3,5 E1. 565'-0" 0.451 in. 0.526 in.

9 & 12 I.G.-13a, 13b El. 602.5' O.664 in. 0.863 in.

I.G.-13c, 13d El. 629.95' O.816 in. 1.06 in.

I.G.-13 El. 640'-0" 0.778 in. 1.01 in.

SPECIFICATION 9779-212 Ot Revision 8 V 13F-B5 (See Status Sheet for Date)

Radia.1 Dieplecements cf Shn11 The predfctsd radial displa'cemen'tso ' f t'he shell are due to test pressure

^ and soil pressure (due to test pressure) loads. The effect of the soil /

is to' pfodiice non-axisymmetry in the radial displacements. Thermal //o\\

growth is again considered minimal as per the previous discussion, and therefore,. net considered. in the given displacen. ant values. All .

acceptance levels are 30 percent greater than the predicted values.

Table 6. lists predicted and acceptance values..

Table 6: Predicted and acceptance leviels of radial displacements (See Figure 212-002)

. Radial Acceptance ,

Instrument Elevation Azimuth Displacement (in.] Value (in.)

IG-25 410'-0" 48, 0.1623 0.21 IG-26 436'-0" 48 0.8851 1.15 IG-27 469'-0" 48 0.9472 1.23 IG-28 501'-0" 48 0.8940 1.16 IG-29 533'-0" 48 0.9005 1.17 IG-30 565'-0" 48 0.6741 0.88 IG-37 410'-0" 108 0.1703 0.22 IG-38 436'-0" 108 0 0.8076 1.05 IG-39 469'-0" 108 0.8722 1.13 f IG-40 501'-0" 108 0.8865 1.15 IG-41 533'-0" 108 0.9555 1.24 IG-42 565'-0" 108 0.8141 1.06 IG-20 410'-0" 168" 0,1703 0.22 IG-21 436'-0" 168 0.8126 1.06 IG-22 469'-0" 168 0.8747 1.14 IG-23 533'-0" 168 0.9580 1.25 IG-24 565'-0" 168 0.8191- 1.06 C?ECIFICATION 9779-212 fq ' Kevision 6 13F-B6 (See Status Sheet for Date)

Table 6 Continued: Predicted and acceptance levels of radial displacements Radial Acceptance Instrument Elevation Azimuth Displacement {in. Value (in.)

IG-31 410'-0" 228* 0.1643 0.213 IG-32 436'-0" 228* 0.8551 1.11 IG-33 469'-0" 228* 0.9297 1.21 IG-34 501'-0" 228 0.9065 1.18 IG-35 533'-0" 228 0.9280 1.21 IG-36 565'-0" 228* 0.7216 0.938 IG-43 410'-0" 288* 0.1033 0.134 IG-44 436'-0" 288 0.4276 0.556 IG-45 469'-0" 288 0.5947 0.773

! IG-46 501'-0" 288 0.6215 0.808 q IG-47 533'-0" 288 0.6630 0.862 IG-48 565'-0" 288 0.4841 0.629 IG-14 410'-0" 348* 0.0953 0.124 IG-15 436'-O' 348 0.3726 0.484 IG-16 469'-0" 348 0.5322 0.692 IG-18 533'-0" 348* , 0.5905 0.768 IG-19 565'-0" 348 0.4266 0.555 SPECIFICATION 9779-212 Revision 8 13F-B7 (See Status Sheet for Date)

__\

Diameter Change of Shell G

The condition associated with these predicted values are the same

as stated for radial displacement above. Table 7 lists predicted and acceptance levels.

Table 7: Predicted and acceptance levels of diameter change l

Location Predicted Change Acceptance Instrument Elevation Azimuth in Diameter (in.) Value (in.)

IG21 & 15 436'-0" 168 - 348 1.1852 1.54 IG22 & 16 469'-0" 168 - 348 1.4069 1.83 IG17 498'-6" 168 - 348 1.4304 1.86 IG23 & 18 533'-0" 168 - 348 1.5485 2.01 IG24 & 19 565'-0" 168 - 348 1.2457 1.62 IG53 566'-0" 168 - 348 1.24 1.61

. IG54 566'-0" 48 - 228 1.36 1.76 IG55 566'-0" 108 - 288 1.40 1.82

- Displacements of Shell in Vicinity of Equipment Hatch The dis' placements were computed for internal pressure and the effect of soil pressure due to internal pressurization.

Thermal growth was disregarded as per previous discussions.

Predicted and acceptance values of these displacements are listed in Table 8. All acceptance levels are 30 percent

_, greater than predicted values. . . _ , ,

l SPECIFICATION 9779-212 v Revision f' 13F-B8 (See Status Sheet for Date)

I

- , , , . , _ . . . - , ,----.n. , - . . - - - , - - - - - - - - , , , - - - . n.--. . - - , . - , , , = .

Table 8: Shell Displacements in Vicinity of Equipment Hatch (See Figure 212-003)

{

Predicted Displ. (in.) Acceptance Displ. (in.)

Inotrument Radial Horizontal Vertical Radial Horizontal Vertical

$ R1 0.658 0 0.404 0.86 0 0.525 0h R5' O.789 0 0.416 1.03 0 0.54 R9 0.919 0 0.456 1.20 0 0.59 0.767 0.279 0.338 1.0 0.36 0.44 g R2 R6 0.90 0.326 0.340 1.17 0.42 0.44 mh h RIO 1.080 0.456 0.342 1.40 0.59 0.445 R3 0.779 0 0.261 1.01 0 0.34 t

0.32

• h R7 0.851 0 0.245 1.11 0 b R11 0.994 0 0.208 1.29 0 0.27 R4 0.767 0.279 0.338 1.0 0.37 0.44 3

0.900 0.326 0.340 1.17 0.42 0.44

,j R8

{ R12 1.080 0.456 0.342 1.40 0.59 0.445 i

Equiement Hatch Ziameter Change The predicted change in diameter is calculated from the previously discussed analyses with a basis consistent with predicting the shell displacements. Table 9 lists the predicted and acceptance level diameter changes.

Table 9: Change in equipment hatch diameter Predicted Change Acceptance Instrument Orientation in Diameter Value I.G. 49 Horizontal 0.553 in. 0.72 in.

i I.G. 50 vertical 0.143 in. 0.19 in.

I.G. 51 Diagonal 0.28 in. 0.37 in.

& 52 SPECIFICATION 9779-212

! G Revision 5

) 13F-B9 (See Status Sheet for Date)

l l

I Strain in Rebar and Concrete at the Springline

'a Table 10 lists predicted and acceptance levels of strain in rebar 1 and concrete at the springline. The basic for the predicted val-ues is consistent with that noted for shell displacements. Ac-ceptance levels are the code permitted stress of 45 kai.

Table 10: Strain in rebar and concrete at the springline (See Figrre 212-006)

Location Predicted Acceptance Instrumentation Elevation Azimuth Strain (Stress) Value-Stress SG1 & 564'-0" & 0 ,135 0.0013 45 kai SG2 557'-0" 225 (39 ksi)

SG3 & 564'-0" & 0 , 135 0.0010 45 kai SG4 557'-0" 225 (30 ksi)

SGS & 564'-0" 0 ,,135 0.0009 45 kai SG6 557'-0" 225 (27 ksi)

SG7 & 564'-0" 0 , 135 0.0007 45 ksi SG8 557'-0" 225 (21 ksi)

SGC-1 & 564'-0" 0 , 135 0.0002 NA SGC-3 557'-0" 225 (tension)

SGC-2 & 564'-0" 0 , 135 0.00009 NA O, SGC-4 ,

557'-0" 225 (tension)

Strain in Liner in Vicinity of Large Openings Strain rosettes are mounted on the liner in the vicinity of both large openings. These are being monitored for information pur-poses only. No predicted value or acceptance levels are given here.

Maximum Predicted Crack Widths Pressure related cracks in the membrane regions of the wall are expected to open to a maximum width of 0.025 in. or less, spaced at 18 inches, based on prototype containment experience. Crack widths in the vicinity of large openings may be greater. The ac-ceptance criterion for cracks is as follows:

a) The maximum crack width at peak pressure is 0.035 in. averaged over a length of 20 ft.; the mintnum spacing is 15 in. These averages exclude crack patterns in the vicinity of discontinu-ities.

SPECIFICATION 9779-212 Revision 5 C 13F-B10 (See Status Sheet for Date)

b) Crack widths after depressurization are predicted to be less than 0.010 in.

5.2 CONTROL 0F TEST Shell displacement, including radial displacements in the vicinity of the Equipment Hatch, shall be monitored for the control of the test, by the Engineer. The displacement will be assumed to approx-imately increase linearly with increasing pressure. The pressure increments are 0, 13, 26, 39, 52 and 60 psig. The largest radial displacement at each elevation is used as the Control Value. Tables 11 and 12 list the displacements at each pressure increment. Eval-uation of the displacement by the Engineer will consider the total deformation of the containment shell.

4\

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SPECIFICATION 9779-212 Revision 6 J 13F-B11 (See Status Sheet for Date

-- - - - . , . - _ _ _ . - _ - - _ , . _ . _ _ . - - _ _ , _ _ - _ _ ,. . - _ _ _ . _ . _ _ , _ _ . _ _ _ _\

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! kJ SO Jable 11: Maximum disolacements for caneral af *==e Maximum Displacements (in.) @ Pressure (psig)

Instrument Location 13 26 39 52 60 I.G.1,4,7,10 (Deleted)

I.G.2,5,8,11 485'-0" 0.08 0.15 0.23 0.30 0.35 I.G.3,6,9,12 565'-0" 0.13 0.26 0.38 0.51 0.59

'e A I.G.13a, 13b 602.5' O.19 0.37 0.56 0.75 0.86

$ I.G.13c, 13d '629.95' O.25 0.46 0.69 0.92 1.06 I.G.13 640'-0" 0.22 0.44 0.66 0.89 1.01 I.G.25,37,20, 410'-0" 0.05 0.095 0.14 0.19 0.22 31,43,14 I.G.26,38,21, 436'-0" 0.25 0.50 0.75 1.0 1.15 32,44,15 I.G.27,39,22, 469'-0" 0.27 0.53 0.80 1.07 1.23 33,45,16 I.G.28,40,34,46 501'-0" 0.26 0.51' O.76 - 1.02 1.18 I.G.29,41,23, 533'-0" 0.27 0.54 0.81 1.08 1.25 35,47,18 I.G.30,42,24, 565'-0" 0.23 0.46 0.69 0.92 1.06

. 36,48,19 P

i I.G.21 & 15 436'-0" 0.33 0.67 1.00 1.34 1.54 u I.G.22 & 16 469'-0" 0.40 0.79 1.19 1.58 ~1.83 3

I.G.17 498'-6" 0.40 0.81 1.21 1.61 1.86 A I.G.23 & 18 533'-0" 0.44 0.88 ~1.30 1.74 2.01 I.G.24 & 19 565'-0" '0.35 0.70 '1.05 1.40~ ~1.62 J

I.G. 53 566'-0" 0.35 0.70 1.05 1.40 1.61

' ~

I.G. 54 ~ - ~ l 66'20" ~ -~" "0.38 0.76~ ~ 1.1T- l'.53 '1.'76 I.G. 55 566'-0" 0.39 0.79 1.18 1.58 1.82 SPECIFICATION 9779-212

[

Revision f 13F-B12 (See Status Sheet for Date) i

< jr 1

1

i Table 12: Acceptable radial displacements in the vicinity of the equipment hatch for control of test

- Acceptable Displacement (in.) @ Pressure (psig) -

Instrument 13 26 39 52 60 R1 0.19 0.37 0.56 0.75 0.86

-[ R5 0.22 0.45 0.67 0.89 1.03 N R9 0,26 0.52 0.78 1.04 1.20 R2 0.22 0.43 0.65 0.87 1.0

,U R6 0.25 0.51 0.76 1.01 1.17 o

n R10 0.30 0.61 0.91 1.21 1.40 R3 0.22 0.44 0.66 0.88 1.01

,U R7 0.24 0.48 0.72 0.96 1.11 O

• R11 0.28 0.56 0.84 1.12 1.29 1

R4 0.22 0.43 0.65 0.87 1.0 R8 0.25 0.51 0.76 1.01 1.17

, R12 0.30 0.61 0.91 1.21 1.40 SPECIFICATION 9779-212 O 13F-B13 Revision [

(See Status Sheet for Date)

LA

a 1

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l'  !;

i WNP-1 1

. WASHINGTON PUBLIC POWER SUPPLY SYSTEM i SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 i

}

l j STRUCTURAL INTEGRITY TEST-OF l

i CONTAIPMENT i

i i

r APPENDIX C i

I REGULATORY GUIDE 1.136 1

MATERIALS, CONSTRUCTION AND TESTING

)

OF CONCRETE CONTAINENTS i

REVISION 2, JLNE 1981.

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l ' . ..

m afa Resteson 2*

June 1ssi

[ "*%, U.S. NUCLEAR REGULATORY COMMISSION

_ Qgf*iREGULATORY GUIDE

• OFFICE OF NUCLEAR REGULATORY RESEARCH

++ % . .

• REGULATORY GUIDE 1.138 (Taek SC 814 6)

MATERIALS, CONSTRUCTION, AND TESTING OF CONCRETE CONTAINMENTS (Articles CC 1000, 2000, and -4000 through -6000 of the

" Code for Concross Reactor Vessels and Containments"8 )

formally issued for the first time in 1975, was reissaed in A. INTRODUCTION 1977, and again in 1980. This revison to the guide endorses the following articles of the 1980 edition of the Code:

General Demon Criterion 1 " Quality Standards and Records," of Appendia A. " General Demon Criteria for Nuclear Power Plants," to 10 CFR Part 50, " Domestic CC-1000, Introduction, CC-2000, Meterial, 1.icenang af Production and Utilization Facilities," requires.

CC-4000, Fabrication and Construction, in part, that structures, systems, and -pa=aats important CC-5000,Cor.struction. Testing, and Examination, and to safety be deasned, fabricated, erected, and tesced to CC-6000, Structural Integdty Test of Concrete Contain-quality standards commenmarate with the importance of ment Structures.

the safety functions to be performed. Appendix B," Quality Assurance Criteria for Nuclear Power Plants and Fuel Conaderation will be given to referencing the Code in Reprocemns Plants," to 10 CFR Part 50 requires, in part, the Code of Federal Regulations after sufficient experience

$:t measures be established to enmre materials control has been accumulated with its use. Ir.the interim, the NRC and control of special pr,w=.==. such as welding, and that staff will set forth its position on the acceptability of t proper testing be performed. the Code for licensing purposes in regulatory guides.

j( This guide descnbes bases acceptable to the NRC staff The NRC staff has evahasted the provimons contained in for implementing the above requirements with regard to the

~ the articles listed above, but has made no attempt to materials, construction, and testing of concrete cantainments.

coordinate allliterature (standards, codes,snMafiaa. regule-tions, etc.) that may be relevant to the sabject of this guide, The Advisory Committee on Reactor Safeguards has been conmalted concernang this guide and has concerted in The referenced Code incorporates the recommendations the regulatory position.

of several regulatory guides in an acceptable :'ianner. Hence, with the innaance of thisrevisonto Regulatory Guide 1.136,

8. DISCUSSION the regulatory guidoslisted below will be withdrawn:

The American Society of Mechanical Engineert and the Mechanical (Cadweld) Splices in Reinforcing l

1.10

' American Concrete lastitute have jointly published tse Bars of Category I Concaste Structures, .

" Code for Concrete Reactor Vessels and Containments,"i which is referred to in this guide as the Code. The Code was Testing of Reinforcing Bara for Category 1

( 1.15 i Concrete Structures, The sati.e.ne h . m e. It impr.stic.i to tadic.c th ca e Structural Acceptance Test for Concrete Primary l

Octot.r

• • ta lia la th m.191s rela. t.s.a i um.b.r of ch.ne La 1.18 thi. reved.om Reactor Containtnents, .from th.e.

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1. .i.T.he known " Cod.e r th ro.r .C.ome.rce AShiE Bod.r.a n et , vVi.rd.a.d C. oat.i.a.m.at." Nondestructive Examination of Primary Contain-I Cod..

111.6th i

I seceos Dives.a 2,198o Edition. ACI r.ed 3s9-80.

or dStPr. 1.19

• "'*** ment 1.iner Welds,

! -a=!**E"a N Yr*[t.d En A$.".,ecN C mt.r. 34s Amarle.a Comer.te "s"o .ty oY E. 47thinStr.6 tutBoa M..t. t.d.w York, N.w Yor.k

. 19150, D troit. "* hat a 10oI T. ce th.

Concrete Placement in Category l Structures, and 1.55 4s219.

usNaC REGut.Avomy Guiots a nt to th. n. og

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ts 1.103 Post-tensoned Le.GeaM6 Systems for Concrete 5. CC 2441(g) Tendon Ducts, Channels. Trumpets, and Reactor Vessels and Contamments. Transition Cones Because the Code provisions contmue to change, the SubparagraphCC-2441(g) addresses only the susceptibil-NRC staff plans to penodically update this guide to accom- ity of ducts to leakage under pressure. However, duct joints modate new and revised provisons of the Code. are more susceptible to leakage under pressure than the ducts. The recommended prequalification of ducts and la those anas when the provisions of the referenced duct joints in Regulatory Postion C.5 would eliminate the i potential for grease (or grout) leakage under rnanimum j Code are insufficient for hcenang purposes, the staff has provided supplementary guidelines it considers to be pressures. l l

needed. These guidelines are contamed in the regulatory postion. Brief reasons for recommending them are given 6. CC 2463.1 Static Tennie Test below.

Different system 4 of prostressing may require different

1. CC.2232.2(a) Strength Testa 2 numbers of tests for tendon systems to establish their adequacy for use. Variations within the tolerance limits of The average strength of a design mix based on mean the construction specification in material propertaes and in geometry of arichorages and tendons must be r=ahn =Hy rather than ===*=um allowable values of air content and slump is not conservative relative to standard build.ng con. and adequately represented in the system testing.Therefore, struction practice. The limits in Regulatory Position Cl Regulatory Postion C6 recommends that any system of prestresang be subjected to a sufficient number of tests to are takes from Section 4.4.2 of ACI Standard 318-77

" Building Code Requirements for Reinforced Ceocrete."j establish its adequacy before it is adopted for use.

2. CC.2243 - Cement Groot for Groated Tendon Sy.'some 7. CC-4240 Caring Regulatory Position C2 recommends using the gu. dance The 1980 verson of the Code climinate: a specific in Regulatosy Guide 1.107," Qualification for Coment Grout- requirement for curms concrete at temperatures higher than 40*F. The guide recommendation is in accordance

[

ing for Prostresens Tendoas in Containment Structures" rather than paragraph CC-2243 with respect to groutms of with ACI 308 71, " Recommended Practice for Curms .

prostresung '==da== The staff behoves that the guide recom- Concrete."3 mandations provide needed annarance for the integnty of "

8. CC-4333.4.2 Speise Saseples groutoo tendons that cannot be diesedy inspected during the life of the coerann-c. The 1980 edition of the Code,in CC-4333.4.3, requires

3. CC.2433.2.3 Acceptance Standards only a production-splice tesung program, while the previous program permitted production and aster splice testing. As a result, CC-4333.4.2 now contradicts CC-4333.4.3. Regula-Exponence with the use of alloy steel materials for anchor blocks and wedge blocks (sach as AISI 4140) indicates that tory Postion C8 provides guadance cosastent with the a high desses of hardness of these resterials is a factor in requirements of CC-4333.4.3.

cauang crackans (presumably stress corromon) under certain inevitable environments. Also it is necessary to controlthe 9. CC-4352 Splises unifonnity of hardness of these materials. A thorough '

airface examinatica and proper protectica before and after Machaaw=I splices are canadored to be weak links in the sastauntion of these matenais and a cloor, control in the performance of reinforcing bars.Thus,staggenasof mechan-amount and unifornuty of hardness in these materials anay ical splices in areas of high c.ress is being reemphamaed in order to avoid a concentration of splices on one plane in pHedmate cracking, such areas that may result in (1) unacceptable cracking and

4. Pressetteeof PrestrasmasMateriaisfromls= Temperature (2) incrossca steel conessaan that has adverse effects on concrete placement. In addition, this recommendation is Effests conastent with ACI 349-76, " Code Requirements for Maclear 4

The testing of prostresens materials to qualify then assinst Safety-Related Concate Structures."3 l

loss in hetGity Aring cc,ld temperatures is needed;therefore,  ;

the guidance in ReguistoryPositionC4 is recommended. 13. CC-4464.1 Procedure j

h common pnctice in posMennoning, as adopted by 2 3,,,,,,,,,,,,,, 64 g ,,,,,,,,,4 aesess.em, et in. " cod. Uc.,.,a,re,=w.,,sier La ven.m e- the

.E,s American

,g Concrete Institute (Section 18.18 of ACI 3 s.77), is to aino ch. discrepancy is,.1 of 255 instead of p - aus -

m. _ c ur. .

tw zion ** *r ta ca. = ==ia - s* i-a.e>c.c s ee se,er.er,mm

o. mes , ee2t e. is for 25%. ,

i 1

1.136 2

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11. CC-4522.1 Tolerances for I.iner Shells and Heads 3. CC 2433.2.3 - Acceptance Standards The non-mandatory guidelines of Appendix F to the Code In addition to the requirementsin subparagraph CC-2433.23, f - are acceptable to the NRC staff although some of the guile- the following guidance should be used:

! lines are relaxed from the previous requirements of the 1977 edition of the Code. "The maximum hardness for material of anchor head assemblies and wedge blocks shall not exceed that of Appendix F, paragraph F-1220(c), establishes non cunnalstive Rockwell C40. To maintain uniformity in hardness, the toler-plumbness tolerances for liner shells. Cumulativ olerances ance on a designated hardness number shall not exceed 22."

may be controlled in most caser by the out-os-roundness tolerances of paragraph F 1220(a). However, to ensure that a maximum cumulative plumbness tolerance is established 4. Protection of Prestresses Materials from LoupTemq erature for different containment configurations, an explicit Effects recommendation is provided in Regulatory Position C.11.

In addition to the requirements in CC-2434, " Wedges

12. CC 5210 General and Anchor Nuts," the followmg guidance should be used:

The locations of all maior embedments, such as plates, " Materials for all load-beanns components of prostrossms emsedded piping penetration sleeves, major structural systems should be selected so that they can withstand the framangs, and anchor bolts, should be peoplanned, identified anticipated low. temperature effects without loss in their on the design drawings, and documented on field changes ductility. Methods and procedures anular to those used thereto. This would permit verification that embedments for materials of liners in CC-2520, ' Fracture Toughness have been placed with full consideration given to the Requirements for Matenals,' are acceptable for quahfyms resulting reduction in structural strengths, radiation shielding the matenals. Additionally, it should be demonstrated by effectiveness, and hindrance to the placement and consolida- suitable test- that with the maxamum allowable flaw tion of concrete, sise (cracked lattonheads, wedges, and anchor nuts), the specific components wdl exhibit the required strength and

! 13. CC-6214 Retest ductility under the lowest anticipated temperatures."

The second sentence of CC4214 permits the hcenses the optien of doing nothing even after studies have been made 5. CC-2441(s)- Teodos Ducts, Chammals, Trumpets, and

• that indicate that acceptance criteria (c) and (d) of CC4213 Transition Comes wuse still not met. The need to select one of the followup options in paragraph CC4214 is defined in Regulatory lastead of "CC-2441(g) Ducts ._," the following should Postion C.13. be used:

"CC-2441(g) Ducts and duct joints "

C. REGul.ATORY POSITION

6. CC 2463.1 Static Temelle Test The requirements specified in Articles CC-1000 2000, and -4000 through-6000 of the " Code for Concrete Reactor Instead of "CC 2463.1 Static Tenale To's t. Two or more Vessels and Containments," ASME Boiler and Pressure Vessel static tensile tests. ,* the following should be used: .

Code, Section 111, Divison 2,1930 Edition,(also known as ACI Standard 359.g0) are acceptable to the NRC staff for "CC-2463.1 Static Tensile Tests. Static tensGs tests "  !

the matenals, construction, and testing of concrete contain-monts of nuclear power plants subject to the following: Any system of prestresmag sbould be subjected to a suffi-cient number of tests to establish its adequacy. Justification

1. CC 2232.2(s) Strength lasts I that a sufficient number of tests have been oorformed as j

well as a description of the test program should be submitted When following the requirementsin the second sentence to the NRC for review and approval of CC-2232.2(a), the word " maximum" should be used for the word "meen" wheneveritappears,and"20.75 ir." should 7. CC-4240 Curuss be used instead of "20.75% ." ,

In addition to the requirements for curing concrete in

2. CC 2243 Cement Grout for Grouted Tendon Systems subsubarticle CC-4240(d), the following guidance should be used

R63ulatory Guide 1.107, " Qualification foi Cement Granting for Prestrosang Tendes in Containment Structures," "When the mean daGy outdoor temperature is 40*F or  ;

j

/ should be used for guidance on qualifying grout for grouted higher, the minimum period of curms should be 7 days  ;

~

tendon systems. after placing concrete."

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l 1.136-3

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8. CC-4333.4.2. Splice Samples such as rebar supports and form ties), or covered by docu-mented field changes and later placed on the as built  ;

Instead of the requirementsin subparagraph CC-4333.4.2, drawings, remain in the form after the concrete is placed. '

the following guidance should be used: Additionally, the inspection should ensure that hollow "

tubes and pipe sections used as support systems or for other "Spuce samples shall be production splices (cut directly construction conveni:nce, ifleft embedded in the concrete, from in-place reinforcement)." are filled with concrete or grout as appropriate.

9. CC-4352 Splices 13. CC-6214-Itetest In addition to the requirements in paragraph CC-4352, There are two options permitted by the Code in the phrase the following guidance should be used: in the second sentence of CC-6214 "... remedial measures may be undertaken or a retest may be conducted "; one "Mechament splices located in areas of high stresar,s should be selected if the requirements of CC-6213(c) and (maximum computed tenale stress 10.5 F y) should have (d) are not met.

alternate bars spliced or adjacent splices staggered. If tests for slip (or internal plastic deformation) of the splice demon-strate that the slip is low (i.e., not to exceed 50% of the D. IMPl.EMENTATION elongation of the unspliced bar along the spliced length), at 0.9 F y, the adjacent splices need not be staggered." The purpose of this section is to provideinfor'intion to applicants regardms the NRC staff's plans for ua.ng this

10. CC 4444.1 Procedure regulatory guide.

Discrepancies of elongation of tendonsshould not exceed Except in those cases in which an applicant proposes an "t5'6" of the discrepan: es calculatedinstead of the "tl0%" acceptable alternative method for complying with specified as discussed in the last two sentences of subparagraph portions of the Comnusson's regu!ations, the method CC-4464.1. descnbed herein will be used in the evaluation of the following applications that are docketed after May 1981.

11. CC-4522.1 Tolerances for Liner Shells and Heada '

(_,) 1. PreHmmary Deagn Approval (PDA) applications and Pre- ,

The NRC staff willuse the guidelines of the non-mandatory lirmnary Dupticate Design Approval (PDDA) applications.

Appendix F to the Code for the purpose of review and "

inspection. 2. Final Despt Approval, Type 2, (FDA-2) applications and Final Duplicate Demen Approval, Type 2,(FDOA-2)

A maximum cumulative deviation of the liner shell plumb- applications, ness of 6" or a 1 in 200 ratio, whichever is less, should be used. 3. Manufactunas Licenes (ML) applications.

12. CC 5210 General 4. Construction Permit (CP) applications except for those

ortions of CF applications that reference standard The requirements of CC-5210 should be supplemented dessas (i.e., PDA, FDA 1, FDA 2, FDDA, FDDA-1, by an inspection to ensure that only thoes embedmonts FDDA-2, or ML) or that reference quahfied base plant -

shown on the design drawings (except minor embedmonts demens under the replication option.

I.!36-4 i

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J VALUE/ IMPACT STATEMENT

,,,,,,, Desenprion The value/ impact of positions of this revision to the guide are discussed below: ,

This Revision 2 to Regulatory Guide 1.136 provides mformation regarding the NRC staff's postions on the Regulatory Positions C.I. C.7, C 10, and C.ll'should have acceptabdity for NRC licensing actions of Articles CC.1000, no appreciable impact on the industry or the public since 2000, .4000, 5000, and -6000 of the " Code for Concrete they recommend generally accepted construction practice.

Reactor Vessels and Containments"* published jointly by the American Society of Mechanical Engmeers (ASME Regulatory Pontion C2 recommends the use of the 1 Boiler and Pressure Vessel Code,Section III, Division 2, more detailed recommendations of Regulatory Guide 1.107, 1980 Edition) and the American Concrete Institute (ACI which include a reference to the existing Code requirements Standard 359 80). In those areas where the NRC staff finds of CC-2243 where appropriate. The value/ impact and provimons of the referenced Code insufficient for licenans rationale for recommendations in Regulatory Guide 1.107 purposes, supplementary guidelines are given in the regula- have been thoroughly discussed in the resolution of public tory position. comments on that guide and durms the public meeting in Ncvember 1976.

Following issue of Revision 2, this guide will be periodi-cally updated to stay current with the ASME Code, Sec- Regulatory Positions C3, C.4, CS, and C.10 emphasize tion 111 Division 2. This will be done under procedures the need to prequalify prestresang system components by saadar to those under which Regulatory Guides 1.84 and adequate testing. These positions are conastent with the 1.85 are updated in the endorsement of ASME Code Cases. way the previously approved prestresang system com-ponents were required to be qualified. The NRC staff Vakse believes that the Code lacks these specific requirements.

11:ey would help ensure the safety and integrity of the issuance and implementation of this guide will provide qualified prestressms system during the useful life of the the NRC reviewers and applicants a common bass for contamment. Their impact on the industry should be r

V\ understanding the Code requirements for matenals, construc-tion, and testing of concrete containments, thus mmmuzas remi=al potential subjectr-e interpretations on the degree of accept- Regulatory Poetions C.6 and C.13 remain eseratially w abdity for materials, construction, and testing of concrete unchanged from the November 1979 issue of this guide for contamments, public comment.

Isapset Regulatory Position C.9 represents an editorial correction to eliminate a contradiction in the 1980 edition of the Code.

Most Code requirements are now oeing accepted by the industry and NRC Therefore, the endorsement of these Regulatory Position C12 has been revised to reflect Code requirements would have no additional impact on public comments received and to fulfille need without any industry. negative impact on the industry.

Recomuneadations copeos me Revison 2 of the guide should be issued forimplementa-kEng gbo oenamed w from M me tion as described in Section D. " Implementation," of the

,eet c NAmer imee6can .C Soessey of Moctum-19I se, Doeroet, hGehsess 48219. guide.

e u s. covesnessar pointwis omes: sset- ut rama s se

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1.136 5

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- WrF-1 WASHINGTON PUBLIC POWER SUPPLY SYSTEM SLPPLY SYSTEM NUCLEAR PROJECT NO. 1 l STRUCTURAL INTEGRITY TEST 0F CONTAItMENT APPEt0IX D O

ARTICLE CC-6000  ;

0F ASME SECTION III, DIVISION 2 1975 EDITION i

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ARTICLE CC-6000 STRUCTURAL INTEGRITY OF CONCRETE CONTAINMENT STRUCTURES CC-6212 Instrumentation Requirements CC-6100 GENERAL REQUIREMENTS I t type Containnwnm A C in-CC-6110 PURPOSE corporating new or unusual primary design features not yet confirmed by tests shall be considered a In order to demonstrate that concrete containment structures respond satisfactorily to required internal prototype structure and, as such, shall be in-pressureloads.a program of measurements developed strumented for the measurement of strains as well as gross deformations in accordance with the provisions by the Designer shall be followed to provide corre-lation with theoretically predicted response and to of CC-6230.

prove the adequacy of the structure with respect to CC-6212.2 Nonprototype Containments. When ,

quality of construction and material. strain measurements can be clearly correlated with deflection measurements obtained in previous tests

/~N SCOPE on prototype containments, strain measurements

() CC-6120 need not be taken during acceptance tests of non-This Article contains the requirements for initial Prototype containments unless required by the De-acceptance testing of concrete containment struc- signer to establish that the construction is in ac-tures. The concrete containment structure (CCS) shalle rdance with plans and specifications, be tested for structural acceptability as a prerequisite for Code accepiance and stamping.The requiren ents Acceptance CC-6213 for the structural test are contained in CC-6200. Test results and conclusions shall be documented in the The CCS shall be considered to have satisfied the construction report. structural acceptance test if the following minimum requirements are met:

l#l "E ' "".entional reinforcement does CC-6200 STRUCTURAL ACCEPTANCE n t devel P as determined from analysis of crack REQUIREMENTS width, strain gauge, or deflection data.

i (b) No visible signs of permanent damage to either CC 6210 TEST CONDITIONS the concrete structure or the steelImer are detected.

lividence of spalling.laminations,or voids behind the CC-6211 Test Pressure Imer are pertment considerations. Special care shall be exercised to detect evidence of localized distress Containment structures shall be subjected to an which may not be revealed by strain or deflection acceptance test by which the internal pressure is data. The significance of such distress, if detected, increased from atmospheric pressure to at least 1.15 must be determined by the Designer and be ac-times the containment design pressure in five or more ceptable to *e Owner.

approximately equal pressure increments. Measure- (c) The deflection recovery 24 hr after complete ments or observations as required by the Designer depressurization is 70% or more in conventionally p)

(

shall be made at each such increment. The structure shall be unloade<1 in increments paralleling those employed dunng theloading cycle.

reinforced structures, or 80% or more in prestressed concrete structures.

If the structure is partially 249

cc 6213-cc-6232 SECTION Ill. DIVISION 2 - SUBSECTION CC p

v prestressed (i.e. vertically only, dome only, etc.), the recovery requirements shall be adjusted to conform t CC-6223 Alteraticn of Test Plan

!i w 11 be possible to alter this test plan. upon type of construction.

approval of appropriate authorities, the Owner. and (d) The measured maximum deflections at points the Designer, at any time prior to conductine the test of maximum predicted deflection do not exceed if changing technology. desien information.'or con-predicted values by more than 30%.This requirement struction circumstances warra'nt.

mun be waived if the 24 hr recovery is greater than 90% for prestressed structures or 80% for con-ventionally reinforced concrete structures.

CC-6230 INSTRUMENTATION CC-6214 Retest CC-6231 Purpose if the measurements indicate that requirements (c) and (d) of CC-6213 are not met further study by the in:trumentation shall be incorporated into the Designer will be required involving possible effects of CCS for measurement of overall deformation for creep and temperature change as well as possible nonprototype structures and shall include provisions inaccuracies _ in the measured quantities or the for strain measurements in prototype structures.

predicted values.-If such studies still indicate that requirements (c) and (d) are not fulfilled, remedial CC-6232 Deflection Measurements measures may be undertaken or a retest may be At each specified pressure level, a planned series of conducted. If the containment structure experiences deflection measurements and observations shall be major structural changes or significant damage made at selected locations with the requirements as requiring repairs after test, the acceptance test shall be outlined below:

repeated following 'he completion of the corrective (a) radial displacements of the cylinder at a actions. In the areas where major structural repairs minimum of five approximately equally spaced are performed, additionalinstrumentation should be elevations between the base slab and dome springline.

j provided to determine whether the structural repair is and at dome to cylinder transition. These mea-

V providing suitable structural capability. Special at- surements shall be made at a minimum of four tention should be given to shrinkage and creep effects azimuths. The measurement at azimuths 180 deg.

caused by variations in age and composition of the apart may be the average radial displacement at these repaired area. azimuths.

(b) the radial deflections of the containment wall adjacent to the largest opening, at a minimum of twelve points, four equally spaced on each of three CC 6220 TEST AND INSTRUMENT PLAN concentric circles. The diameter of the inner circle shall be just large enough to permit measurements to CC-6221 Purpose be made on the concrete rather than on the steel sleeve: the middle approximately 1.75 times the A complete test and instrumentation plan shall be diameter of the opening: and the other approximately developed in the Design Specifications and included 2.5 times the diameter of the opening.The merease m_

in the Construction Specification. This plan shall diameter of the openmg shall be measured in two describe the type and location of instrumentation and mutually perpendicular directions. If other openings relate the data to the needs of the Designer recarding require structural substantiation, deflection mea-verification of design. surements as determmed by the Designer shall be made in the same manner as stipulated for the largest CC-6222 Scope opening.

The plan shallinclude a description of the method (c) vertical displacement of the cylinder at the top of applying the test loads in addition to the in- relative to the base at a minimum of four ap-strumentation location and type. This test plan shall proximately equally spaced azimuths; be available prior to commencement of construction (d) vertical deflections of the dome of the con-so that enough time will be available for the tainment at the apex and two other equally spaced placement of any instrumentation to be embedded in intermediate points between a point near the apex and

(#o} concrete or otherwise installed during construction. the springline on at least one azimuth.

250

CC-6000 STRUCTURAL INTEGRITY OF CCS CC4232.1--CC4238 CC-6232.1 Accuracy of Measurements. Specifi- CC-6234.3 LAmg Term Stability. Strain measuring p)

("

cations for the gross deformation measurement devices shall provide for a minimum accuracy of devices of proven ability to provide data over long periods of time shall be used. Electric resistance 25% of the' maximum anticipated gross deformation gauges bonded directly to reinforcing bars or to as predicted at the point of maximum anticipated concrete will not provide the necessary long term deflection. stability if the test requirements developed by the Designer stipulate that the long term strain history shall be rec'orded.

CC-6233 Cracking CC-6234.4 Partial Prestressing. Internal in-The pattern of cracks that exceed 0.01 in. in width strumentation placed in the concrete of partially before, during. or after the test should be mapped Prestressed structures shall be ,m accordance with the near the base-wall intersection, at midheight of the ,

pr visi ns f r c nventionally remforced structures wall. at the springline of the dome,around the largest (CC-6224.1 and CC-6224.3) for strains measured opening, and around the second largest opening if pe'Pendicular to the direction of expected de-structurally loaded m a different manner from the vel pmentof cracks.

largest opening. In prestressed containments, the crack pattern should also be mapped at the in- CC-6234.5 Accuracy of Strain Messuring Desices.

tersection between a buttress and the wall, at the The accuracy of the devices used for strain mea-intersection between the top ring girder and the wall surements shall be specified to have a minimum and on the top shelf of the ring girder. At each accuracy of 2 5% of the maximum anticipated strain location an area of at least 40 sq f t should be mapped. as predicted at the point of maximum expected strain on the structure.The mmimum gauge length shall be 4 in. f r measurement of internal concrete strains or CC-6234 Strain Measurements measurement of strains on concrete surface.

In prototype containments the following locations will be selected as a minimum requirement for strain CC-6235 Tendon Force Measuremems instrumentation: If tendon force and force change measurements are lV) (a) near the intersection of the containment wall required by the Designer, the load cells used for this and the base slab at a minimum of one meridian purpose shall have an accuracy of atleast : 3%of the (b/in the vicinity of the largest opening in initial tendon force.

. sufficient number to ensure satisf actorily evaluation (c) at the springline of the dome at a minimum of CC-6236 Temperature Measurements one meridian II 5*I" ***Surements are to be made, thermo-CC-6234.1 Selection and lmcation of Gauges. Strain C UPl es shall be m. stalled in the concrete containment gauges placed on reinforcing bars do not provide wall near the mner and outer face at a minimum of meaningful data unless their location coincides with three locations and at one location in the dome.

the development of cracks. Thus, provision shall be Measurements from these instruments shall be made made to ensure that these instruments will be located at each pressurization and depressurization level at points where cracks will occur if cracking is during the test as well as for a period of one week prior expected. A method shall be employed to ensure that t the test.

cracks will occur at or very near thelocation of strain gauges attached to conventional reinforcement. or CC-6237 Weather instruments shall be placed on reinforcement where shrinkage cracks have des eloped prior to testing. The limits of environmental conditions under which the test may be conducted shall be specified by CC-6234.2 Strains in Prestressed Containments. the Designer. If possible, the test shall be postponed if Strain instrumentation in completely prestressed weather conditions adverse to the propcr conduct of concrete vessels need not be desicned to coincide with the test develop.

crack development if cracking is not to be expected durine the pressure testine. Strain measuring devices CC-6238 Pressure Gauges placed in the concrete body will provide data which is Pressure test gauges used in pressure testing shail be useful in analyzing the performance of prestressed indicating pressure gauges and shall be connected U concrete structures.

251

CC4238-CC4261 SECTION III. DIVISION 2 - SUBSECTION CC g directly to the component. If the indicating gauge is CC-6250 TEST PROCEDURE not readily visible to the operator controlling the

(") pressure applied, an additional indicating gauge shall CC-6251 Pretet Examination be provided where it will be visible to the operator Prior to pressure testing.a thorough examination of throughout the duration of the test. the structure shall be made by the Designer. The bjective of such examination is to record such CC-6238.1 Range of Indicating Pressure Gauges. c nditions as cracks m the concrete, liner de-Indicating pressure gauges used in testing shall have f rm tion, and other data which may be needed to dials graduated over a range not less than 1% times interpret the behavior of the structure. The Designer the intended test pressure, nor more than four times shall be on site during the acceptance testing. The g P ,, -

duties of the Authorized inspectorare stipulated with CC-6238.2 Calibration of Pressure Gauges. Al: re5Pect to this test in CA-5280 and CA-5290.

gauges shall be calibrated against a standard dead-weight tester or a calibrated master gauge prior t CC-6252 Test Sequence each test or series of tests. Gauces shall be calibrated before and af ter acceptance test 7 (a) All measurements shall be recorded at at-mospheric pressure and at each stipulated pressure level of pressurization and depressurization cycles.

The containment shall be depressurized and data taken in the same number of increments as was used duri:.; pressurization.

CC-6240 PRETEST REQUIREMENTS (b) If the test pressure drops due to unexpected conditions to or below the next lower pressure level.

The structure shall be inspected visually from the entire test sequence shall be repeated. Significant readily accessible points of view to locate unusually deviations from the previous test shall be recorded q severe cracks in the exposed concrete surface. and evaluated.

I J v

CC-6253 Test Fluid CC-6241 Predictions Required Prior to Test The test requireraents stipulated herein are based Predictions as to expected readings of all devices n the use of atmospheric air as the testing fluid.

used to monitor vessel behavior shall have been made.

hi difications may be necessary if other gases or Stress, strain, and deformation data shall have been hquids are used and pressure or temperature con-developed by the Designer using the same techniques ,

siderations other than those applicable to the use of as were employed in the design of the vessel. air are significant.

Acceptance limits shall be provided for each pres-surization increment for all devices that, in the judgment of the Designer. are necessary in order to permit a determination that the test may proceed safely to the next increment of increased pressure. CC-6260 ANALYSIS OF DATA AND PREPARA~llON OF REPORT CC-6242 Pretest of Instrumentation CC-6261 Resolution of Test Data Readings from all strain measuring devices shall be The results of the test shall be furnished to and be recarded daily for a period of one week prior to the examined by the CCS Designer. In particular.

commencement of the pressure test.Thisisin order to discrepancies between measured and predicted ex-establish the stability of these instruments and tremes of strain. temperature.or deformation shali be eliminate those which exhibit excessive drift. These resolved satisfactorily by review of the design.

daily readings shall be made at the same time each evaluations of measurement tolerances, material day, prefera'cly very early in the morning, at which variability, and exploration of the vessel. The CCS time the structure will have achieved its greatest tests shall be acceptable if the requirements of CC-(7 6213 are met.

bl temperature stability on a day-to-day basis.

252

CC-6000 STRUCTURAL INTEGRITY OF CCS CC42:2-CC4263 CC-6262 Presentation of Data (b) a compar .. i of the test measurements with the all wable limits (predicted response plus tolerance)

Data shall be presented in the final report so that f rdeflections, strains,andcrack width direct comparisons between predicted values and measured values may be made. (c) an evaluation of the estimated accuracy of the measurements CC-6263 Minimum Report Requirements (d) an evaluation of any deviation (such as test The following minimum information shall be results that exceed the allowble limits), the disposition f the deviations, and the need for corrective included in the final test report in accordance with

• 8 "S CA-3340:

(a) a description of the test procedure and the (e) a discussion of the calculated safety margin instrumentation provided by the CCS as deduced from the test results i

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I O

WM)-1 WASHINGTON PUBLIC POWER SUPPLY SYSTEM SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 STRUCTURAL INTEGRITY TEST OF CONTAIMENT APPENDIX E O

TABULATION OF EASLRED DATA RELATIVE TO PREDICTED AND ACCEPTABLE VALUES

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V APPENDIX E The following type of data was used during the SIT, as a guide to determine whether or not the structure was responding to the various test pressures as anticipated.

Measured values were compared to predicted values at each pressure plateau in order to decide the safety of proceeding to the next pressure level, i The specific data shown are for the maximum pressure achieveo of 60.2 psig.

The tables identify all of the instruments used, their locations, the preoicted and acceptable values and the '

- resulting measurements made during the test for the specific pressure of 60.2 psig.

! Predicted and acceptable values for the other pressure plateaus are included in Appendix B. Actual measured values are in Appendix F.

5 O E-1 WNP-1 SIT.

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APPENDIX E

1. Vertical Displacement of Shell for 60.2 psig (Relative to the Base Mat).

Analytical (2) Acceptable (3) Measured Instrument Location Value Value Value No. Elevation / Azimuth (in.) (in.) (in.)

IG-1 Deleted IG-2 485'-0 3400 0.269 0.350 0.08 IG-3 565'-0 3400 0.451 0.586 0.13 IG-4 Deleted IG-5 485'-0 1600 0.269 0.350 0.10 IG-6 565'-0 1600 0.451 0.586 0.17 IG-7 Deleted IG-8 485'-0 680 0.269 0.350 0.08 IG-9 565'-0 680 0.451 0.586 0.18 IG-10 Deleted IG-ll 485'-0 2480 0.269 0.350 0.02(1)

IG-12 565'-0 2480 0.451 0.586 0.16 NOTES: (1) Data not reasonable due to malfunction of instrument.

(2) The analytical values shown are incorrect as they were not referenced to the base mat at the cylinder wall. The values should be reduced by 0.196 inches.

I (3) The acceptable values shown should be reduced by 0.254 inches to agree with the correction of Note 2.

1 E-2 WNP-1 SIT

j APPENDIX E

. O 2. Vertical Displacement of Dome for 60.2 psig (Relative to the Springline).

Analytical Acceptable Measured (3)

Instrument Location Value Value Value No. Elevation / Azimuth (in.) (in.) (in.)

IG-13 640'-0 (1) 0.327 0.424 -0.23 IG-13 640'-0 (2) 0.327 0.424 -0.23 5

IG-13a 602.5' (1) 0.213 0.277 0.17 IG-13b 602.5' (1) 0.213 0.277 0.10 IG-13c 629.95' (1) 0.365 0.474 0.29 IG-13d 629.95' (1) 0.365 0.474 0.15 NOTES: (1) Readings were made on a line parallel with

( azimuths 3400 and 1600 (2) Readings were made on a line parallel with azimuths 2480 and 680 (3) Twelve (12) measurements were made on diagonal wires from the springline to six (6) dome points. The values shown have been converted from the twelve (12) ciagonal

^

measurements to vertical distances for the six (6) points.

O E-3 WNP-1 SIT i

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APPENDIX E u.)

3. Radial Displacements of Shell for 60.2 psig (Other than in the area of the Equipment Hatch).

Analytical Acceptable Measured Instrument Location Value Value Value No. Elevation /Azinuth (in.) (in.) (in.)

IG-14 410'-6 3480 0.0953 0.124 0.10 IG-15 436'-0 3480 0.3726 0.484 0.24 IG-16 469'-0 3480 0.5322 0.692 0.28 IG-17(1) 498'-6 1680 -3480 0.7152 0.930 0.25(3)

IG-18 533'-0 3480 0.5905 0.768 0.48 IG-19 563'-6 3480 0.4266 0.555 0.52 IG-20 410'-6 1680 0.1703 0.22 0.24 IG-21 436'-0 1680 0.8126 1.06 0.75 IG-22 469'-0 1680 0.8747 1.14 0.81 f) vs IG-23 533'-0 1680 0.9580 1.25 0.91 IG-24 563'-6 1680 0.8191 1.06 0.71 IG-25 409'-5 4 80 0.1623 0.21 0.26 IG-26 436'-0 4 80 0.8851 1.15 0.82 IG-27 469'-0 4 80 0.9472 1.23 0.96 IG-28 501'-0 4 80 0.8940 1.36 0.99 i IG-29 533'-0 4 80 0.9005 1.17 0.98 NOTES: (1) Actual measurements were the Containment Oiameter.

The values shown are one-half of the measured values to equate to a radial measurement.

2 (2) Separated from wall prior to recording 60.2 psig data.

(3) Data appears unreasonable relative to other measurements

/N for the same diameter.

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E-4 WNP-1 SIT

.= .- .

I APPENDIX E

. i 3.(cont'd) Radial Displacements of Shell for 60.2 psig.

(Other than in the area of the Eauipment Hatch).

Analytical Acceptable Measured Instrument Location Value Value Value No. Elevation / Azimuth (in.) (in.) (in.)

IG-30 563'-6 480 0.6741 0.88 0.74 IG-31 410'-6 2280 0.1643 0.213 0.25 IG-32 436'-0 2280 0.8551 1.11 0.64 IG-33 469'-0 2280 0.9297 1.21 0.76 IG-34 501'-0 2280 0.9065 1.18 0.74

~

IG-35 533'-0 2280 0.9280 1.21 0.68 IG-36 563'-6 2280 0.7216 0.938 0.55 IG-37 410'-6 1090 0.1703 0.22 0.26 IG-38 436'-0 1080 0.8076 1.05 0.78 IG-39 469'-0 1080 0.8722 1.13 0.74 IG-40 501'-0 1080 0.8865 1.15 0.70 IG-41 533'-0 1080 0.9555 1.24 (2)

IG-42 563'-6 1080 0.8141 1.06 0.62 410'-6 2880 0.1033 0.134 0.17 IG-43 436'-0 2880 0.4276 0.556 0.54 IG-44 i

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V E-5 WM'-l SIT

, . - . . _ - . ~. - . . - _ . . . . . _ _ _ _ . . - . . - . . . . - , . . .. , . _ . - . - .--

APPEPOIX E O 3.(cont'a) Radial Displacements of Shell for 60.2 psig.

(Other than in the area of the Equipment Hatch).

Analytical Acceptable Measured Instrument Location Value Value Value i No. Elevation / Azimuth (in.) (in.) (in.)

IG-45 469'-0 2880 0.5947 0.773 0.93 IG-46 501'-0 2880 0.6215 0.808 1.00 IG-47 533'-0 2880 0.6630 0.862 0.95 IG-48 563'-6 2880 0.4841 0.629 0.77 IG-53(1) 567'-0 1680 -3480 0.620 0.805 0.63 IG-54(1) 566'-0 480 -2280 0.680 0.880 0.60

! IG-55(1) 566'-6 1080 -288o 0.700 0.910 0.60 0

1 L

1 E-6 WNP-1 SIT

APPENDIX E O

V 4. Radial Displacements of the Shell in the Vicinity of the Equipment Hatch for 60.2 psig.

Analytical Acceptable Measured Instrument Location '

Value Value Value No. Elevation / Azimuth (in.) (in.) (in.)

R-1 502'-5 00 0.658 0.860 0.02(3)

R-2 488'-6 10.630 0.767 1.00 0.25 R-3 472'-3 00 0.779 1.01 0.16 R-4 488'-6 349.37 0 0.767 1.00 0.24 R-5 510'-4 1/2 00 0.789 1.03 (1)

R-6 488'-6 16.710 0.900 1.17 0.47 R-7 466'-7 1/2 00 0.851 1.11 0.17 R-8 488'-6 343.290 0.900 1.17 0.39 0 1.20 0.29 i R-9 519'-9 0' O.919 s

R-10 488'-6 23.870 1.080 1.40 0.69 R-ll(2) 457'-3 00 0.994 1.29 0.22 R-12 488'-6 336.130 1.080 1.40 0.55 NOTES: (1) Separated from wall prior to recording 60.2 psig data.

(2) Separated from wall after recording 60.2 psig data but prior to O psig depressurization.

(3) Data not reasonable due to malfunction of instrument.

O E-7 WNP-1 SIT

APPEtOIX E

(~\

5. Oiameter Change of Eauipment Hatch for 60.2 psig.

(Measurements were taken within the steel barrel.)

Analytical Acceptable Measured Instrument Value Value Value No. Oirection (in.) (in.) (in.)

IG-49 HOR. 0.553 0.72 0.21 IG-50 VERT. 0.143 0.19 -0.01(1)

IG-51 OIAG. 0.28 0.37 0.06 IG-52 DIAG. 0.28 0.37 0.06 NOTE: (1) Data not reasonaole due to malfunction of instruments.

C\

V E-8 WNP-1 SIT

4 APPENDIX E i

6. Tangential Distortion of Shell around Equipment Hatch.

Analytical (l) Acceptable Measured Instrument Location Value Value Value No. Elevation / Azimuth Direction (in.) (in.) (in.)

T-1 474'-7 to 00 VERT. N/A N/A 0 502'-5 T-2 10.630 488'-0 to HOR. N/A N/A 0.49 349.370 T-3 Not Used 4

T-4 Not Usea T-5 466'-7 1/2 to 00 VERT. N/A tVA 0 510'-4 1/2 T-6 16.710 C4

\l 487'-11 to HOR. N/A N/A 0.59 343.290 T-7 Not Used T-8 Not Used T-9(2) 457'-3 to 00 VERT. N/A N/A 0 519'-9 T-10 23.870 489'-0 to HOR. N/A N/A 0.73 336.130 NOTES: (1) Analytical data was not required for control of the test -

The actual measurements are used to compare the concrete displacements to the Equipment Hatch displacements (Table 5).

(2) Separated from wall after reading 60.2 psig data but prior to O psig depressurization.

O V

E-9 WNP-1 SIT

(

APPENDIX E

/N L) Vertical Displacement of Interior Crane Wall for 60.2 psig.

7.

(Relative to the base mat)

Analytical Acceptable Measured Instrument Location Value Value Value No. Elevation / Azimuth (in.) (in.) (in.)

IG - 56(1) 417'-0 3400 0 0 0 IG - 57(1) 419'-6 1640 0 0 0 (m

NOTE: (1) These measurements were made only as control data, to see if there was any effect on the internal structures, and were not required data.

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E-10 WNP-1 SIT

APPEWIX E

8. Stress in Reinforcing Steel at the Springline for 60.2 psig.

(V~] Analytical Instrument Location Stress Acceptable Measured No. Elevation / Azimuth Direction (ksi) (ksi) (ksi)

SG-1-0 564'-0 00 HOOP 39 45 22.968 SG-2-0 557'-0 00 HOOP 39 45 21.692 SG-3-0 564'-0 00 HOOP 30 45 25.230 SG-4-0 557'-0 00 HOOP 30 45 24.099 SG-5-0 564'-0 00 VERT. 27 45 2.204 SG-6-0 557'-0 00 VERT. 27 45 2.291 SG-7-0 564'-0 00 VERT. 21 45 11.832 SG-8-0 557'-0 00 VERT. 21 45 8.062 SG-1-14 564'-0 1350 HOOP 39 45 22.910 SG-2-14 557'-0 1350 HOOP 39 45 20.387 a

) SG-3-14 564'-0 1350 HOOP 30 45 18.937 SG-4-14 557'-0 1350 HOOP 30 45 20.967 SG-5-14 564'-0 1350 VERT. 27 45 8.062 SG-6-14 557'-0 1350 VERT. 27 45 9.280 564'-0 1350 VERT. 21 45 4.437 SG-7-14 557'-0 1350 VERT. 21 45 2.465 SG-8-14 564'-0 2250 HOOP 39 45 21.518 SG-1-22 557'-0 2250 HOOP 39 45 22.185 SG-2-22 564'-0 2250 HOOP 30 45 20.503 SG-3-22 557'-0 2250 HOOP 30 45 17.951 SG-4-22 2250 VERT. 27 45 5.365 SG-5-22 564 ' <-0 557'-0 2250 VERT. 27 45 6.844 SG-6-22 564'-0 2250 VERT. 21 45 5.568 SG-7-22 A 4.234 U SG-8-22 557'-0 2250 VERT. 21 45 E-ll WNP-1 SIT

APPENDIX E

9. Strain in Concrete at the Springline for 60.2 psig.(2)

F Instrument Location Analytical Acceptable Measured No. Elevation /Azinuth Direction (10-31 n./in.) (10-31n./in.)

SGC-1-0 564'-0 00 HOOP 0.2 N/A -0.091(1)

SGC-2-0 564'-0 00 VERT. 0.09 N/A -0.021 SGC-3-0 557'-0 09 HOOP 0.2 N/A 1.891 SGC-4-0 557'-0 00 VERT 0.09 N/A -0.014 SGC-1-14 564d-0 1350 HOOP 0.2 N/A 0.040(1)

SGC-2-14 564'-O 1350 VERT. 0.09 N/A 0.018 SGC-3-14 557'-0 1350 HOOP 0.2 N/A -0.004(1)

SGC-4-14 557'-0 1350 VERT. 0.09 N/A 0.016 SGC-1-22 564'-0 2250 HOOP 0.2 N/A 1.871 s SGC-2-22 564'-0 2250 VERT. 0.09 N/A 0.029 SGC-3-22 557'-0 2250 HOOP 0.2 N/A 0.878 SGC-4-22 557'-0 2250 VERT. 0.09 N/A 0.010 NOTES: (1) These measurements are suspect due to malfunction of instruments.

(2) All concrete strain gages behaved erratically during the pretest stabilization period.

E-12 WNP-1 SIT w ,,' . ,-n. sn~.-- -,me- ,-

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APPENDIX E O(h 10.0 Stress in the steel liner around the Equipment Haten for 60.2 psig (1).

Measured Principal Stresses Instrument Location (3) Major Minor No. Elevation /Azinuth (ksi) (ksi) Angle (2)

SR-1 5G2'-5 359.240 30.5 9.1 00 SR-2 487'-6 10.630 4.3 1.1 - 760 SR-3 474'-7 359.240 25.3 4.8 + Sc SR-4 487'-6 349.370 3.9 1.1 +690 SR-5 510'-4 1/2 359.620 28.9 9.1 -80 ,

! SR-6 489'-0 16.710 12.9 7.0 +50 SR-7 466'-7 1/2 359.620 23.7 10.7 00 SR-8 489'-0 343.290 13.4 2.3 +200

() SR-9 519'-9 488'-0 0.380 23.87 0 27.7 21.0 12.8 0.8 +350 00 SR-10 SR-11 457'-3 0.380 11.7 1.6 +220 SR-12 488'-0 336.13 0 14.3 6.3 -90 l

NOTES: (1)- Stresses in the steel liner were measured for information only ano were not required for a non-prototype Containment.

(2) Positive directions are clockwise from the horizontal.

t' 0

(3) Equipment Hatch ( is at Elevation 488'-6" at a. imuth 0 .

O E-13 WNP-1 SIT

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APPEtOIX E O 11.0 Stress in the steel liner around the Personnel Airlock for 60.2 psig(l).

Measured Principal Stresses Instrument Location (3) Major Minor No. Elevation / Azimuth (ksi) (ksi) Angle (2)

SR-13 486.54' 3.71' RT. of k 28.3 3.8 +80 SR-14 479.8' 4.2' RT. of k 25.1 -1.0 -260 SR-15 479.7' 4.l' LT. of k 27.2 -1.4 +260 SR-16 486.54' 3.71 LT. of k 31.7 2.8 -190 SR-17 488.40' 5.57' RT. of k 33.4 12.4 +110 SR-18 477.26' 5.57' RT. of k 32.9 11.0 -90 SR-19 477.26' 5.57' LT. of k 31.0 12.7 +140 SR-20 488.40' 5.57' LT. of k 61.4 25.6 -40 SR-21 490./6' 7.96' RT. of k 24.7 8.9 +5 0 SR-22 474.88' 7.96' RT. of k 25.0 9.3 -60 SR-23 474.88' 7.96' LT. of k 28.6 9.6 +80 SR-24 490.78' 7.96' LT. of k 27.3 9.0 - 80 NOTES: (1) Stresses in the steel liner were measured for information only and were not required for a non-prototype Containment.

(2) Positive directions are clockwise from the horizontal.

(3) Personnel Airlock k is at Elevation 482'-10" at azimuth 1350 U

E-14 WNP-1 SIT

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J WNP-1 i

s i

. WASHINGTON PUBLIC POWER SUPPLY SYSTEM 4

SUPPLY SYSTEM NUCLEAR PROJECT NO. 1 J i a

4 . STRUCTURAL INTEmITY TEST OF CONTAIteENT l i

i l [

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APPEtOIX F

. i i

t i CONTAlte4ENT STRUCTLRAL INTEmITY TEST 1 TEST DATA REPORT BY r BECHTEL POWER CORPORATION ,

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4 I

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n g-e yrtw w me-r v t v v * -4,y y w-+ v- -e e w m ==s ve+- v =+ ww - &g- =-r e v +e r w-= e w = or-s e-wse ,er===- -ew w w m e --ow mor= sr-ce*-ww- emes. s awus,w --- _ ir+ a w,= v '

O APPENDIX F i

The test data presented is complete as required for the SIT and constitutes Volume I of data as prepared by Bechtel Power Corporation.

Additional test data which was taken at various inter-mediate times during the test, was accumulated only for information. This additional data is contained in Volume II of Bechtel's report ano is available upon i request.

4 All data was reviewed and accepted by United Engineers &

Constructors Inc.

O

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e U F-1 WNP-1 SIT

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O l WASHINGTON PUBLIC POWER SUPPLY SYSTEM NUCLEAR PROJECT NO.1 l

CONTAINMENT STRUCIURAL INTEGRITY TEST TEST DATA REPORT VOLUME I - REPORT g0fE38/0

/g s/'r g1 .

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l Prepared by:

Bechtel Power Corporation January 1903 0 -

DH-196

-s. __. .- _ _ _ _ -

TABLE OF CONTENTS Q Page Volume I - Report List of Tsbles 11 List of Figures iii

1.0 INTRODUCTION

1-1 2.0 TEST

SUMMARY

2-1 3.0 TEST PLAN AND PROCEDURE 3-1 3.1 Test Instrumentation and Calibration 3-1 3.1.1 Containment Shell Displacements 3-1  ;

3.1.2 Reinforcing Steel, Concrete, and Liner Strain 3-3 3.1.3 Concrete Surf ace Crack Patterns and Widths 3-4 3.1.4 Temperatures 3-4 3.1.5 Containment Pressure 3-5 3.1.6 Data Acquisition System 3-6 3.1.7 Calibration 3-6 3.2 Contat.nment Pressurization 3-7 3.3 Test Measurements 3-8 4.0 TEST RESULTS 4-1

() --

4.1 Containment Surf ace Inspections and Surveys 4.2 Liner Stress 4-1 4-3 4-4 4.3 Concrete Strain 4.4 Reinforcing Steel Stress and Concrete Temperature 4-5 4.5 Temperatures and Dewpoint 4-6 4.6 Containment Displacement 4-6

5.0 REFERENCES

5-1 6.0 TABLES 6-1 7.0 FIGURES 7-1 Volume II - Appendix A Printouts of Test Data B Dome Displacement Calculations C Data Acquisition System Vendor Literature O

V _

DH-196 i i

LIST OF TABLES O Table No. Title i Dates, Times, and Pressures for Test Meas 2rements 2 Liaer Principal Stresses 3 Concrete Strain at Springline 4 Reinforcing Steel Stress 5 Outside Temperature, Containment Temperature, and Containment Dewpoint 6 Extensometer Deadband Corrections 7 Corrected Containment Displacements j

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DH-196 - 11

._ = _ - - . . - ._ . -

LIST OF FIGURES Figure No. Title 1 Extensometer Locations and Details 2 Long Range Transducer Schematic 3 Short Range Transducer Schematic (

4 Crack Survey Areas and Strain Gages -

Locations and Details 5 Instrumentation Wiring Diagram 6 Pressurization System Schematic

, 7 Containment Pressure Cycle 8 Crack Survey Area - Specimen Data Sheet 9 Crack Survey Data - Area 1-1 10 Crack Survey Data - Area 1-2 11 Crack Survey Data - Area 1-3 12 Crack Survey Data - Area 1-4 13 Crack Survey Data - Area 2 14 Crack Survey Data - Area 3 15 Crack Survey Data - Area 4 16 Crack Survey Data - Area 5 17 Crack Survey Data - Area 6 18 Crack Survey Data - Area 7 19 Crack Survey Area Photograph - Area 3 at 60 lb/in.2 20 Crack Survey Area Photograph - Area 3 at 60 lb/in.2 il Crack Survey Area Photograph - Area 3 at 60 lb/in.2 22 Crack Survey Area Photograph - Area 3 at 6011,/ic.2

( 23 24 Crack Survey Area Photograph - Area 1 at 60 lb/in.2 Crack Survey Area Photograph - Area 1 at 60 lb/in.2 25 Crack Survey Area Photograph - Area 4 at 0 lb/in.2 26 - Crack Survey Area Photograph - Area 4 at 52 lb/in.2 27 Crack Survey Area Photograph - Area 4 at 60 lb/in.2 4 28 Crack Survey Area Photograph - Area 1 at 60 lb/in.2 ,

29 Crack Survey Area Photograph - Area 2 at 60 lb/in.2 30 Crack Survey Area Photograph - Area 2 at 60 lb/in.2 31 Crack Survey Area Photograph - Area 5 at 60 lb/in.2 32 Crack Survey Area Photograph - Area 6 at 60 lb/in.2 33 Crack Survey Area Photograph - Area 7 at 60 lb/in.2 34 Displacement / Pressure Plot - Extensometer IG-3 35 Displacement / Pressure Plot - Extensometer IG-6 36 Displacement / Pressure Plot - Extensoneter IG-9 37 Displacement / Pressure Plot - Extensometer IG-12 '

38 Displacement / Pressure Plot - Extensometer IG 13-7 39 Displacement / Pressure Plot - Extensometer IG 13-16 40 Displacement / Pressure Plot - Extensometer IG 13-25 41 Displacement / Pressure Plot - Extensometer IG 13-34 42 Displacement / Pressure Plot - Extensoneter IG 13A-16 43 Displacement / Pressure Plot - Extensoneter IG 13A-34 44 Displacement / Pressure Plot - Extensometer IG 13B-16 45 Displacement / Pressure Plot - Extensoneter IG 13B-34 46 Displacement / Pressure Plot - Extensoneter IG 13C-16 O _

DH-196 111

LIST OF FIGURES (Cont'd)

A Figure No. Title 47 Displacement / Pressure Plot - Extensometer IG 13C-34 48 Displacement / Pressure Plot - Extensometer IG 13D-16 49 Displacement / Pressure Plot - Extensometer IG 13D-34 50 Displacement / Pressure Plot - Extensometer IG-14 51 Displacement / Pressure Plot - Extensometer IG-15 52 Displacement / Pressure Plot - Extensometer IG-16 53 Displacement / Pressure Plot - Extensometer IG-17 54 Displacement / Pressure Plot - Extensometer IG-18 55 Displacement / Pressure Plot - Extensometet IG-19 56 Displacement / Pressure Plot - Extensometer IG-20 57 Displacement / Pressure Plot - Extensometer IG-21 58 Displacement / Pressure Plot - Extensometer IG-22 59 Displacement / Pressure Plot - Extensometer IG-23 60 Displacement / Pressure Plot - Extensometer IG-24 61 Displacement / Pressure Plot - Extensomei.er IG-25 62 Displacement / Pressure Plot - Extensometer IG-26 63 Displacement / Pressure Plot - Extensometer IG-27 64 Displacement / Pressure Plot - Extensometer IG-28 65 Displacement / Pressure Plot - Extensometer IG-29 66 Displacement / Pressure Plot - Extensometer IG-30 67 Displacement / Pressure Plot - Extensometer IG-31 68 Displacement / Pressure Plot - Extensometer IG-32 69 Displacement / Pressure Plot - Extensometer IG-33

{

s 70 71 Displacement / Pressure Plot - Extensometer IG-34 Displacement / Pressure Plot - Extensometer IG-35 72 Displacement / Pressure Plot - Extensometer IG-36 73 Displacement / Pressure Plot - Extensometer IG-37 74 Displacement / Pressure Plot - Extensometer IG-38 75 Displacement / Pressure Plot - Extensometer IG-39 76 Displacement / Pressure Plot - Extensometer IG-40 77 Displacement / Pressure Plot - Extensometer IG-41 78 Displacement / Pressure Plot - Extensometer IG-42 79 Displacement / Pressure Plot - Extensometer IG-43 80 Displacement / Pressure Plot - Extensometer IG-44 81 Displacement / Pressure Plot - Extensometer IG-45 82 Displacement / Pressure Plot - Extensometer IG-46 83 Displacement / Pressure Plot - Extensometer IG-47 84 Displacement / Pressure Plot - Extensometer IG-48 85 Displacement / Pressure Plot - Extensometer IG-49 86 Displacement / Pressure Plot - Extensometer IG-53 87 Displacement / Pressure Plot - Extensometer IG-54 88 Displacement / Pressure Plot - Extensometer IG-55 89 Displacement / Pressure Plot - Extensometer R-2 90 Displacement / Pressure Plot - Extensometer R-3 91 Displacement / Pressure Plot - Extensometer R-4 92 Displacemeut/ Pressure Plot - Extensometer R-6 93 Dispalcement/ Pressure Plot - Extensometer R-7 94 Displacement / Pressure Plot - Extensometer R-8

/N 95 Displacement / Pressure Plot - Extensometer R-9 h

2 96 Displacement / Pressure Plot - Extensometer R-10 97 Displacement / Pressure Plot - Extensometer R-11 DH-196 iv

LIST OF FIGURES (Cont'd)

, Figure No. Title 98 Displacement / Pressure Plot - Extensometer R-12 99 Displacement / Pressure Plot - Extensometer T-2 100 Displacement / Pressure Plot - Extensometer T-6 101 Displacement / Pressure Plot - Extensometer T-10 4

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DH-196 v

. . , _ . _ _ _ _ . - . ., . _ _ _ _ - . _ . . _ - . _ - . . _ _ - _ _ _ _ ~ . _ . . . _ . _ _ _ . _ . _ . _ _ _ . _ . _ . . . _ _ _ . _ . , _ _ . _ _ . - . _ _ _ . . - , . .

1.0 IMIRODUCTION A

k ,)

s The structural integrity test (SIT) was performed to demons trate the structural integrity of the containment to withstand postulated pressure loads in conformance with General Design Criteria 1, " Quality Standards and Records," of Appendix A to 10CFR50, " General Design Criteris for Nuclear Power Plants." The test was conducted in accordance with the Designer approved procedure (Reference 1) that incorporated the requirements of the Designer's construction specification (Reference 2), USNRC Cuidelines (Reference 3), and the ASME Code (Reference 4).

All activities related to containment acceptance testing were conducted under the quality assurance program described in Reference 5. These quality related activities were performed by personnel certified as required by Reference 6.

Preparations for the structural integrity test commenced in November 1982. The test was conducted between January 10 and January 14, 1983.

-s V

DH-196 1-1 ,

. _ _ . _ _ __ , . - - _ _ . _ , - - . _ _ . . . - _ _ _ _ . , . . . ~. ..

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2.0 TEST

SUMMARY

s The containment was pressurized to 60 lb/in2 in five approximately equal

)

increments and depressurized in the same increments. At the incremental pressure plateaus, pressure was held constant for a minimum of one hour to allow acquisition of test data and related information. The test data consisted of: containment displacements; liner strains; reinforcing steel strains; concrete strains; concrete temperatures; interior temperatures; outside temperatures; interior dew point temperatures; concrete surf ace ,

crack patterns and widths, including photographic mapping; and internal pres sures.

The limits specified by the Designer for outside/ interior temperatures and interior temperatures / dewpoint spreads were not exceeded during the test.

Various surveys and examinations of containment conditions were conducted prior to and following the test. The exterior and interior visual examinations verified that containment concrete and liner surfcces were in sound condition both before and af ter pressurization. No visible signs of damage to either the concrete or steel liner surfaces were evident. There was also no evidence of any localized distress of the structure. The 10% exterior crack survey conducted prior to pressurization verified that there were no areas of crack I

concentration.

Instrumentation loss during the test was minimal. All types of instrumentation used demonstrated a reliability in excess of 90%.

l The results of all measurements and examinations indicate that the WNP-1 containment is a nound structure capable of withstanding the design internal

(

DH-196 2-1

. . . . - . _ _ , - _ . - -.-_. ~ ._ _ - _ _ _ . . . . _ . _ - - - . _ . - _ __

pressure with an adequate margin of safety. The overall s tructural response of this containment is similar to that of other reinforced concrete containments.

\

The deformation, strain, and surf ace crack data recorded during the test are consistent with expectations Insed on the results of previous tests. Based on (1) the minimal surf ace crack development observed, (2) the tendency for measured deformations to be less than predicted, (3) the end of test displacement recovery exceeding 70% at the points of maximum predicted dis-placement, and (4) the reinforcing steel strain and related measurements indicating no yielding in the reinforcing steel, it is concluded that the containment is adequately designed and well suited to fulfill its intended purpose.

O l

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V DH-196 2-2

3.0 TEST PLAN AND PROCEDURE O'

3.1 Test Instrumentation and Calibration The data recorded during the structural integrity test consisted of con-tainment shell displacements, reinforcing steel strains, concrete strains, liner strains, concrete surf ace crack patterns and widths including photo-graphic mapping, internal pressures, concrete temperatures, outside air temperatures, internal air tesperatures, and internal dewpoint temperatures.

The instrumentation and measuring methods are described below.

3.1.1 Containment Shell Displacements Containment shell displacements were measured with taut wire extensometers which were attached to the containment liner and internal concrete at the locations shown in Figure 1. Each extensometer consisted of an 0.050 in.

diameter Invar wire anchored at one end to a fixed attachment plate and at the opposite end to the actuating mechanism of a displacement transducer.

The displacement transducer was mounted on a second attachment plate. The attachment plates were bonded to liner and concrete surfaces with epoxy.

Two types of displacement transducers were used. The 9 in. , or the Icng range type, illustrated schematically in Figure 2, consists of a 10,000 ohm rotary potentiometer, spiral spring, pulley, and actuating cable mounted in a cast aluminum housing. The spiral spring, which has an ef fective constant of about 0.3 lb/in. of cable travel, was wound to give an initial cable tension of approximately 10 lb. however, due to occasional centact between the concentric turns of the spiral and the resulting frictional resistance O_

DH-196 3-1

to spring movement, actual cable tension depended on the direction of cable p

movement. The ef fect of cable force variation is further discussed in Section 4.6.

The 1 in. , or short range type, illustrated schematically in Figure 3, con-sists of an outer case, a linear variable dif ferential transformer (LVDT),

a compression coil spring, and an actuating rod attached to the LVDT core.

The spring, which has a constant of about 2 lb/in., was precompressed to give an initial rod pull of approximately 20 lb. Due to a small frictional force generated between the rod and guide bushing, the actual force at any rod extension varied slightly depending on the direction of motion. This variation, which is typically less than 0.2 lb, is discussed further in Section 4.6. The short range units were used between the springline and dome apex at locations IG 13-34, 13-07, 13-16, and 13-25. All other displace-f3 cents were measured using long range extensometers.

The extensometers were adjusted following installation to center the actua-ting mechanism and minimize rubbing friction. The actuators were then extended, using turnbuckles, to initialize motion in the same direction as that expected during containme.nt pressurization. Subsequent containment expansion resulted in movement of the extensometer actuator, detected by changes in transducer electrical output, and a small increase in Invar wire length caused by increasing spring force. Wire length changes were corrected using the known spring constants of the wire and transducer spring. Since the Invar wire has a thermal expansion coefficient of less than 10-6/oy, ,

wire length was essentially invariant over the s1T temperature range.

O DH-196 3-2

The transducers were calibrated in the Bechtel laboratory to determine the voltage / displacement characteristics, spring ccnstants, and friction forces.

Following installation, the long-range units were recalibrated to verify l

that no significant change in the voltage / displacement characteristic had l occurred. The short-range units were recalibrated in the laboratory following the test. Calibration data are on file with the Designer as noted in l

Reference 17.

Transducer excitation power was provided by de power supplies (10 V for the long-range units and 24 V for the short-range units). Iong-range transducer output signal wires were connected to the data acquisition system. Sho rt-range unit output was recorded manually using a Fluke digital voltmeter.

3.1.2 Reinforcing Steel, Concrete, and Liner Strain

~

Strain gages were installed on the springline reinforcing steel and in the adjacent concrete by others as described in Reference 2. The signal cables from these gages were coiled in junction boxes at the springline. Extension cables were pulled from the data acquisition system to the junction boxes and spliced to the signal cables.

]

Micronessurements 3-element rosette foil type strain gages having a gage factor of 2.07 were bonded to the liner with contact cement at the locations shown in Figure 4. Following the attachment of lead wires, the gages were covered with a coating of polysulfide epoxy for waterproofing and mechanical protection.

O_

DH-196 3-3

All strain gages were connected to signal conditioning units situated at the data acquisition system location using three-conductor shielded cable. The

'( )

signal conditioning units contained bridge completion resistors, calibration resistors, balance potentiometers, and variable voltage power supplies.

Af ter the cables had been terminated at the signal conditioning units, the bridge outputs were trimmed to zero ustug the balance control, calibration resistors were shunted across the bridges, and power supplies were adjusted to provide for a bridge output to the data acquisition system of one microvolt per microstrain.

3.1.3 Concrete Surf ace Crack Patterns and Widths The concrete surface was examined for cracks in the areas specified by the Designer as shown on Figure 4. Each of these areas was prepared by sand blasting loose laitance from the concrete surface (per Reference 13) and snapping on blue chalk lines to form a grid pattern of 2 f t by 2 f t squares.

Each square was identified by a chalked number listiag row and column as shown on the figure. The chalk lines and numbers were sprayed with clear lacquer for durability. The inspections consisted of visual examination, measuring crack widths with Titan 0.001 in. resolution 30X microscopes, and photographically mapping crack patterns. ,

l 3.1.4 Temperatures Thermocouples were installed in the springline concrete by others as shown in Reference 2. These devices were connected to the data acquisition system by Type E thermocouple extension wire spliced to the thermocouple leads at i

s_.

DH-196 3-4 i

,v , - - + . , . , - . - - , - - . . , . , _ ,y er..,- . , - . ~ , _ . , _ , . - - _ _ . . , , . - _ . _ - . . , - , .,,,v,, - - ,r_,-,,,,-_,.-.,.-,_..,v---_.-,,~,-._ . . - - - -

springline junction boxes. Thermocouple temperatures were calculated by the data acquisition system sof tware using the voltage signal from copper terminals and a signal from a resistance temperature detector embedded in the terminal block.

YSI linear thermistor networks were installed in the containment at opposite ends of the polar crane girder at about el 570 and outside the containment on the south side at about el 497. The thermistors were wired to an excitation power supply and the data acquisition system. Temperatures were calculated by system software.

A general Eastern chilled mirror dewpoint hygrometer was installed in the containment near the center of the polar crane at about el 570. This unit was powered by a 110 V ac power source in the containment. Unit output signal wires were connected to the data acquisition system. Signal output was factory set for a one-to-one correspondence between the signal in mill-ivolts and the dewpoint temperature in F.

3.1.5 Containment Pressure Containment pressure was measured with a Heise 0-100 psig, 0.1% gage in-stalled in the data acquisition room. Two backup gages manufactured by U.S.

Gage were provided. One of these units was installed in the data acquisition room and the other was installed in the pressurization header as shown in Figure 6.

DH-195 3-5

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-,,,.,7- .

-- , --._-,m_..-m., . v. - - - - ._---m . . . - ,- ,-,y_.-.---------..ry., ._, ---, sp,-

3.1.6 Data Acquisition System Q All test data except pressure and short-range extensometer output were recor-ded by a Kaye Ramp digital data acquisition system which was interfaced to an IBM personal computer. The data system and computer were located near the personnel air lock on the floor at el 479 in the general services build-ing. The specifications and operating characteristics of the Kaye Ramp tmit are contained in Appendix C. The data acquisition system generated a printed paper tape record of raw data from all system inputs including data and time of day information from a system clock.

The system has certain sof tware routines and a degree of programmability which were used to convert thermocouple and thermistor signals to engineering units. The strain and displacement data were processed by the computer, which provided a separate printout of all data reduced to engineering units.

Processing of strain data consisted of subtracting the zero pressure micro-i strain level from all subsequent values. Processing for the displacement data consisted of subtracting the zero pressure voltage level from all subse-quent values and multiplying the dif ferences by the transducer calibration cons tant . ?ressures were manually entered into the computer and hand written ort the data acquisition system output tapes. A wiring schematic for the sensing devices, containment electrical penetrations, and data acquisition f

system inputs is shown on Figure 5.

I 3.1.7 Calibration All instruments and equipment used to acquire structural integrity test data were calibrated as required by References 1 and 5. The displacement transducers DH-196 3-6

...,-,,.,,__,...-,---,-m...,_-_._m , _,.._..,_..___.__m. , , , , . _y7-., ,, _ . , g m_, . - . _ , _ , - - , n - . .-. . _ . , . - . . . ~ ,

were calibrated to establish the spring force / displacement charact eris tic ,

output voltage / displacement characteristic, and extension / retraction repeata-

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bility. The voltmeters, pressure gages, data acquisition system A/D converter, and the microscopes used for the concrete surface survey were calibrated to assure conformance to manufacturers' opecifications on accuracy. Thermistor and dewpoint hygrometer outputs at the data acquisition system were checked using a sling psychrometer which was calibrated by the Supply System Standards Laboratory. Instrument accuracies, referenced to data acquisition system output where appropriate, are summarized below, o Long-range displacement transducers - 10.2% of linear motion or 0.005 in. , whichever is greater.

o Short-range displacement transducers - 10.001 in.

o Thermistor networks - 120F rr o Dewpoint hygrometer - 1 20F

( )_

o Heise pressure gage - 1 0.1 lb/in2 o Titan Microscope - 10.001 in.

The liner strain gages were lot calibrated by the manufacturer, who certified the gage factor to 1 0.5%. The thermocouples, reinforcing bar strain gages, and concrete strain gages were installed by others and not calibrated by the structural integrity test contractor. Calibration data are on file with the Designer (References 16 and 17).

3.2 Containment Pressurization The containment was pressurized by diesel engine driven, oil free compres-sors having a rated capacity of 9300 scfm. Compressor discharge air was g

piped through an af tercooler/ moisture separator and a refrigerated air DH-196 3-7

dryer, shown schematically in Figure 6, to regulate temperature and moisture content. Air moisture content was maintained sufficiently low to prevent condensation in the containment during the pressure cycle. Temperature was regulated to maintain an approximately constant temperature in the containment throughout the test. With all compressors operating, the containment pressuri-zation rate was approximately 2.5 psi /hr.

The containment was depressurized by a controlled release of air through a discharge silencer. The depressurization rate was maintained at approxi-mately 4 psi /hr except during the latter stages' when the rate decreased due to the small inside to outside differential. Depressurization rate was controlled using manually operated valves.

Figure 7 shows the complete pressure cycle *. The pressure plateau et 2 psi

[ was held to allow entry of a leak search and repair team. The plateaus at 13, 26, 39, 52, and 60 psi were held to allow the acquisition of structural test data at constant pressure.

3.3 Test Measurements Test measurements consisted of containment shell displacements, reinfore-ing steel strains (for information only), concrete strains (for information only), liner strains (for information only), concrete surface crack patterns and widths including photographic mapping, internal pressures, concrete temperatures, outside air temperatures, internal air temperatures, and inter-nal dewpoint temperatures. The primary test data consisted of the above measurements recorded just prior to the start of pressurization and one hour p

• Pressurization actually commenced at 1207 hr on January 10, 1983, but was terminated at 4.3 psi due to excessive containment le akage . Pressure

- was reduced to zero and identified leaks were stopped prior to the 2122 hr official start.

Dd-19 6 3-8

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into each* of the primary pressure plateaus at 13, 26, 39, 52, 60, 52, 39, 26, 13, and 0 lb/in2 (gage). These primary test data requirements are defined in Reference 2. Additional data were recorded during the 24 hr period following the completion of depressurization to demonstrate contain-ment displacer.ent recovery.

The above measurements, with the exception of concrete surf ace crack patterns and widths, were recorded at numerous additional times and pressures to provide information for use in data evaluation. Table 1 lists the dates, times, and pressures at which the primary pressure plateau and additional measurements were recorded. The primary pressure entries in the table are i

1 underlined. At each of the times listed, a data acquisition system record was initiated. This record consisted of a printed paper tape containing a date and time header followed by a listing of input channel numbers and associated raw data. Figure 5 lists input channels and corresponding instrument numbers. The raw data were automatically entered into the com-puter, which converted the data into engineering units and generated the printouts contained in Appendix A. Pressure data were hand written on the paper tapes and manually entered into the computer through the keyboard.

Raw data for the short-range extensometers were manually recorded and reduced on separate data sheets. At the primary pressure plateaus, three consecutive paper tape records were genersted to provide the data necessary to identify spurious signals (none were found during the test). All paper tapes were turned over to United Engineers and Contructors with the quality assurance records package (Reference 17).

• Crack patterns and widths were not recorded at 52, 39, and 13 lb/in2 during depressurization. Short-range transducer data were recorded at somewhat different times and pressures as noted in the table.

DH-196 3-9

Raw data entered into the computer were processed as required to yield

['h x-I engineering units. The bases for all strains and displacements were zero values at the start of the test. The computer was programmed to subtract initial raw strain and displacement data from all subsequent values. Strains

\

required no further processing since the gage excitation power cupplies were set for a bridge output of 1 microvolt per microstrain. Displacement resi-dual voltages (value at any point in time less initial value) were multiplied by extensometer calibration constants to give displacements in inches. Data system sof tware processed raw temperature data into degrees F. Computer processing was not necessary for temperatures (or for dewpoint temperatures as described in Section 3.1.4). The computer calculated principal strains for the liner rosette strain data using an algorithm based on a Mohr's circle cons truct ion.

Displacement, strain, and temperature data were recorded several times daily

~

for seven days prior to the start of pressurization to evaluate instrument s tabili ty. _

The concrete surface crack survey areas were examined at each of the primary pressure plateaus (except 52, 39, and 13 lb/in 2 during depressurization).

The examination consisted of visually scanning each square in the grid for the presence of cracks, measuring the width of each visible crack with a linear scale microscope, and photographing the examined area. Each crack with a width equal to or exceeding 0.010 in. and a length of at least 6 in, was sketched on a prepared data sheet and marked with a lumber crayon trace on.. the concrete. Date, time, pressure, and crack width data were recorded on the data sheet as described in Reference 1. The pressure

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DH-196 3-10

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'was held constant at each plateau for at least one hour and until all l f m data had been recorded and ev&luated by the D esigner prior to proceeding i

to the next pressure plateau.

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-4.0 TEST RESULTS Q 4.1 Containment Surf ace Inspections and Surveys All visible exterior and interior surf aces of the containment were inspec-ted prior to and af ter the structural integrity test. (The posttest exterior inspection was completed during final blowdown from 26 lb/in2.) Both the concrete and liner surfaces were found to be sound with no crack concentr-ations, spalls, popouts, coating cracks, or bulges evident during either the pre - or posttest inspections. No visible signs of damage to either the concrete or steel liner surfaces were evident. There was also no evidence of any localized distress of the structure. In addition to the overall visual inspections, a closeup pretest inspection of 10% of the containment exterior was performed to determine the frequency of cracks exceeding 0.010 in. in width. The frequency was found to be well below one crack per 1000 ft2 of inspected surface. The detailed reports on the overall and closeup inspections are included in References 7, 8, 10, 11, 14, and 15.

The containment diameter was measured at each radial exteneometer location priod to extensometer installation as described in Reference 12. The results i

N, of the diameter survey are reported in Reference 9.

The designated areas on the exterior surf ace shown in Figure 4 were examined for cracks during the test. These examinations were performed prior to the start of pressurization; at 13, 26, 39, and 52 lb/in2 during pressurization; at 60 lb/in2; at 26 lb/in2 during depressurization; and, following the com-

' pletion of depressurization. The examinations consisted of measuring the

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, widths of all visible cracks, recording the patterns and widths of all cracks

' having widths of 0.01 in. or greater, and photographically mapping each pattern.

Dil-196 4-1

The results of the crack examination are documented in Figures 8 through 33.

The first of these figures is a specimen sheet which explains the format used to present the surface crack data. Figures 9 through 18 show crack development at the primary pressure plateaus in all of the examination areas.

Only those cracks which attained a measured width of at least 0.01 in. and a length of 6 in. were recorded.

Following each of these figures is a table which lists measured crack width at each pressure plateau. In most cases, reported width increases and de-creases in phase with pressure. However, in some cases, reported width varies irregularly with pressure. This results from the difficulty of con-sistently measuring between the same points along the sides of a crack with spalled or rounded edges. These edge conditions were caused by the sand-blasting performed to prepare the specified areas for examination. Where the rounded or spalled edge condition occurs, the effective width of the crack at a small distance in from the concrete surface is generally con-siderably less than the reported width which is measured directly on the s urf ace. This is especially true in Area 3 where relatively large (0.03 to 0.04 in.) widths were reported for cracks which ef fectively disappear within a small fraction of an inch of the concrete surf ace.

All crack patterns observed during the test are typical for a reinforced concrete containment.

4 Figures 19 through 33 are representative photographs of crack patterns at various areas and pressure plateaus. Figures 19, 20, 21, and 22 show the wide but shallow cracks reported for Area 3 (junction of wall and base mat)

DH-196 4-2

- - . - - , - - , . - n, , , _- + -.. - . . , , --,,. -- --. , -

4 . .. .. . - _ - a .m - a r

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at the 60 lb/in2 plateau. Figures 25, 26, and 27 show the length develop-ment of crack No. 4 in Area 4 through the 0, 52, and 60 lb/in2 pla te au s.

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Figures 28 through 33 show typical regions of Areas 1, 2, 5, 6, and 7 at the

60 lb/in2 pressure plateau. Since all cracks are small and since there is relatively little light contrast between a crack and the adjacent uncracked concrete, the photographs cannot be used for evaluating crack width or depth.

The black crayon lines drawn alongside the cracks are easily visible in the photographs and provide a good record of crack patterns. The concrete surface in each photograph was marked with crayon to show the area number, stage (pressure plateau), grid square number, and crack number.

The remaining photographs, which cover all areas and stages, are retained on i

file by the Designer.

4.2 Liner Stress The 3-element rosette strain gages installed on the containment liner adja-t cent to the equipment hatch end personnel air lock were monitored during the structural integrity test. Strain data recorded at the times and pressures listed in Table 1 are included in Appendix A-5. Principal stresses were cal-culated using an elastic modulus of 29 x 106 lb/in2 and a Poisson's ratio of 0.3 for rosette strains measured at each primary pressure plateau. These stresses are listed, along with gage location and measured containment air temperatures, in Table 2. Principal stress directions are given for the 21.8 lb/in2 (not a principal pressure plateau) and 60 lb/in2 data. Positive directions are clockwise from the horizontal. Principal strains and direc-tions were calculated using a Mohr's circio construction. Principal stresses were calculated using the stress / strain relationships for a biaxial state of

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stress.

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The liner strains measured during the pretest stabilization period were rela-tively stable. 1That is, the recorded strain fluctuations, which probably resulted from minor changes in liner plate surf ace temperatures, were small relative to the strains recorded during the SIT. Therefore, the calculated principal strains are reasonably close to actual changes in liner strain from the time of the initial data record (initial strains are sei to zero since actual residual strains in the liner are unknown). In general stress analysis work, as opposed to controlled condition laboratory tests, strain measurements are assumed to be accurate to within 5%. If this assumption is applied to the liner strain data, calculated major principal stresses may be assumed to be within about 5% of the actual value (exclusive of residual stress). Calculated minor principal stresses are less representative of actual values. This is true siace the relatively large major principal strain is included in the computation of the relatively small minor principal

( stress. Thus, a small percentage error in the large strain becomes a large percentage error in the small stress.

The liner strain data were recorded only to provide information to the Designer.

1 4.3 Concrete Strain Direct embedment type strain gages were installed by others in the springline concrete as shown in Reference 2. These gages generally performed erratically during the pretest stabilization period and were not expected to provide a significant quantity of useful data during the SIT. Table 3 tabulates the strain data for each of the embedment gages at the principal pressure plateaus.

The additional data recorded per Table 1 are included in Appendix A-4.

Of the six odd numbered hoop gages, only 3-0,1-22, and 3-22 yielded strain data which follow the pressure cycle. The strains recorded for gage 3-22 DH-196 4-4

. . .- - . ~

are reasonably close to those recorded for the reinforcing steel gages at the same azimuth. The higher strains recorded for gages 3-0 and 1-22 may result

(

from tensile cracking of -the concrete at the gage locations. If a small crack develops between the gage ends, the resulting measured strain will be equal to the sum of the elastic strain and crack width divided by the gage

length. Since the gage length is short (about 4 in.), even a very small crack will cause a large increase in measured strain.

r The even numbered vertical gages show small strains, as expected. There is, however, no correlation between measured vertical strains and pressure.

The concrete strain data were recorded only to provide information to the Designer.

4.4 Reinforcing Steel Stress and Concrete Temperature Strain gages bonded to reinforcing steel at the containment springline and ,

thermocouples esbedded in the concrete close to the strain gages were monitored during the structural integrity test. Strain and temperature data recorded at the times and pressures listed in Table 1 are included in Appendix 4-A.

Steel stresses were calculated using an elastic modulus of 29 x 10 6 lb/in2

~

for strains measured at each primary pressure plateau. These stresses and the temperatures measured by the thermocouples adjacent to the strain gage locations are listed in Table 4. The table is arranged into 12 data groups.

Each group lists hoop steel stress, vertical steel stress, r.nd temperature l

l at all plateaus for a strain gage / thermocouple cluster. Gage and thermocouple 1

(

location as well as gage direction are identified in the table.

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DH-196 4-5 f

The reinforcing steel strain data recorded during the pretest stabilization period were very stable. Strain changes recorded during this period corre-lated very well with measured changes in temperatures at the adjacent thermo-couples.- In general, strain changes in microinches/ inch were about six times temperature changes in OF, which is the expected result for concrete and steel thermal expansion coef ficients of 6.5 x 10-6 in./in./0F. The reinf orcing s teel strain readings were recorded to provide information to the Designer.

4.5 Temperatures and Dewpoint During the SIT, the dry bulb temperatures inside and outside of the contain-ment and the dewpoint temperature inside the containment were recorded at the times and pressures listed in Table 1. All of the recorded temperature data are contained in Appendix A-1. The temperatures recorded st the principal pressure plateaus and at intermediate intervals of approximately 4 hr are listed in Table 5. The greatest outside to inside dif ferential temperature listed in the table is 29.70F at 0600 hr on January 12, 1983. The smallest inside dry bulb to dewpoint spread is 4.30F at 2300 hr on the same date.

j i

4.6 Containment Displacement Containment displacements were recorded at the times and pressures listed in Table 1. All recorded displacement data are included in Appendixes A-2 and A-3.

As discussed in Section 3.1.1, the measured displacements are subject to cor-rection due to friction forces in the displacement transducers. If the friction forces change as a result of transducer actuator motion, the length forces change as a result of transdu:er actuator motion, the length of the 4

Invar wire changes. However, once the actuator has moved by some very small

~ f"'s amount, the friction force remains constant until the direction of motion DH- 196 4-6 i

, . . - . . . - - - . . ~ . - , . - - , - - . - - . - . - - . , _ , . - ., - , _ - . - . ,. .

d

, . changes, and the wire length varies enly due to the known ef fect of the trans-ducer spring stiffness. The correction for spring stif fness is included in the transducer calibration factor used to convert raw voltage data into dis-placements.

A significant error in measured displacement is expected during the initial phase of depressurization since the direction of actuator motion and the friction force reverses. This error is evident in Figures 34 through 101, which are plots of displacements versus pressure for all transducers measur-ing a pesk displacement of 0.1 in. or greater. The plots show a constant displacement for some part of the depressurization phase. As expected, this dead band effect is small for those transducers attached to short stiff wires and becomes more pronounced for the transducers attached to longer and more elastic wires.* All plots that show at least some dis"lacement ,

- recovery show that this recovery is linear with pressure. Thur, the dead band ef fect can be corrected by calculating a total recovery equal to the slope of the recovery portion of the plot multiplied by the pressure change (60.2 lb/in2),

The graphically calculated dead band correction, which is equal to the calcu-lated total recovery less the measured recovery, is shown in the upper right corner of each plot and listed in Table 6.

The extensoneters were adjusted during installation so that actuator motion 2 was initiated in the direction of expected displacement. Thus, all extenso-meters were expected to respond to the initial increase in pressure at the

• If the resistance to actuator motion is F, the wire must shorten by an amount

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\ ,/ _ equal to 2 FL/AE before actuator motion reverses. In this expression, F is the friction force in Ib, L is the length in in., A is wire area (= 0.002 in2), and E is wire modulus (= 22 x 106 lb/in2),

DH-196 4-7

start . of the test. Due to the high level of activity in the containment

( during the installation, it is probable that various taut wires were disturbed, thus upsetting the initial extensometer adjustment. This is evident on several of the plots which show no displacement up to some significantly high pressure level. Since containment response to increasing pressure is non-

' linear due to tensile crack development, a linear extrapolation technique cannot be used to correct for this initial dead band where it exists. An approximate correction for the dead band has been made by assuming that the displacement occurring between 0 and 26 lb/in 2 is approximately 25% of that occurring between 39 and 60 lb/in 2 . This correction, which is listed in Table 6, assumes elastic response of the concrete to 26 lb/in2 (based on the slope of the response curves) and fully cracked section response between 39 and 60 lbs/in2 No correction is listed if the calculated value is less than 1 i

0.015 in. since such small corrections are meaningless.

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Table 7 lists the corrected displacements for all extensoseters at each or the i primary pressure plateaus. The table includes eight pages. The first four pages list the displacement for radial extensometers IG-14 through IG-48 and full diameter extensometers IG-53, IG-54, and IG-55.

The full diameter displacements are divided by two to provida a basis for i'

comparison to the radial displacements. The fif th page lists radial dis-placements in the area of equipment hatch for extensometers R-1 through R-12.

The sixth page lists displacements for the equipment hatch tangential exten-someters T-1, T-2, T-5, T-6, T-9, and T-10 and for extensometers IG-49 through IG-52, which are inside the equipment hatch opening. The seventh page lists the wall vertical displacements measured by IG-2, IG-3, IG-5, IG-6, IG-8, DH-196 4-8

-er-- .,.-w--..m, ee -. - , .-.,.w.y --- --, ---,v,,rm,.e.---,-,--.e-..w,.---,,-w.-,,- c-w,c.-,..,,y, ,.---m---- ,y,,.-. , , -,,. , , - ,v.,,-,,e-

IG-9, IG-11, and 1G-12. The last page lists the calculated horizontal and ver-tical movements of the done relat'ive to the springline. The movement listed

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LJ for the dome apex is the average of values calculated for extensometers IG-13-7, IG-13-16, IG-13-25, and IG-13-34 The lower end movement for these extenso-meters is the average of the measured radial movements at the springline.

Extensometers IG-56 and IG-57, which span between the wall / base mat juncture and points on the crane wall about 14 f t .above the base mat showed no move-ment during the test. The data for these units are listed on Sheet 4 for comple tenes s.

The corrected displacements listed in Table 7 generally show consistent trends and are expected to be within bet.ter than 5% of actual values at the points of maximum containment movement. The accuracies of the corrected A

displacements depend to some degree on wire length, particularly during (V )

depressurization, with shorter wire extensometers providing the most accurate results. The data from three extensometers appear suspect and should proba-bly be disregarded. The suspect data, which depart from expected values based on general data trends, are for the extensometers listed as follows.

R-1 Located immediately above the equipment hatch opening, indicates displacements which are much smaller than those measured at other locations around the opening.

1G-50 Located vertically in the equipment hatch opening, indicates a signi-ficant negative displacement which is not consistent with the zero values indicated by T-1, T-5, and T-9.

f v

DH-196 4-9

_ . _ _ _ . . _ , _ _ __ _ _ _ _ _ _ _- . ._. ~.

l IG-11 A half length vertical on the wall at Az. 2480, indicates much smaller displacement than expected based on the trends of the re-maining wall verticals.

Four extensometers separated from the wall during the test. IG-41 and R-5 separated prior to the recording of 60 lb/in2 data and do not provide the 4

necessary maximum pressure data.- IG-41 follows expected trends up to 52 lb/in2 but the' data for R-5 appear suspect. T-9 and R-11 separated follow-ing the recording of maximum pressure data and thus provide all necessary data except that needed to evaluate recovery. Since T-9 measured zero dis-placement, as did T-1 and T-5, the loss of depressurization data for this unit is not especially significant. Separation was due to a lack of bond between the epoxy and the liner, probably caused by inadequate surf ace pre-paration during extensometer installation.

i Four extensoneters could not be corrected for dead band ef fect during de-pressurization. These units , IG-6, IG-13D-16, IG-13D-34, and IG-?.7, did not provide sufficient recovery data points to allow extrapolation of the linear portion of the recovery curve.

l The data in Table 7 show that posttest displacement recovery is at least 70%

1 at point of maximum predicted displacement. The tables list residual dis-placements at the end of depressurization and at 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> following the completion of depressurization.

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5.0 REFERENCES

Ih 1. Transmittal Nos. 8 and 10 (9779.212), Procedure No.15563-P004,

\~- Revision 2, Containment Structural Integrity Test.

2. United Engineers and Cons tructors Specification 9779-212, Revision 6, Structural Integrity Test.

3. USNRC Regulatory Guide 1.136, Revision 2, Materials, Construction and Testing of Concrete Containments.

4. ASME Boiler and Pressure Vessel Code,Section III, Division 2, Article CC 6000, Structural Integrity Test of Concrete Containments, 1975 Edition, up to and including Winter 1976 i Addenda.

5. Transmittal No. 6B (9779.212), Quality Assurance Program Plan.

6. Transmittal No. 7A (9779.212), Personnel Certification Procedure.

7. Transmittal Nos.14,14A, and 14B (9779.212), Repo rt on Pretest Inspection of the Containment Exterior, with Addenda.

8. Transmittal No. 13 (9779.212), Report on Pretest Inspection of the Containment Liner.

9. Transmittal No.16A (9779.212), Report on Pretest Conta. qment Diameter Survey.

v

10. Trac aittal No. 15 (9779.212), Report on Pretest Surface Crack Survey.

11. Transmittal No. 17 (9779.212), Addendum to Transmittal No. 15.

12. Transmittal No. 9A (9779.212), containment Diameter Survey Procedure.

13. Transmittal No. 5A (9779.212), Procedure for Preparation of Surface Crack Survey Areas.

14. Transmittal No. 19 (9779.212), Repo rt on Pos ttes t Ins pe ct ion of the Containment Exterior.

15. Transmittal No. 20 (9779.212), Report on Posttes t Inspection of the Containment Liner.

16. Transmittal Nos. 21A and 22 (9779.212), Posttest Calibration Data for Thermometers and Inspector's Microscopes and Pressure Gages.

17. Transmittal No. 21 (9779.212), Quality Assurance Documentation Package and Certificate of Conformance.

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DH-196 5_t

6.0 TABLES ED_

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DH-196 6-1

Table 1 DATES, TIMES, AND PRESSURES FOR TEST MEASUREMENTS (l)

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Date Time Pressure Date Time Pressure (2) 10 Jan 83 2116(s) 0 lb/in.2 13 Jan ' 83 0246 (s) 44.1 lb/in.2 10 2300 2.5 13 0300 43.6 11 0100 2.5 13 0414 (s/o) 39.0 l11 0207 2.7 13 0503 (s/o) 39.1 11 0300 5.1 13 0700 31.8 11 0312(s) 5. 5 13 0705 (s) 31 .5 0500 (s/o)(3) 10.6 13 0826 (s/o) 26.0 l11 26.1 11 0554 13.0 13 0926 11 0711 13.0 13 1041 (s) 26.0 11 0900 13.0 13 1100 26.0 11 1003 13.0 13 1118 26.0 11 1031 13.2 13 1300 19.3 11 1200 (s/o) 16.8 13 1448 (s/o) 13.0 11 1400 (s/o) 21.8 13 1549 (s/o) 13.2 11 1600 (s/o) 26.0 13 1800 6.6 11 1708 26.2 13 1900 (s) 4.5 11 18 59 (s/o) 26.0 13 2004 0 1923 26.1 13 2100 0

11 30.2 13 2204 0 11 2059 (s/o) 2259 35.2 13 2219 (s) 0

('*}

\_,/

11 11 2329 (s) 36.5 13 2300 0 2359 37.7 14 0200 0 11 39.0 14 0500 (s/o) 0 12 0031 (s/o) 0200 39.0 14 0800 0 12 39.0 14 1100 (s/o) 0 12 0459 (s/o) 0600 41.6 14 1400 0 12 44.4 14 1700 0 12 0700 (s/o) 0800 46.9 14 2000 0 12 12 1010 (s/o) 52.0 12 1110 52.2 12 1408 (s/o) 52.2 12 1418 52.2 12 1600 (s/o) 56.7 12 1700 58.9 12 1725 (s/o) 60.0 (1) Primary Pressure 12 1827 60.2 Plateaus are underlined 12 2000 60.1 12 2015 60.0 (2) (s) Short range transducer data only 12 2132 60.2 i 12 2142 (s/o) 60.2 (3) (s/o) Short range tranducer and other 12 2300 54.2 data 12 2338 (s/o) 52.0 13 0039 (s/o) 52.1 i

t w]

DH-196 6 -2

Table 2

( LINER PRINCIPAL STRESSES Gage No.  : SR-01 Lo cation : Above equipment opening at El 502' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR #NGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 2.3 0.5 11 1400 21.8 65.2 5.0 1.2 0*

11 1708 26.2 61.5 7.5 1.9 12 0200 39.0 61.7 17.3 4.3 12 1110 52.2 62.7 25.6 7.3 12 1827 60.2 62.7 30.5 9.1 0*

13 0039 52.1 58.9 27.3 8.5 13 0503 39.1 57.2 21.1 6.8 13 0926 26.1 56.0 14.4 4.8 13 1549 13.2 55.3 8.3 3.2 13 2100 0 54.6 3.2 1.1 Gage No.  : SR-02 Location : Right of equipment opening at Az 11' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 0.1 .2 11 1400 21.8 65.2 0.2 .2 -70*

11 1708 26.2 61.5 0.5 .2 12 0200 39.0 61.7 1.7 0.1 12 1110 52.2 62.7 3.2 0.8 12 1827 60.2 62.7 4.3 1.1 -76*

13 0039 52.1 58.9 4.5 1.6 13 0503 39.1 57.2 3.9 1.6 13 0926 26.1 56.0 3.0 1.4 13 1549 13.2 55.3 2.3 1.1 '

13 2100 0 54.6 1.4 .8 Q

DH-196 6-3 ,

Tchle 2 (Cont'd)

O Gage No.  : SR-03 Location : Below equipment opening at El 475' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 1.0 .7 11 1400 21.8 65.2 2.4 .5 +5' 11 1708 26.2 61.5 4.7 .5 12 0200 39.0 61.7 11.6 3.0 12 1110 52.2 62.7 19.7 4.3 12 1827 60.2 62.7 25.3 4.8 +5' 13 0039 52.1 58.9 23.7 4.3 13 0503 39.1 57.2 19.2 2.8 13 0926 26.1 56.0 14.4 1.0 13 1549 13.2 55.3 9.7 .8 13 2100 0 54.6 5.8 -2.3 Gage No.  : SR-04 Location : Lef t of equipment opening at Az 349' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 kai 11 0711 13.0 61.1 0 .2 11 1400 21.8 65.2 .2 .1 +61*

11 1708 26.2 61.5 .3 .1 12 0200 39.0 61.7 1.3 .1 l 12 1110 52.2 62.7 2.7 .6 12 1827 60.2 62.7 3.9 1.1 +69' 13 0039 52.1 58.9 4.0 1.1 13 0503 39.1 57.2 3.5 .9 i

13 0926 26.1 56.0 2.7 .8 l

13 1549 13.2 55.3 2.0 .i 13 2100 0 54.6 1.3 .3 Q 6-4 DH-196

- , . . - _ . . . . _ . . _ , _ . _ _ _ , _ , . _ _ . , - _ , _ . . . , . . ~ . _ , _ _ . - _ . _ _ -.,..____._. - _ ,__.__ ,- ,, _ ... ,.

Table 2 (Cont'd)

Gage No.  : SR-05

( Location : Above equipment opening at El 510' 4

l PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 ksi 11 0711 13.0 61.1 1.1 .2 11 1400 21.8 65.2 3.2 1.1 0*

11 1708 26.2 61.5 5.9 2.0 12 0200 39.0 61.7 15.3 4.9 12 1110 52.2 62.7 23.5 7.6 12 1821 60.2 62.7 28.9 9.1 -8' 13 0039 52.1 58.9 26.6 8.1 13 0503 39.1 57.2 24.8 5.8 13 0926 26.1 56.0 15.8 3.1 13 1549 13.2 55.3 10.5 .7 13 2100 0 54.6 6.2 -1.6 Gage No. : SR-06 O_.

Nm- Location : Right of equipment opening at Az 17' l'RINCIPAL STRESS INSIDE TIME PRESSURE TEMP MAJOR MINOR ANGLE DATE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 .7 .2 11 1400 21.8 65.2 1.0 .4 +20' 11 1708 26.2 61.5 1.3 .7 12 0200 39.0 61.7 4.5 2.3 12 1110 52.2 62.7 10.4 5.3 12 1827 60.2 62.7 12.9 7.0 +5' 13 0039 52.1 58.9 12.4 6.9 13 0503 39.1 57.2 10.3 5.8 13 0926 26.1 56.0 8.1 4.5 1549 13.2 55.3 6.0 3.2 13 2100 0 54.6 4.1 2.1 13 Q.

6-5 DH-196

_ __ ._ . _ . _ . . - , , _ . _ _ _ . _ . _ - . . _ . - _ _ . . - _ _ _ - _ _ _ _ ~ _ _ . _ . . . - - . _ _ _ _ - __-

Table 2 (Cont'd)

's / Gage No.  : SR-07 Location : Below equipment opening at El 467' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 1.3 .5 11 1400 21.8 65.2 2.6 1.2 +7' 11 1708 26.2 61.5 5.1 2.1 12 0200 39.0 61.7 11.7 4.9 12 1110 52.2 62.7 18.4 8.1 12 1827 60.2 62.7 23.7 10.7 0*

13 0039 52.1 58.9 21.9 10.1 13 0503 39.1 57.2 17.6 8.3 13 0926 26.1 56.0 12.8 6.3 13 1549 13.2 55.3 7.9 4.2 13 2100 0 54.6 3.8 2.5 Gage No. : SR-03 Location : Lef t of equipment opening at Az 343*

PRINCIPAL STRESS 4

INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 11 0711 13.0 61.1 .1 .2 11 1400 21.8 65.2 .3 .1 +35*

11 1708 26.2 61.5 .7 .3 12 0200 39.0 61.7 4.8 .5

, 12 1110 52.2 62.7 11.0 1.0 12 1827 60.2 62.7 13.4 2.3 +20*

13 0039 52.1 58.9 12.7 2.7 13 0503 39.1 57.2 10.7 2.1 13 0926 26.1 56.0 8.5 1.5 13 1549 13.2 55.3 6.2 1.1 13 2100 0 54.6 4.5 .6 m

DH-196 6-6

w Table 2 (Cont'd)

Gage No.  : SR-09

( Location : Above equipment opening at El 520' PRINCIPAL STRESS INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10'Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 .9 .3 11 1400 21.8 65.2 2.2 .8 0* '

11 1708 26.2 61.5 3.4 1.6 '

12 0200 39.0 61.7 14.4 5.6 12 1110 52.2 62.7 22.4 9.6 '

12 1827 60.2 62.7 27.7 12.8 0' 13 0039 52.1 58.9 25.3 12.1 13 0503 39.1 57.2 20.4 10.0 -

13 0926 26.1 56.0 15.1 7.3 13 1549 13.2 55.3 10.1 4.8 13 2100 0 54.6 5.1 2.2 4

4

--s_ Gage No. : SR-10 4

Location : Right of equipment opening at Az 24' PRINCIPAL STRESS INSIDE PRESSURE TEMP MAJOR MINOR ANGLE DATE TIME

.i 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 11 0711 13.0 61.1 .9 .4 11 1400 21.8 65.2 1.8 .6 +37' 11 1708 26.2 61.5 3.1 .3 12 0200 39.0 61.7 10.7 2.7

12 1110 52.2 62.7 16.6 2.2 60.2 62.7 21.0 .8 +35*

l 12 1827 0039 52.1 58.9 19.6 .6 13 0503 39.1 57.2 15.9 .6 13 0926 26.1 56.0 11.9 .9 13 1549 13.2 55.3 7.9 1.5 i 13 2100 0 54.6 4.4 1.6 13 O_

DH-196 6-7

Table 2 (Cont'd)

~

Gage No. : SR-11 Location : Below equipment opening at El 457' PRINCIPAL STRESS INSIDE TEMP MAJOR MINOR ANGLE DATE TIME PRESSURE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 0711 13.0 61.1 .3 .1 11 1400 21.8 65.2 .8 0 +39*

11 1708 26.2 61.5 1.5 .3 11 0200 39.0 61.7 5.5 2.1 12 1110 52.2 62.7 8.9 2.2 12 +22*

1827 60.2 62.7 11.7 1.6 12 0039 52.1 58.9 11.2 1.7 13 0503 39.1 57.2 9.2 1.2 13 0926 26.1 56.0 7.0 1.0 13 1549 13.2 55.3 4.7 .8 13 2100 0 54.6 2.6 .4 13 Gage No.  : SR-12 Lo cation : Lef t of equipment opening at Az 336' PRINCIPAL STRESS INSIDE TEMP MAJOR MINOR ANGLE DATE TIME PRESSURE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 0711 13.0 61.1 .6 .3 11 -16*

21.8 65.2 1.1 .5 11 1400 26.2 61.5 1.7 .9 11 1708 39.0 61.7 8.4 3.4 12 0200 52.2 62.7 11.8 5.1 12 1110 60.2 62.7 14.3 6.3 - 9*

12 1827 52.1 58.9 13.1 6.0 13 0039 39.1 57.2 10.4 4.8 13 0503 3.5 0926 26.1 56.0 7.7 13 5.1 2.3 1549 13.2 55.3 13 2.9 1.3 2100 0 54.6 13 6-8 DH-196

Table 2 (Cont'd)

Gage No. : SR-13 Location : Personnel air lock at El 487', 3.7' right of centerline PRINCIPAL STRESS _ ,,,,,

INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 11 0711 13.0 61.1 1.3 .2 11 1400 21.8 65.2 2.5 .5 +18' 11 1708 26.2 61.5 8.1 0 12 0200 39.0 61.7 19.1 2.4 12 1110 52.2 62.7 24.5 2.7 12 1827 60.2 62.7 28.3 3.8 + 8' 13 0039 52.1 58.9 28.4 4.0 13 0503 39.1 57.2 22.7 2.5 13 0926 26.1 56.0 17.0 1.1 13 1549 13.2 55.3 11.1 .4 13 2100 0 54.6 6.3 -1.7

[

't Gage No. : SR-14 Location : Personnel alr lock at El 480', 4.2' right of centerline PRINCIPAL STRESS __

INSIDE DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 11 0711 13.0 61.1 1.4 .3 11 1400 21.8 65.2 3.4 .6 -31*

11 1708 26.2 61.5 6.6 .7 12 0200 39.0 61.7 15.6 .4 12 1110 52.2 62.7 21.8 .7 12 1827 60.2 62.7 25.1 -1.0 -26' 13 0039 52.1 58.9 22.8 -1.3 13 0503 39.1 57.2 17.9 -1.9 13 0926 26.1 56.0 13.0 -2.4 1549 13.2 55.3 11.1 -2.9 4

13 2100 0 54.6 3.7 -3.3 13 O, . --- -

Dil-196

~ . - - - - - - - . . . --_ ..

Table 2 (Cont'd)

'O A /

Gage No. : SR-15 Location : Personnel air lock at El 479', 4.1' lef t of centerline t

i I I l l PRINCIPAL STRESS I l INSIDE l l l DATE TIME PRESSURE TEMP l MAJOR MINOR ANGLE l l l 1 l 10 Jan 83 2116 0 lb/in.2 58.2*F l 0 kai 0 kai l l 11 0711 13.0 61.1 l 1.2 .2 l l 11 1400 21.8 65.2 l 2.7 -1.0 +32' l l 11 1708 26.2 61.5 1 7.7 -1.2 l 3 1-12 0200 39.0 61.7 l 17.5 .6 l l 12 1110 52.2 62.7 l 24.2 .9 l l 12 1827 60.2 62.7 l 27.2 -1.4 +26' l l 13 0039 52.1 58.9 l 23.9 -1.9 l l 13 0503 39.1 57.2 l 18.5 -2.5 l l 13 0926 26.1 56.0 l 12.9 -3.2 l l 13 1549 13.2 55.3 l 7.5 -2.7 l l 13 2100 0 54.6 l 2.8 -4.3 l I I .l

, Gage No. : SR-16 Location : Personnel air lock at El 487', 3.7' left of centerline l l l

'. l l PRINCIPAL STRESS l 4

l INSIDE l 1

l DATE TIME PRESSURE TEMP l MAJOR MINOR ANGLE l 1 I I l 10 Jan 83 2116 0 lb/in.2 58.2*F l 0 kai 0 ksi l l 11 0711 13.0 61.1 l 1.6 0 l l 11 1400 21.8 65.2 l 4.7 .1 -14* l l 11 1708 26.2 61.5 l 9.6 .7 l l 12 0200 39.0 61.7 l 18.4 2.0 l l 12 1110 52.2 62.7 l 26.9 2.7 l l 12 1827- 60.2 62.7 1 31.7 2.8 -19' I l 13 0039 52.1 58.9 l 28.9 2.2 l l 13 0503 39.1 57.2 l 23.4 1.2 l l 13 0926 26.1 56.0 l 17.3 0 l l 13 1549 13.2 55.3 l 11.2 -1.0 l 1

1 13 2100 0 54.6 l 5.9 -1.7 I l 1 Ql DH-196 6-10

Table 2 (Cont'd)

O

'*! Cage No. : SR-17 Location : Personnel air lock at El 488', 5.6' right of centerline PRINCIPAL STRESS ~ ~ ~ ~ ~

INSIDE DATE TIME _

PRESSURE , TEMP _,,, MAJOR ,, MINOR _ ,,,,_ ANGLE ,

10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 kai '

11 0711 13.0 61.1 1.2 .2 11 1400 21.8 65.2 2.1 .6 + 17 ' '

11 1708 26.2 61.5 5.8 2.0 12 0200 39.0 61.7 16.4 5.5 12 1110 52.2 62.7 26.5 9.8 12 1827 60.2 62.7 33.4 12.4 +11*

13 0039 52.1 58.9 31.2 11.7 13 0503 39.1 57.2 25.9 10.0 13 0926 26.1 56.0 20.3 8.1 13 1549 13.2 55.3 15.0 6.4 13 2100 0 54.6 10.0 4.8 I

V -

Cage No. : SR-18 Location : Personnel air lock at El 477', 5.6' right of center 11ne PRIN.C.IP.A.L. .STRES.S. .

TEMP MAJOR,,,,,,, MINOR ANGLE DATE TIME PRESSURE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 ksi 11 0711 13.0 61.1 1.4 .4 11 1400 21.8 65.2 2.8 1.0 -14' 11 1708 26.2 61.5 6.2 2.3 12 0200 39.0 61.7 16.9 5.5 1110 52.2 62.7 27.0 9.1 12 1827 60.2 62.7 32.9 11.0 - 9' 12 0039 52.1 58.9 30.9 10.3 13 0503 39.1 57.2 26,0 8.5 13 0926 26.1 56.0 20.4 6.6 13 13.2 55.3 15.0 4.7 13 1549 0 54.6 9.7 2.7 13 2100 g'D -==

~-

6-11 Dil-196

Table 2 (Cont'd) b Q Gage No. : SR-19 Location : Personnel air lock at El 477', 5.6' lef t of centerline

~

I l  !

l l PRINCIPAL STRESS l l INSIDE l l l DATE TIME PRESSURE TEMP l MAJOR MINOR ANGLE l l l _1 l 10 Jan 83 2116 0 lb/in.2 58.2*F l 0 kai 0 ksi l l 11 0711 13.0 61.1 l 1.2 .3 l l 11 1400 21.8 65.2 l 2.7 .7 +18' l.

l 11 1708 26.2 61.5 l 7.3 2.5 l l 12 0200 39.0 61.7 l 18.3 6.4 l I 12 1110 52.2 62.7 l 26.3 10.4 l l 12 1827 60.2 62.7 l 31.0 12.7 +14* l l 13 0039 52.1 58.9 l 28.0 11.7 l l 13 0503 39.1 57.2 l 22.1 9.7 l l 13 0926 26.1 56.0 1 15.8 7.0 l i 13 1549 13.2 55.3 l 10.1 4.7 l l 13 2100 0 54.6 l 5.1 2.2 l l 1 I C)

Gage No. : SR-20 Location : Personnel air lock at El 488', 5.6' left of centerline l l l

l l PRINCIPAL STRESS l l INSIDE l ~l l DATE TIME PRESSURE TEMP l MAJOR MINOR ANGLE l l 1 l

l 10 Jan 83 2116 0 lb/in.2 58.2*F l 0 kai 0 ksi l l 11 0711 13.0 61.1 l 1.1 .2 l l 11 1400 21.8 65.2 l 2.0 .5 -13' l l 11 1708 26.2 61.5 1 7.6 1.8 I l 12 0200 39.0 61.7 l 21.5 7.2 l l 12 1110 52.2 62.7 1 41.2 16.6 l 1827 60.2 62.7 l 61.4 25.6 - 4* l l 12 26.0 l 13 0039 52.1 58.9 l 60.9 I 0503 39.1 57.2 1 55.9 24.7 l i l 13 22.8 l l 13 0926 26.1 56.0 l 50.2 l l l 13 1549 13.2 55.3 l 44.8 21.1 l 2100 0 54.6 l 39.7 19.8 l l 13 1 l

l O<

DH-196 6-12

Table 2 (Cont'd)

(D V ~~

Gage No. : SR-21 Location : Personnel air lock at El 491', 8.0' right of centerline i

PRINCIPAL STRESS _ , , , , _

INSIDE TEMP MAJOR MINOR ANGLE DATE TIME PRE 9SURE 10 Jan 83 2116 0 th/in.2 58.2*F 0 kai 0 ksi 11 0711 13.0 61.1 1.0 .1 1400 21.8 65.2 2.1 .6 +16* '

11 11 1708 26.2 61.5 5.3 1.8 12 0200 39.0 61.7 13.5 4.9

• 12 1110 52.2 62.7 20.6 7.3 12 1827 60.2 62.7 24.7 8.9 + 5*

13 0039 52.1 58.9 22.8 8.3 13 0503 39.1 57.2 18.6 6.6 13 0926 26.1 56.0 13.8 4.7 13 1549 13.2 55.3 9.2 3.0 2100 0 54.6 5.1 1.4 13 b

'L Cage No. : SR-22

' Location : Personnel air inck at El 475', 8.0' right of centerline PRINCIPAL STRESS INSIDE TEMP MAJOR MINOR ,, ,A,N,GLE DATE TIME __,,,,,_ PRESSURE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 kai 0 kai 0711 13.0 61.1 1.3 .4 11 21.8 65.2 2.8 1.3 -10*

, 11 1400 1708 26.2 61.5 6.4 2.7 11 0200 39.0 61.7 15.2 5.9 12 1110 52.2 62.7 22.4 8.5 12 60.2 62.7 25.0 9.3 - 6' 12 1827 52.1 58.9 23.2 8.7 13 0039 39.1 57.2 18.9 7.2 13 0503 26.1 56.0 14.2 5.5 13 0926 13.2 55.3 9.6 3.8 13 1549 1.9 0 54.6 5.1 13 2100 3

'Jw 6-13 Dil-196

Table 2 (Cont'd)

'-' Gage No. : SR-23 Location : Personnel air lock at El 475', 8.0' lef t of centerline PRINCI.P.A.L. _STR.ES.S . ....

DATE TIME PRESSURE TEMP MAJOR MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 11 0711 13.0 61.1 1.0 .4 11 1400 21.8 65.2 1.9 .8 + 8' 11 1708 26.2 61.5 4.1 1.3 12 0200 39.0 61.7 14.6 4.0 12 1110 52.2 62.7 24.1 8.0 12 1827 60.2 62.7 28.6 9.6 + 8' 13 0039 52.1 58.9 26.3 8.9 13 0503 39.1 57.2 21.1 7.1 13 0926 26.1 56.0 15.6 4.9 13 1549 13.2 55.3 10.3 3.0 13 2100 0 54.6 5.8 .7 xL 3

Gage No. : SR-24 Location : Personnel air lock at El 491', 8.0' lef t of centerline PRINCI.P.AL.

- - .S.T.RESS DATE , TIME PRESSU,RE _ ,,,,__ _ TEMP MAJOR ,,,,,_ MINOR ANGLE 10 Jan 83 2116 0 lb/in.2 58.2*F 0 ksi 0 ksi 11 0711 13.0 61.1 .8 .1 .

11 1400 21.8 65.2 1.5 .3 -14' l 11 1708 26.2 61.5 6.1 2.0 12 0200 39.0 61.7 15.6 5.4 12 1110 52.2 62.7 23.2 7.8 12 1827 60.2 62.7 27.3 9.0 - 8*

13 0039 52.1 58.9 24.7 8.2 13 0503 39.1 57.2 19.8 6.5 13 0926 26.1 56.0 14.2 4.6 13 1549 13.2 55.3 8.9 3.0 13 2100 0 54.6 4.4 1.4

( -- ______- - - -

Q) 011-196 6-14

l I~'N Table 3 l lh CONCRETE STRAIN AT SPRINGLINE AZIMUTH O' AZIMUTH 135' GAGE SGC-1-0 2-0 3-0 4-0 1-14 2-14 DIRECTION HOOP VERT HOOP VERT HOOP VERI PR8SSURE STRAIN, 10-6 in/in.

o o o o o O Ib/in.2 o

-45 13.0 -87 -105 -87 -104 -52 26.2 76 63 90 77 54 69

-92 - 35 1065 - 14 21 19 39.0

-7 79 1822 80 157 127 52.2 60.2 -91 - 21 1891 - 14 40 18 52.1 0 75 1784 71 81 53

-54 2 1357 5 36 13 39.1

-68 - 14 971 - 10 40 18 26.1 12 54 709 57 71 51 13.2 0 -109 - 72 325 - 73 -14 -34 O AZIMUTH 135' AZIMUTH 225*

GAGE SGC-3-14 4-14 1-22 2-22 3-22 4-22 HOOP VERT HOOP VERT HOOP VERT DIRECTION PRESSURE STRAIN, 10-6 in/in.

0 0 0 0 0 O Ib/in.2 0

-39 -44 13.0 -55 -45 48 -43 39 57 498 96 76 92 26.2

-6 41 1218 47 478 -2 39.0 46 95 137 1680 93 680 52.2 10

-4 16 1871 29 878 60.2 50 42 57 1656 62 854 52.1 -8 6 14 1198 8 647 39.1 -12 25 834 9 489 26.1 21 91 60 56 613 10 6 458 i 13.2 -71 1 0 -21 -32 156 -50 190 A

N 6-15 DH-196

,,~ _ _ . . _ _ _ _ _ _ _ _

Table 4 ,

1

() REINFORCING STEEL STRESS Location: Azimuth'0*, inside face 4

• 4 . ( ,

! x STRESS TEMPERATURE HOOP VERTICAL DATE TIME PRESSURE GAGE SG-1-0 GAGE SG-5-0 THERMOCOUPLE TC-1-0 10 Jan 83 2116 0 lb/in.2 0,1b/in.2 0 lb/in.2 51.5'F 11 0711 - 13.0 , 783 - 203 51.9 '

11 1708 26.2 ;1218 493 52.6 i 12 0200 39.0' ~12296 -572 53.4 12 1110 52.2 '19295 ~ 290 54.4 12 1827 60.2- 22968 2204 54.5 13 0039 52.1 20735 2175 54.9 13 0503 39.1 '16501 1827 54.5 13 0926 26.1 11948 1160 54.1 13 1549 13.2 7743 754 53.5 13 2100 0 4205 319 53.2

O_

r STRESS TEMPERATURE

' HOOP VERTICAL TIME PRESSURE GAGE SG-2-0 GAGE SG-6-0 THERMOCOUPLE TC-2-0 DATE 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 51.7'F f 841 203 52.1 11 0711 13

! 11 1708 26 1450 609 52.8 j 12 0200 39 10759 -435 53.7 12 1110 52 17574 58 54.6 1827 60 21692 2291 54.8 12 0039 52 19691 2320 55.1 13 0503 39 15718 2001 54.7 13 0926 26 11368 1363 54.1 13 1549 13 7366 1015 53.6 13 2100 0 3886 551 53.4 13

']

i

'(_.

On

\ ,

4 ,

6-16 f DH-196 W

., s

. - = _ . ~ ~ . - _ . - - _ _ _ _ _ . _ - _ _ . _ - . - _ . . . . _ - _ . _

a

' i Table 4 (Cont'd)

Location: Azimuth 0*, outside face

• STRESS TEMPERATURE HOOP VERTICAL DATE TIME PRESSURE GAGE SG-3-0 GAGE SG-7-0 THERMOCOUPLE TC-3-0 10 Jan 83 2116 0 lb/ic. 2 0 lb/in.2 0 lb/in.2 48.0*F 11 0711 13 957 290 46.2 i 11 1708 26 2378 1566 46.9 12 0200. 39 14152 5568 47.1 j 12 1110 52 21054 8787 46.0 12 1827 60 25230 11832 46.3 13 0039 52 22794 10614 46.6 13 0503 39 18241 8323 46.7 13 0926 26 13456 6003 46.0 13 1549 13 8990 4060 46.3 13 2100 0 5307 2494 46.6 i

STRESS TEMPERATURE HOOP VERTICAL TIME PRESSURE GAGE SG-4-0 GAGE SG-8-0 THERMOCOUPLE TC-4-0 DATE 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 1 0 lb/in.2 48.6*F 11 0711 13 1392 377 47.0 11 1708 26 3596 1653 47.7 12 0200 39 12557 2436 47.9 12 1110 52 20242 4582 46.9 12 1827 60 24099 8062 47.4 0039 52 21895 7714 47.6 ,

13 0503 39 17748 6351 47.6 13 0926 26 13427 4901 46.9 13 1549 13 9135 3596 47.2 13 2100 0 5684 2233 47.4 l 13 3

1 O_

6-17 DH-196

Teble 4 (Cont'd) 7s Location: Azimuth 135*, inside face k- . -

STRESS TEMPERATURE HOOP VERTICAL ,

DATE TIME PRESSURE CAGE SG-1-14 CAGE SG-5-14 THERMOCOUPLE TC-1-14 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 52.0*F 11 0711 13 783 435 52.5 11 1708 26 2581 1160 53.2 12 0200 39 12238 2088 54.0 12 1110 52 18966 5481 54.8 12 1827 60 22910 8062 55.1 13 0039 52 20590 7395 55.5 13 0503 39 16290 5858 55.1 13 0926 26 11861 4176 54.6 13 1549 13 8265 3248 54.1 13 2100 0 4814 1972 53.9 STRESS TEMPERATURE HOOP VERTICAL DATE TIME PRESSURE GAGE SG-2-14 CAGE SG-6-14 THERMOCOUPLE TC-2-14 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 52.0*F 11 0711 13 928 290 52.4 11 1708 26 5539 2030 53.1 12 0200 39 10208 3480 54.0 12 1110 52 16182 5887 54.7 12 1827 60 20387 9280 54.9 13 0039 52 18270 8410 55.4 13 0503 39 14297 6525 55.1 l13 0926 26 10237 4640 54.6 13 1549 13 6815 3364 54.1 13 2100 0 3625 1856 53.8 I

O DH-196 6-18

._- _ ._ _ . ~ - _ _ . . _ , _ _ _ _ _ . _ . . . . _ _ - _ - . _ . _ _ _ _ . ~ _ . _ _

1 Table 4 (Cont'd)

[]

C6 Location: Azimuth 135*, outside face STRESS TEMPERATURE HOOP VERTICAL DATE TIME PRESSURE CAGE SG-3-14 GAGE SG-7-14 THERMOCOUPLE TC-3-14 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 51.3*F 11 0711 13 986 232 48.7 11 1708 26 2668 -580 52.8 12 0200 39 8990 -870 54.5 12 1110 52 15660 2639 52.8 12 1827 60 18937 4437 53.7 13 0039 52 17255 4002 52.3 51.1 13 0503 39 14007 3393 13 0926 26 10672 2784 49.9 13 1549 13 7221 2494 54.8 13 2100 0 4321 1595 53.9 Q

STRESS TEMPERATURE HOOP VdRCICAL DATE TIME PRESSURE GAGE SG-4-14 GAGE SG-8-14 TilERMOC0'JPL8 CC-4-14 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 So,3 y 0711 13 1131 348 47.5 11 1708 26 2987 696 52.0 11 0200 39 11397 464 50.7 12 49.1 12 1110 52 18067 1827 60 20967 2465 53.9 12 1827 52 18850 2320 52.8 13 0039 39 15109 1940 51.8 13 0503 26 11368 1682 50.3 13 0926 55.1 1549 13 7598 1363 13 54.8 2100 0 4408 406 13 M

~

DH-196 7--.. --- . e ~,y- . _ . - . , , . ~ ,,---,-,--,n >n--- -pe. - +--r m-pn,,es--e --r----rn-.m

_. -__ - ._ _ __ _ __ _ . = .

Table 4 (Cont'd) '

O Location: Azimuth 225*, inside face i

l l .

l STRESS TEMPERATURE l l HOOP VERTICAL l l DATE TIME PRESSURE CAGE SG-1-22 CAGE SG-5-22 THERMOCOUPLE TC-1-22 I I I l 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 51.8'F l l 11 0711 13 696 203 52.4 l l 11 1708 26 2059 667 53.2 l l 12 0200 39 9135 783 54.0 l l 12 1110 52 16327 1769 54.8 l

, l 12 1827 60 21518 5365 55.0 l l 13 0039 52 19662 5017 55.5 l l 13 0503 39 15776 3915 55.0 l l 13 0926 26 11774 2726 54.5 l l 13 1549 13 8439 2204 54.0 l l 13 2100 0 5336 1164 53.7 l l l L

i l l STRESS TEMPERATURE l l HOOP VERTICAL l l DATE TIME PRESSURE GAGE SG-2-22 CAGE SG-6-22 THERMOCOUPLE TC-2-22 l l 1 l 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 51.7'F l l 11 0711 13 1131 116 52.3 l l 11 1708 26 5539 928 53.1 l t

l 12 0200 39 12789 2175 53.8 l.

l l 12 1110 52 19198 3741 54.7 l i

l 12 1827 60 22185 6844 55.0 l l 13 0039 52 19662 6235 55.5 l l 13 G503 39 15109 4901 55.1 l l-13 0926 26 10529 3509 54.5 l l 13 1549 13 6873 2784 54.0 l <

l 13 2100 0 3219 1653 53.8 I I I DH-196 6-20

_ _ . _ _ . _ - . _ , _ . _ _ , _ _ . , _ . _ _ _ . ~ . _ _ _ - , _ _ _ _ , _ _ _ _ _ _ . _ _ . _ . . , _ , _ _ _ _ _ -

Table 4 (Cont'd)

O~ Location: Azimuth 225*, outside face 1 l l STRESS TEMPERATURE l l HOOP

• VERTICAL

• l l DATE TIME PRESSURE CAGE SG-3-22 GAGE SG-7-22 THERMOCOUPLE TC-3-22 l l l l 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 50.7*F l l 11 0711 13 435 1392 45.9 l l 11 1708 26 1450 4785 53.4 l l 12 0200 39 1276 9860 49.8 l l 12 1110 52 3045 16501 46.5 l l 12 1827 60 5568 20503 53.3 l l 13 0039 52 5075 18734 51.5 l l 13 0503 39 4176 15341 50.0 l l 13 0926 26 3190 11716 48.0 l l 13 1549 13 2755 8178 53.8 l l 13 2100 G 1450 4843 53.4 l l l p

b -1 I l STRESS TEMPERATURE l l HOOP VERTICAL l l DATE TIME PRESSURE GAGE SG-4-22 CAGE SG-8-22 THERMOCOUPLE TC-4-22 l l l l 10 Jan 83 2116 0 lb/in.2 0 lb/in.2 0 lb/in.2 50.8*F l l 11 0711 13 1276 290 46.3 l l 11 1708 26 3857 464 53.4 l l 12 0200 39 8352 - 29 50.3 l l 12 1110 52 14964 841 47.3 l l 12 1827 60 17951 4234 53.9 l l 13 0039 52 16385 3973 52.2 l l 13 0503 39 13369 3393 50.7 l l 13 0926 26 10208 2755 48.7 l l 13 1549 13 7076 2639 53.8 l l 13 2100 0 3973 1479 54.5 l l ___l

• Probable error in labeling cables - hoop and vertical stress should be interchanged.

Q DH-196 6-21

('N Table 5 Ns]

OtfrSIDE TEMPERATURE, CONTAINMENT TEMPERATURE AND CONTAINMENT DEWPOINT TB1PERATURE, 'F DATE TIME PRESSURE OUTSIDE INSIDE DEWPOINT 10 Jan 83 2116 0 lb/in.2 46.0 58.2 35.6 11 0100 2.5 41.2 59.1 38.5 11 0711 13.0 41.2 61.1 47.3 11 1200 16.0 55.0 64.4 47.2 11 17 08 26.2 53.1 61.5 51.8 l 11 2059 30.2 47.6 64.5 53.6 12 0200 39.0 46.6 61.7 55.0 12 0600 41.6 34.2 63.9 55.0 12 1110 52.2 52.6 62.7 57.4 12 1600 56.7 53.8 64.4 56.9 12 1827 60.2 45.4 62.7 56.8 12 2300 54.2 50.5 57.1 52.8 13 0039 52.1 51.3 58.9 52.3 0503 39.1 44.4 57.2 46.8 O- 13 13 0926 26.1 43.7 56.0 42.2 13 1300 19.3 60.5 52.6 42.9 13 1549 13.2 57.0 55.3 36.9

. 13 2100 0 37.8 54.6 27.8 l

l DR-196 6-22

O O O Table 6 EXTENSOMETER DEAD BAND CORRECTIONS E

1 i

$ l l INITIAL FINAL INITIAL FINAL INITIAL FINAL i CORRECTION CORRECTION NUMBER CORRECTION CORRECTION NUMBER CORRECTION CORRECTION l NUMBER IG- 2 - -

IG-21 -

.05 IG-48 -

.05 3 -

.04 22 -

.07 49 -

.05 5 - -

23 -

.10 50 ** **

6 - -

24 -

.08 51 - -

8 - -

25 .03 in. .07 52 - -

9 - .06 26 -

.07 53 .10 in. .26 11 - -

27 -

.09 54 -

.33 1 12 -

.04 28 -

. 0') 55 .15 .42 13A-16 - .06 29 -

.09 R-1 - -

13A-34 -

.02 30 -

.08 2 -

.05 13B-16 .02 in. .05 31 .02 .03 3 -

.03 l 13B-34 -

.09 32 -

.09 4 .02 .02 1

13C-16 .13 28 33 -

.04 5 *

• l , 13C-34 .06 .15 34 -

? 6 -

.06 a 13D-16 - -

35 -

.03 7 .02 .02 i

U 13D-34 - -

36 -

.01 S -

.04 J 13 - 7 -

.04 37 q .02 .03 9 -

.06 13 -16 -

.05 38 -

.05 10 .03 .12 i 13 -25 -

.02 39 -

.04 11 .02

• 13 -34 -

.05 40 -

.04 12 .03 .11 j 14 -

.03 41 *

• T-1 - -

i 15 .02 .06 42 -

.04 2 -

.07

16 -

.03 43 .02 .04 5 - -

17 .08 -

44 .02 .07 6 .03 .09 i 18 -

.06 45 -

.09 9 -

• j 19 -

.04 46 -

.09 10 .07 .12

{ 20 -

.03 47 -

.09 IG-56 - -

57 l

• Unit separated from wall

• *Su a pe ct transducer Note: No final correction indicates either very small maximun displacement or

insufficient recovery to establish slope.

i l

7 Table 7 l

i. Q. CORRECTED CONTAINMENT DISPLACEMENTS Extensometer Group Radials at El 410'-6" t

EXTENSOMETER DATE TIME PRESSURE IG-14 IG-20 IG-25 IG-31 IG-37 IG-43 1/10 2116 0 lb/in.2 0 in. O in. O in. O in. O in. O in.

11 0711 13.0 0 .01 .02 .02 .02 .01  !

11 1709 26.2 0 .04 .04 .04 .04 .03

^

12 0200 39.0 .02 .11 .11 .11 .11 .07 12 1110 52.2 .07 .19 .20 .20 .20 .13 12 1827 60.2 .10 .24 .26 .25 .26 .17 13 0039 52.1 .09 .21 .23 .23 .23 .15 13 0503 39.1 .06 .17 .18 .19 .19 .12 13 0926 26.1 .04 .13 .12 .15 .15 .08 13 1549 13.2 .02 .08 .07 .11 .11 .05 13 2100 0 0 .04 .02 .07 .07 .02 14 2000 0 0 .03 .02 .06 .06 .01 Extensometer Group Radials at El 436'-0" EXTENSOMETER DATE TIME PRESSURE IG-15 IG-21 IG-26 IG-32 IG-38 IG-44 1/10 2116 0 lb/in.2- 0 in. O in. O in. O in. O in. O in.

11 0711 13.0 .02 .02 .02 .02 .01 .04 11 1708 26.2 .04 .15 .10 .07 .12 .08 0200 39.0 .09 .37 .38 .30 .38 .23 12 1110 52.2 .19 .60 .65 .52 .63 .42 12 60.2 .24 .75 .82 .64 .78 .54 12 1827 52.1 .20 .67 .72 .56 .69 .48 13 0039 .38 s

39.1 .16 .53 .56 .43 .55 13 0503 .27 26.1 .12 .40 .40 .31 .39 13 0926 .26 .17 13.2 .08 .26 .23 .18 13 1549 .12 .07 0 .04 .13 .07 .05 f-~ 13 2100 .11 .05

.12 .07 .05

(,,)g 14 2000 0 .03 ,

6-24

. DH-196

_. _ __ ._. .. _ _ _ ._ , . ,..__ _ . _ ~ . - , _ _ . . , _ . _ _ _ . . ~ . - _ _ . _ . _ . _ _ . , _ _ . . . _ _

- = . - - .. - ... -.

Table 7 (Cont'd)

Extensoineter Group Radials at El 469'-0" l l J

l EXTENSOMETER l

I I

! l l l I I I I I l l DATE l TIME l PRESSURE l IG-16 l IG-22 l IG-27 l IG-33 l IG-39 l IG-45 l l l 1 I I I I ~

I I I I I I I I I I l l' l l 1/10 l 2116 1 0 lb/in.2 l 0 in. l 0 in. l 0 in. l 0 in. l 0 in. l 0 in. I i 11 1 0711 l 13.0 1 0 l .03 l .03 l .01 l .01 l .01 l l 11 l 1708 l 26.2 l .03 l .20 l .14 I .10 l .10 l .12 l l 12 1 0200 1 39.0 l .14 l .45 l .49 l .42 l .40 l .45 l l 12 l 1110 l 52.2 l .23 l .68 l .78 l .65 l .61 l .75 l l 12 1 1827 l 60.2 l .28 l .81 l .96 l .76 l .74 l .93 l l 13 1 0039 l 52.1 l .25 l .73 l .84 l .67 1 .66 l .82 l

~l 13 1 0503 l 39.1 l .21 l .56 l .66 l .53 l .54 l .65 l l 13 1 0926 l 26.1 l .16 l .41 l .47 1 .39 l .41 l 48 l l 13 l 1549 l 13.2 l .12 l .25 l .28 l .25 l .29 l .31 l l 13 l 2100 l 0  ! .07 l .10 l .09 l .11 l .16 I .14 l l 14 l 2000 1 0 l .06 l .09 l .08 l .09 l .14 l .11 l l l l l l l .. l l l t l Extensoineter Group Radials at El 501'-0" (full dia. IG-17 values divided by 2) l l l EXTENSOMETER l l l 1 1 I I I I l l l l DATE l TIME l PRESSURE l IG-17 l IG-28 l IG-34 l IG-40 l IG-46 l 1 I I I I I l l l l l l I I I T-- T l l 1/10 1 2116 1 0 lb/in.2 1 0 in. l 0 in. l 0 in. l 0 in. I O in. l l 11 l 0711 1 13.0 l .02 l .02 l .01 1 01 0 l 11 1708 l 26.2 l .04 l .15 l .09 l .09 l .13 l l l 12 1 0200 l 39.0 l .06 l .52 l .41 l .38 l .50 l l

12 l 1110 l 52.2 l .18 l .81 l .61 l .60 l .81 l l

12 l 1827 l 60.2 l .25 l .99 l .74 l .70 l 1.00 l l

.25 .88 .66 l .62 l 89 l l 13 1 0039 l 52.1 l l l

.53 l .49 1 .70 l 13 1 0503 l 39.1 l .25 l .70 l l 0926 l 26.1 .25 .51 l .39 l .36 l .51 I

.l 13 1 l I

.26 1 .23 1 .33 I 13 l 1549 l 13.2 I .19 I .33 I i .13 l .10 l 14 l

.12 .15 l 13 l 2100 l 0 l

.12 l

.14 l

l .12 l .09 l .14 l 14 2000 1 0 l l l

l l

l l l l I I I __ _l 6-25 DR-196

(N Table 7 (Cont'd)

Extensometer Group Radials at El 533'-0_"

l l l EXTENSOMETER l l I

- 7 .---..

I DATE l TIME l PetESSURE l IG-18 l IG-23 I IG-29 l IG-35 l IG-41 l IG-47 l l 1 l l l 1 I I I I I I I I I I I I I I .

l 1/10 l 2116 1 0 lb/in.2 l 0 in. l 0 in. l 0 in. l 0 in. l 0 in. l 0 in. l l 11 1 0711 l 13.0 l 0 l .01 l .02 1 .01 l .01 l .01 l l 11 l 1708 l 26.2 l .04 l .14 l .12 l .09 l .08 l .12 l l 12 1 0200 i 39.0 l .26 l .44 l .50 l .38 l .36 1 .49 l l 12 l 1110 1 52.2 l .40 l .73 l .79 l .58 l .57 l .79 l

.98 l .68 l * .95 l 12 l 1827 l 60.2 l .48 l .91 l l l I 13 1 0039 l 52.1 l .43 l .80 l .87 l .61 l l .84 l l 13 1 0503 1 39.1 l .34 l .63 l .69 l .48 l l .65 l l 13 1 0926 l 26.1 l .25 l .45 l .50 l .36 l l .47  !

l 13 l 1549 l 13.2 I .17 l .28 l .32 l .24 l l .28 l l 13 l 2100 l 0 l .08 l .10 l .14 l .12 l l .10 l l 14 l 2000 l 0 l .07  ! .08 l .12 l .11 l l .08 1 I I l l l l l 1 I 3 I

)

%

• Separated from wall prior to recording 60 lb/in.2 data Extensometer Group Radials at El 563'-6" l I l EXTENSOMETER l 1 I l DATE l TIME l PRESSURE l IG-19 l IG-24 i IG-30 ! IG-36 l IG-42 l IG-48 l l l l l l I I l l l I I I I I ~1 I I I I l 1/10 l 2116 1 0 lb/in.2 l 0 in. 1 0 in. l 0 in. l 0 in. l 0 in. l 0 in.

.02 l

13.0 .01 l 0 I .02 1 0 l .01 1 l l 11 1 0711 1 l

.07 .08 .10 l 11 l 1708 l 26.2 l .05 1 .10 l .09 l l l l

.27 .33 .38 .28 i .32 l .38 l l 12 1 0200 l 39.0 l l l 1

.52 .63 1110 1 52.2 .43 .56 .61 l .44 l l l 1 12 1 l I l

.74 .55 l .62 l .77 l l 12 l 1827 1 60.2 l .52 l .71 l l

.47 .63 .65 l. .50 l .55 l .69 l l 13 1 0039 l 52.1 I I I

.38 .50 .51 l .42 l .45 l .55 l 13 1 0503 1 39.1 l l l l

.29 .36 .37 l .33 l .34 l .42 l l 13 1 0926 1 26.1 I l I

.28

.20 .25 .22 l .25 l .24 l l l 13 l 1549 l 13.2 l l

.12 l

.08 1 .17 I .13 l .15 l 2100 l 0 1 .11 l I l 13 l

.10 .07 l .15 l .11 l .13 l 14 1 2000 1 0 l .10 l l I

' l I I I l l 1 l l ]

6-26 DH-196 4

p Table 7 (Cont'd)

Extensometer Group Full diameters at El 566' (full disneter rieasurements divided by 2) l 'l l EXTENSOMETER l l l 1 T l l I I I l DATE l TIME l PRESSURE l IG-53 l IG-54 l IG-55 l l l l l l l l l l l l l l I l 1/10 l 2116 l 0 lb/in.2 1 0 in. l 0 in. l 0 in. I i 11 1 0711 l 13.0 l .04 1 0 l .04 l l 11 l 1708 l 26.2 l .08 l .07 l .08 I i 12 1 0200 l 39.0 l .28 l .28 l .30 l I 12 l 1110 l 52.2 l .48 l .48 l .47 I i 12 l 1827 l 60.2 l .63 I .60 I .60 l l 13 l 0039 I 52.1 I .58 l .55 l .56 l l 13 1 0503 l 39.1 l .48 l .48 I .49 l l 13 1 0926 l 26.1 l .38 l .42 l .42 l l 13 l 1549 l 13.2 l .30 l .34 l .35 l l 13 l 2100 1 0 I .20 l .28 l .28 l l 14 l 2000 l 0 l .20 l .26 l .28 l tq

.- v I I I I  ! I I Extensometer Group Diagonals from base mat to crane wall l l l EXTENSOMETER l l l 1 1 I I I I l DATE l TIME I PRESSURE I IG-56 l IG-51 l l l l l l l l 1 1 I I I i 1/10 1 2116 i 0 lb/in.2 1 0 in. l 0 in. l

,. I 11 1 0711 l 13.0 1 0 1 0 l l 11 l 1708 l 26.2 1 0 1 0 l l 12 1 0200 1 39.0 1 0 1 0 l l 12 l 1110 l 52.2 1 0 1 0 l l 12 l 1827 1 60.2 l 0 1 0 l l 13 1 0039 l 52.1 1 0 1 0 l I 13 1 0503 1 39.1 1 0 1 0 I 13 1 0926 l 26.1 l 0 l 0 l i

13 l 1549 l 13.2 1 0 l 0 l l

l 13 l 2100 1 0 l 0 1 0 l 14 l 2000 1 0 1 0 1 0 l l

l l I I l l DH-196 6-27

w Table 7 (Cont'd)

Extensometer Group Radials on equipment hatch horizontal centerline elevation l I l EXTENSOMETER l l l 1 I I -l i I l l T I l DATE l TIME l PRESSURE l R-2 l R-4 l R-6 l R-8 l R-10 l R-12 l l l l l I I I I I l l l l l l l l l l l l 1/10 l 2116 l 0 lb/in.2 1 0 in. l 0 in. l 0 in. l 0 in. l 0 in. l 0 in. l l 11 1 0711 l 13.0 l .01 l .01 l .01 l 0 l .04 l .03 l l 11 1 1708. l 26.2 l .02 l .03 l .05 l .04 l .09 l .06 l l 12 l 0200 l 39.0 l .12 l .14 l .22 l .20 l .34 l .29 1 l 12 1 1110 l 52.2 l .20 l .20 l .39 l .32 l .57 l .46 I i 12 l 1827 l 60.2 l .25 l .24 l .47 l .39 l .69 l .55 l l 13 1 0039 l 52.1 l .23 l .22 l .42 l .35 l .61 l .48 l l 13 1 0503 l 39.1 l .19 I .19 l .33 l .28 1 .49 l .38 l l 13 l 0926 l 26.1 l .16 l .17 l .25 l .21 l .36 l .27 l l 13 l 1549 l 13.2 l .12 l .14 I .16 l .14 l .24 l .17 l l 13 l 2100 1 0 l .09 l .11 -l .08 l .07 l .11 l .06 l l 14 l 2000 l 0 l .08 l .10 l .06 l .06 l .11 l .07 l l l l l l l l l l l Extensometer Group Radials on equipment hatch vertical centerline azimuth I l l EXTENSOMETER l 1 -

l l l l l l l l~ l I l l DATE l TIME l PRESSURE I R-1 l R-3 l R-5 l R-7 l R-9 l R-11 l l l l 1 I l 1 1 I l 1 1 I I I I I I i l l 1/10 l 2116 l 0 lb/in.2 1 0 in. l 0 in. l 0 in. l .0 in. l 0 in. l 0 in. I l 11 1 0711 l 13.0 l 0 l .01 1 0 l .01 1 0 l .02 l l 11 l 1708 l 26.2 l 0 l .01 1 0 l .02 l .02 l .03 l

\ 12 l 0200 l 39.0 1 0 l .07 l .02 l .08 l .16 l .10 l l 12 l 1110 l 52.2 l .01 l .13 l .03 l .14 l .24 l .17 l l 12 l 1827 l 60.2 l .02 1 .16 l

• l .17 l .29 l .22 l

l 13 1 0039 l 52.1 l .02 I .15 l l .16 l .26 l l l 13 1 0503 l 39.1 l .02 l .12 l l .14 l .21 l l l 13 1 0926 l 26.1 l .02 l .10 l l .12 l .17 l l 4

l' 13 1 1549 l 13.2 l .02 l .07 l l .10 l .12 l l l 13 l 2100 1 0 l .02  ! .05 l l .08 l .07 l 1 l 14 l 2000 l 0 l .01 l .04 l l .07 l .06 l l l l

(~ l l l l l l l l

• Separated from wall prior to recording 60 lb/in.2 data

• • Separated from wall prior to recording 52 lb/in.2 data DH-196 6-28

- ~

_ _ - _.. . ._ -_ _ _ . _ . , . _ . _ _ _ _ . - - - - . _ . . _ . . ~ . - - _ - _ _ - . _ _ _ _ , . -

/] Table 7 (Cont'd)

L Extensometer Group Tangentials at equipment hatch l l ,

l EXTENSOMETER l l ~~l l 1 I I I I I I I l l DATE l TIME l PRESSURE I T-1 l T-5 l T-9 I T-2 l T-6 l T-10 I I I I I I I I I l 1 I I I I I I I I I l l 1/10 l 2116 l 0 lb/in.2 1 0 in. l 0 in. 1 0 in. l 0 in. l 0 in. l 0 in. 1 i 11 1 0711 l 13.0 1 0 1 01 0 l .01 l .04 l .05 l l 11 l 1708 l 26.2 l 0 1 0 1 0 l .06 l .08 l .10 l l 12 1 0200 1 39.0 1 0 1 0 1 0 l .22 l .27 l .34 l l 12 l 1110 1 52.2 1 0 1 01 0 l .38 l .47 l .60 l l 12 l 1827 l 60.2 1 0 l 0 l 0 l

.49 l .59 l .73 l l 13 1 0039 I 52.1 1 0 l 0 l l .43 l .52 l .65 l l 13 i 050') 1 39.1 1 0 1 0 l l .34 l .40 i .52 l l 13 l 0926 1 26.1 1 0 l 0 l l .25 l .29 l .39 l l 13 l 1549 l 13.2 1 0 l 0 l l .16 l .17 l .26 l l 13 l 2100 1 0 l 0 l 0 I 'l .07 l .06 l .13 l l 14 l 2000 1 0 1 0 l 0 l l .06 l .06 1 .12 I l l l l 1 l 1 I l l s]

v

• Separated from wall prior to recording 52 lb/in.2 data Extensometer Group Diameters in hatch sleeve i I l EXTENSOMETER l 1 I l-- 1 I I I I I I l DATE l TIME l PRESSURE I IG-49 l IG-50 l IG-51 I IG-52 l l l 1 I I I I I l l l I I I I I l 1/10 l 2116 1 0 lb/in.2 l 0 in. l 0 in. l 0 in. l 0 in. l .

I 11 1 0711 l 13.0 1 0 1 01 0 1 0 l 1 11 1 1708 l 26.2 l .04 I .01 1 0 l .02 l l 12 1 0200 l 39.0 l .10 1 01 l .02 l .03 i l 12 l 1110 1 52.2 l .17 l .01 l .05 l .05 l l 12 l- 1827 1 60.2 l .21 l .01 l .06 l .06 I I 13 1 0039 l 52.1 l .19 l .11 l .06 l .06 i 13 1 0503 39.1 .16 l .11 l .06 l .06 l

.I l I

.05 l l 13 1 0926 l 26.1 l .13 l .11 l .05 l 13 l 1549 'l 13.2 l .10 1 .11 l .03 l .03 1 l

13 l 2100 1 0 l .07 l .12 l .02 I .02 l 6 l 14 l 2000 1 0 l .06 l .11 I .01 l .01 l 1

l l l I l l I l l 4

DH-196 6-29

Table 7 (Cont'd) r]

V Extensometer Group Half wall verticals l EXTENSOMETER l

! l l 1 1 I I I I I l DATE l TIME I PRESSURE l IG-2 l IG-5 l IG-8 l IG-11 l l l l l 1 l l l l-- 1 I I I I -- I ~ ~-l '

l 1/10 1 2116 1 0 lb/in.2 l 0 in. l 0 in. l 0 in. l 0 in. I i 11 1 0711 l 13.0 1 0 l 0 1 01 0 l l 11 l 1708 l 26.2 1 0 l .02 1 01 0 l l 12 1 0200 l 39.0 l .04 l .06 1 01 0 l l 12 l 1110 l 52.2 l .07 l .08 l .08 l .01 l l 12 l 1827 l 60.2 l .08 l .10 I .08 l .02 l l 13 1 0039 l 52.1 l .07 l .10 l .07 l .03 I l 13 l 0503 l 39.1 l .08 l .09 l .07 l .03 l l 13 l 0926 l 26.1 l .08 l .09 l .07 l .04 l l 13 l 1549 l 13.2 l .07 l .09 l .07 l .03 l l 13 l 2100 1 0 l .06 l .07 l .07 l .03 l l 14 l 2000 l 0 l .06 I .07 l .07 l .02 l l l l l l l l l Extensometer Group Full wall verticals l EXTENSOMETER l l l l l l 1 I I I I l DATE l TIME l PRESSURE l IG-3 l IG-6 I IG-9 l IG-12 l l l l l 1 I I I l l l l l T I I l 1/10 l 2116 l 0 lb/in.2 1 0 in. l 0 in. l 0 in. l 0 in. I l 11 1 0711 l 13.0 l .01 l .01 l .02 I .01 l l 11 1 1708 l 26.2 l .03 l .01 l .04 l .04 l l 12 1 0200 l 39.0 l .05 l .07 l .08 l .07 l

. I 12 l 1110 1 52.2 l .10 l .11 l .14 l .12 l l 12 l 1827 1 60.2 l .13 l .17 l .18 l .16 l l 13 1 0039 l 52.1 l .11 l .16 l .16 I .15 l l- 13 1 0503 l 39.1 I .09 l .16 l .13 l .13 1 ,

l 13 1 0926 l 26.1 l .06 l .16 l .10 l .11 l l 13 l 1549 ! 13.2 1 .04 l .16 l .07 i .09 l l 13 l 2100 l 0 l .01 l .13 l .04 l .07 l b '

i 14 1 2000 l I

0 l 0 l I

.13 l I

.03 I I

.06 1 I

l I I DH-196 6-30 l

Table 7 (Cont'd)

%)

Calculated Dome Displacements l- I f I 1 l 602.5'/340* l 602.5'/160* l 629.95'/340* l629.95'/160* l l l l l l l l l l l 1 1 I DATE l TIME l PRESSURE l VERT l HORIZ l VERT I HORIZ l VERT l HORIZ l VERT l HORIZ l l I I I l l i I I l 1 l l l l I _I__ I I I T I I I l 1/10 l 2116 1 0 lb/in.2 l 0 in. l 0 in. l 0 in.l 0 in.l 0 in. l 0 in. l 0 in. l 0 in. l l 11 l 0711 l 13.0 l .01 1 0 l .01 l 0l .06 l .05 1 0 l .01 I i 11 l 1708 l 26.2 l .02 l .18 l .01 l .36 l .05 l .02 l .06 l .03 l l 12 l 0200 l 39.0 l .05 l .36 l .03 l .18 l .08 1 .21 l .04 l .10 l l 12 l 1110 l 52.2 l .10 l .54 l .08 l .36 l .22 l .29 l .11 l .20 l l 12 l 1827 l 60.2 l .17 l .72 l .10 l .37 l .29 l .32 l .15 l .21 l l 13 1 0039 l 52.1 l .16 l .63 l .08 l .28 l .27 l .31 l .20 l .23 l l 13 1 0503 l 39.1 l .13 l .54 l .05 l .10 l .23 l .28 l .29 l .27 l l 13 1 0926 l 26.1 l .10 I .45 l .01 l .08 l .20 l .24 I .38 l .31 l l 13 l 1549 l 13.2 I .07 l .27 l .03 l .26 l .16 l .21 l 144 l .33 l l 13 l 2100 l 0 l .05 l .18 l .04 l .44 ! .13 I .19 l .44 l .34 l l 14 l 2000 1 0 l .02 l .36 l .07 l .44 ! .13 l .15 l .45 l .36 i i I I I I I I i i l l l Q

l l l l APEX l l DATE l TIME l PRESSURE l VERT l l 1 I I I l~ l I" l l l 1/10 1 2116 1 0 lb/in.2 l o in, l l 11 l 1204 l 16.8 l 0 l l 11 l 1611 1 26.0 l .02 I I 12 1 0031 l 39.0 l .22 l l 12 l 1014 l 52.0 l .26 l l 12 l 1726 l 60.0 l .23 l l 13 l 0039 l 52.1 l .21 l l 13 l 0515 l 39.0 l .19 l l 13 l 1041 l 26.0 l .15 l l 13 1 1550 l 13.0 1 .11 l l 13 l 2219 l 0 l .09 l l 14 l 1100 1 0 l .08 l l 1 l 1 _I Note: (1) Recovery data may be distorted by one wire with depressurization dead band which cannot be corrected.

(2) Calculations are shown in Appendix B.

~

(3) Dome vertical displacements are i- tive to the springline.

DH-196 6-31

.am - -- -- a.ag - e , ae ~ a m --a m _A F

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