STRUCTURAL INTEGRITY TEST · 2012. 12. 3. · tional Structural Integrity Test (S.I.T.) was performed to demonstrate the structural capability of the containment to withstand postulated

REPORT

ON

CONSOLIDATED EDISON'S

INDIAN POINT UNIT NO. 3

CONTAINMENT VESSEL

STRUCTURAL INTEGRITY TEST FOR

WEDCO CORPORATION

00 d6 engineers

C 8110240390 750221 PDR ADOCK 0500026 P PDR

REPORT ON

CONSOLIDATED EDISON' S INDIAN POINT UJNIT NO. 3

CONTAINMENT VESSEL STRUCTURAL INTEGRITY TEST

FOR WEDCO CORPORATION

PREPARED BY UNITED ENGINEERS & CONSTRUCTORS INC.

PHILADELPHIA, PENNSYLVANIA 19105

FEBRUARY 21, 1975

TABLE OF CONTENTS

PAGE NO.

I. PURPOSE 1-2

II. CONCLUSIONS 3-5

III. DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE 6-11

I. Location 6 2. General Description of Structure 6-8 3. Design Basis 8 4. Material Specifications 9-11

IV. CONSTRUCTION 12-13

V. TEST PROCEDURES 14-18

1. General Description 14-15 2. Preparation 16-17 3. During Test 17-18 4. After Test 18

VI. INSTRUMENTATION 19-23

1. General Description 19 2. Invar Wire Extensometers 19-21 3. Concrete Crack Measurements 21-23 4. Data Acquisition Equipment 23

VII. TEST DATA 24

VIII. COMPARISON OF TEST DATA WITH"GROSS DEFORMATION 25-33 ACCEPTANCE CRITERIA"

i. Increase in Containment Diameter 25-26 2. Equipment Hatch Deformations 27-28

3. Vertical Elongation 28-29 4. Crack Width 30-32 5. Crack Spacing 32 6. Structural Recovery 32-33 7. Visual Inspection 33

IX. INTERPRETATION OF DATA NOT RELATED TO "GROSS 34-39 DEFORMATION ACCEPTANCE CRITERIA"

1. Equipment Hatch Diameter Change 34-35 2. Radial Deformation in Lower Containment (i.g. #32) 35-36 3. Concrete Cracking 36-39

X. TABLE I - INSTRUMENT LOCATION

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XI. FIGURES

XII. APPENDIX A - UE&C Specification 9321-05-5-6 for "Structural

Integrity Test of Containment Structure"

XIII. APPENDIX B - "Criteria of Structural Integrity of Containment

Structure During Structural.Proof Test".

XIV. APPENDIX C - "Gross Deformation Acceptance Criteria"

XV. REFERENCE 1 "Structural Response of Secondary Containment Vessel During Structural

Integrity Test at Indian Point Power Generating Station Unit No. 3 Consolidated Edison Company" for WEDCO

Corporation, WJE No. 74301, Dated January 31, 1975.

-ii-

FIGURES

FIGURE 1 Stretch Out of Containment Building Outside Instrumentation

FIGURE 2 Stretch Out of Containment Building Inside Instrumentation

FIGURE 3 Liner Diameter Survey at Invar Wires

FIGURE 4 Diameter Change of Cylinder Wall

FIGURE 5 Vertical Deflections

FIGURE 6 Equipment Hatch Area Radial Growth

FIGURE 7 Special Liner Instrumentation

FIGURE 8 Seismic Rebar in Personnel Lock Area

-iii-

PURPOSE

"General Design Criterion 1, Quality Standards and Records" of Appendix A to

10 CFR Part 50 "General Design Criteria for Nuclear Power Plants" requires

that structures, systems and components of 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 above the preopera

tional Structural Integrity Test (S.I.T.) was performed to demonstrate the

structural capability of the containment to withstand postulated pressure loads.

The purpose of this report is to present the results, observations, compari

sons with expected responses and comparison with limiting responses for the

Unit #3 Reactor Containment Vessel during the Structural Integrity Test on

January 12, 1975 to January 14, 1975 and during the subsequent depressuriza

tion which was concluded on January 20, 1975.

The Unit #2 Reactor Containment Vessel was tested as a prototype vessel and

the results are reported in "Containment Vessel Structural Integrity Test for

Westinghouse Electric Corporation" dated May 28, 1971. The measurements taken

included liner strains, rebar strains and deformation patterns at the base of

the structure which were not part of the Gross Deformation Acceptance Criteria

but were used to verify the vessel design and various-design assumptions.

Since the design of Unit #3 is nearly identical to Unit #2 the primary purpose

of the S.I.T. was to verify that the structure was constructed in accordance

with the design drawings. On this basis it was necessary to monitor only those

items included in the "Gross Deformation Acceptance Criteria." This report

will also compare the results of the Unit #3 test with the comparable results

of the Unit #2 test.

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I 1 U I I I I I I I I 3 I

PURPOSE (Continued)

Interpretation of data and conclusions concerning response of the structure

are based primarily on the structural behavior of the Containment Vessel

when subjected to a maximum internal pressure of 54 psig (115 percent of the

design pressure of 47 psig).

II CONCLUSIONS

Most of the S.I.T Instrumentation performed well and the recorded data is

valid. Of the 39 data points results were obtained at 38 points or 97% of

the points installed. At 1G #22 full extension of the gage was reached

soretime after the mid-point of the test. However from use of the points

obtained when results from 1G #22 were recorded and the almost linear in

crease in deformation with pressure noted on the other recording gages the

final reading of 1G #22 can be closely predicted.

The discussion of the results of the S.I.T. is based primarily on measure

ments at 54 psig. To put the magnitude of this pressure in perspective, 54

psig represents approximately 117,000,000 pounds of upward thrust at the

springline of the dome of the Containment Vessel. This is equivalent to the

thrust required to launch 16 Apollo XII rockets. To look at this in another

way, approximately 600,000 pounds of air was required to pressurize the Con

tainment to 54 psig. With this in mind, we present the following results:

1. All gross deformation measurements were less than those predicted in the

"Gross Deformation Acceptance Criteria (Appendix C). These are discussed

in Section VIII of this report.

2. The predictions in the "Criteria of Structural Integrity of the Containment

Structure During Structural Proof Test" (Appendix B) were not exceeded

except for the Equipment Hatch Diameter Change which was comparable to

the acceptance criteria. This does not present any concern and is dis

cussed in Section IX.

3. In general the results of the Unit #3 S.I.T. were less than the results

for Unit #2 as shown in Appendix B. There are several exceptions to this

II CONCLUSIONS (Continued)

to this statement, however, the radial deformations of the containment,

3 which are perhaps the most critical measurements, were less for Unit #3

in all cases. The exceptions to the above statement were:

a) The Equipment Hatch Diameter Change was greater for Unit #3 but within

I acceptable limits.

3b) The vertical. deformations in the cylinder were greater for Unit #3

than for Unit #2 but they were within 50% of the calculated de

formations. This indicates that horizontal concrete cracking was not 3 as great as assumed in design.

3 c) Concrete cracking, particularly in the area of the Personnel Lock was

greater than for Unit #2. The cracking satisfies the requirements of

3 the Gross Deformation Acceptance Criteria (Appendix C) and does not

cause any concern for Structural adequacy. Concrete cracking will be

Idiscussed in. detail in Sections VI II & IX of this report.

5d) Two gages (lG #2 and 1G #5) in the Equipment Hatch area measure radial

deflection slightly in excess of the corresponding gage for Unit #2,

Ihowever, they were both within the calculated and acceptance criteria. Ie) The gage measuring radial deflection at El. 56'-6" (lG #32) was slight

ly in excess of the corresponding gage for Unit #,however, it was

within the calculated and acceptance criteria.

1 4. The recovery of the structure after the test was within the requirements of

3 the Cross Deformation Acceptance Criteria (Appendix C).. No distress was

evident in the liner or concrete at the conclusion of the test.

-4-

II CONCLUSIONS (Continued)

On the basis of the data taken and the detailed information which follows,

the Containment Vessel generally behaved as predicted in design and was

within the limiting behavior and acceptance bounds.

-5-

III DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE

1. Location

Indian Point Unit No. 3 is located adjacent to and south of Unit No. 1 on

a site of approximately 239 acres of land on the east bank of the Hudson

River at Indian Point, Village of Buchanan in upper Westchester County,

New York. The site is about 24 miles north of the New York City boundary

line.

2. General Description of Structure

The Reactor Containment structure is a reinforced concrete vertical right

cylinder with a flat base and hemispherical dome. A welded steel liner

is attached to the inside face of the concrete shell to insure a high de

gree of leak-tightness. All plate-to-plate welds are covered with pressur

ization channels to assure all leakage will be into the Containment during

a Design Basis Accident (DBA).

The structure consists of side walls measuring 148-feet from the liner on

the base to the springline of the dome, and an inside diameter of 135-feet.

The side walls of the cylinder and the dome are 4'-6" and 3'-6" thick re

spectively. The insidE radius of the dome is equal to the inside radius

of the cylinder so that the discontinuity at the springline due to the

change in thickness is on the outer surface. The flat concrete base mat

is 9-feet thick with the bottom liner plate located on top of this mat.

The bottom liner will be covered with 3-feet of concrete, the top of which

forms the floor of the Containment. The base mat is directly supported on

rock and the vector sum of the pressure forces is zero, therefore, no mech

anical anchors are required between the mat and the rock.

-6-

III DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE (Continued)

Two (2) large openings are provided for access into the Containment struc

ture. The Personnel Lock is located in the south east quadrant with a

centerline elevation of 83'-6" and an opening size of 8'-6" diameter. The

Equipment Hatch is located in the north east quadrant of the Containment

with a centerline elevation of 101'-6" and an opening size of 16'-0" diam

eter. The Equipment Hatch has a Personnel Lock insert attached to the

Hatch cover. Eight (8) penetrations for Main Steam and Feedwater Piping,

43 for Mechanical Piping, 60 for Electrical requirements, two (2) for

Containment Ventilation Purge Ducts, and one (1) for the Fuel Transfer

Tube are also provided in the concrete cylinder wall.

Internal structures consist of Equipment Supports, Shielding, Reactor

Cavity, Canal for Fuel Transfer, and miscellaneous concrete and steel

for floors and stairs. All internal structures are supported on the mat

with the exception of fans and other equipment supported on intermediate

floors.

A 3-foot thick concrete ring wall serving as a secondary radiation shield

surrounds the Reactor Coolant system components and supports the 175-ton

polar-type Reactor Containment crane. A 2-foot thick reinforced concrete

floor covers the Reactor Coolant system with removable gratings in the

floor provided for crane access to the Reactor Coolant Pumps. The four

(4) Steam Generators, Pressurizer and various piping penetrate the floor.

The Refueling Canal connects the Reactor Cavity with the Fuel Transfer Tube

to the Spent Fuel Pool in the Fuel Storage Building. The 4'-0" thick con

crete walls of the canal provide shielding during the fuel handling oper

ation. The concrete walls and floor are lined with -inch thick stainless


steel plate. The linings provide a leakproof membrane that is resistant

to abrasion and damage during fuel handling operation.

For a complete description of the Containment structure, see Chapter 5 in

the Indian Point No. 3 FSAR Docket 50-286.

3. Design Basis

The Containment structure completely encloses the entire Reactor and Re

actor Coolant system and ensures that essentially no leakage of radioactive

materials to the environment would result even if gross failure of the

Reactor Coolant system were to occur. The Liner and penetrations are de

signed to attain a sensitive and accurate means of monitoring and detecting

any leakage through the Containment. The structure provides biological

shielding for both normal and accident situations.,

The basic structural elements considered in the design of the Containment

structure are the base slab, side walls and dome acting as one structure

under all possible loading conditions. The liner is anchored to the con

crete shell by means of stud anchors so that it forms an integral part of

the entire composite structure under all loadings. During the SIT, the

reinforcing in the structure has an elastic response which limits the max

imum strains to insure the integrity of the steel. liner. The lower por

tions of the cylindrical liner are insulated to avoid deformation of the

liner due to restricted radial growth caused by the fixed wall to slab

connection, w hen subjected to a rise in temperature.

For a complete description of the design basis, see Containment Design

Report in Chapter 5 of the Indian Point Unit No. 3 FS -AR Docket 50-286.

II DESCRIPTION OF REACTOR CONTAINMENT STRUCTURE (Continued)

4. Material Specifications

a) Concrete

Concrete is a dense, durable mixture of sound coarse aggregate, fine

aggregate, cement, and water. Aggregates conform to American Society

for Testing Materials Specification C-33-64 "Standard Specifications

for Concrete Aggregates." *Aggregates consist of inert materials that

are clean, hard and durable, free from organic matter and uncoated

with clay or dirt. Fine aggregates consist of natural sand and the

coarse aggregates of crushed stone. Portland Cement conforms to

American Society for Testing and Materials (ASTM) Specification C-150

65 "Standard Specification for Portland Cement, Type II (moderate heat

of hydration requirements). Water is free from any injurious amounts

of acid, alkali, salts, oil, sediment or organic matter. The concrete

3 has a minimum density of 150 lb/ft .The 28-day standard compressive.

strength of the concrete is 3,000 psi. Adequate means of control were

used in the manufacture of the concrete to assure minimum strength re

quirements, placement and curing.

All design and testing of concrete samples was done by an independent

testing laboratory.

b) Reinforcing Steel

Reinforcing steel for the dome, cylindrical walls and base mnat is high

strength deformed billet steel bars conforming to ASTM Designation

A-432 (Designation later revised to A-615 Crade 6 0) Standard "Specifi

cation for Deformed Billet Steel Bars for Concrete Reinforcement."


This steel has a minimum yield strength of 60,000 psi, a minimum ten

sile strength of 90,000 psi, and a minimum elongation of 7 percent in

an 8-inch specimen or 9% in 2-inches. Reinforcing bars No. 11 and

smaller in diameter were lapped spliced or spliced by the Cadweld pro

cess. Bars No. 14S and 18S were spliced by the Cadweld process. A

certification of physical properties and chemical. content of each heat

of reinforcing steel delivered to the job site was required from the

steel supplier. The splices used to join reinforcing bars were tested

to assure they will develop at least 125% of the minimum yield point

stress of the bar. The test program required cutting out, at random,

completed splices and testing to determine their breaking strength.

The capacity of splices is in accordance with American Concrete In

stitute (ACI) Code 318.

c) Steel Liner

The plate steel liner is carbon steel conforming to ASTM Designation

A442-65 "Standard Specifications for Carbon Steel Plates with Improved

Transition Properties," Grade 60. This steel has a minimum yield

strength of 32,000 psi and a minimum tensile strength of 60,000 psi

with an elongation of 22 percent in an 8 inch gage length at failure.

The liner is -inch thick at the bottom, -inch thick in the first

three courses except 3/4-inch thick at penetrations and 3/8-inch thick

for the remaining portion of the cylindrical walls and -inch thick

in the dome. The liner material was impact tested at a temperature

30OF below the service temperature (50OF) of the liner material. Im

pact testing was done in accordance with Section N331 of Section III

of the American Society of Mechanical Engineers (ASME) Boiler and

Pressure Vessel Code.

-10-


The liner anchors are -inch diameter bent welding studs at a 14 inch

vertical spacing and 24 inch horizontal spacing in the region of the

3/8-inch liner plate. In the -inch liner plate region, a 28-inch

vertical and 24-inch horizontal spacing was used. The first course

of studs is an Elevation 44'-7 3/4". The studs are centered on vert

ical bars. In the dome 5'-0" by 5'-0" panels are anchored in the cen

ter by studs and by T-bars at the edges. The -inch diameter bent

welding studs are 9 inches long minimum and 9 inches long maximum

with a 2" - 900 hook at the end. Tests show the studs have a yield

value of approximately 52,000 psi and a tensile strength of 65,000 psi

and they can accommodate a shearing deflection of over .1" before

failure. A 100% visual inspection of liner anchors is made prior to

pouring concrete.

d) Liner Insulation

To protect approximately 18'-0" of the lower portion of the Contain

ment liner from severe temperature changes under accident conditions,

the liner is covered with insulation. The basic insulation is 7/8 inch

thick urethane foam cover with a inch thick gold bond fire shield

gypsum board and a 0.019 inch thick stainless steel jacket and backed

with asbestos paper cover on the unexposed side.

-11-

IV CONSTRUCTION

In order to evaluate and determine "as-built" conditions, which are necessary

to provide a basis for evaluating the results of the SIT, the following dis

cusses construction procedures and problems encountered during construction.

The containment liner in the cylinder and dome was erected independant of the

placement of the concrete shell and subjected to survey control during erection

to maintain erection tolerances for out-of-roundness, plumbness and local buck

ling within the requirements United Engineers & Constructors Inc. (UE&C) Specifi

cation 9321-05-225-1. All Deviations from the specification were subsequently

corrected before placement of concrete.

Concrete was placed in 5'-0" lifts. During pouring of concrete, the cylinder

portion of the liner was braced against deflection from concrete loads by a

circular truss on the inside of the liner. The dome portion of the liner was

restrained from buckling during dome concrete pouring by the addition of stiff

eners on the concrete side of the liner. Thus, at completion of liner-concrete

construction the inside liner tolerances were generally within the specification.

An exception to the above statement was found in the southwest quadrant of the

containment between elevations 142'-0" and 154'-0". During construction, after

concrete was poured,inward curvature of the liner plate exceeding specification

tolerances was discovered. Survey records show that this condition did not

exist before concrete was poured. Liner tolerances are specified during liner

erection to provide adequate control of the liner and to assure that no physi

cal interferences will exist with interior structures such as floor framing.

support columns, etc. The liner is not considered a load carrying member in

design and its primary function is to provide the leak tightness required of

the Containment Structure. Consequently the fact that the liner is out of

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I I IV CONSTRUCTION (Continued)

specification tolerance after concrete is poured is not in itself a major con

cern. It is necessary to assure that the liner is backed by concrete and studs

I are intact to prevent uncontrolled independent deformation of the liner from

the concrete structure during accident conditions when the liner is subjected

i to compressive loads from thermal effects. In addition, piping seismic restraints

were attached to the liner in the vicinity of the portion of the Liner discussed

above. Since there is no sure method to check to assure that the liner is backed

5 by concrete it was decided to take advantage of the SIT to assure that the liner

is in fact backed by concrete. Three invar wire gages were attached to the liner

in the vicinity in question with the other end attached to the parked Polar Crane.

(See Figure 7) By comparing the radial deformation of these three points with

I the radial deformation of IG #23 20 ft. away, which is attached to liner plate

f which does not show any deviation from specification and can reasonably be expected

to be backed by concrete, the presence of a large void behind the liner plate

could be easily detected. The maximum difference in the radial deformation of

the three gages on the portion of the liner with inward curvature to 1G #23 occured

I in 1G 39 and was .082". Therefore, it can be concluded that concrete is backing

u the liner plate in this area since a .082" gap between the liner and concrete

could reasonably be expected to occur due to concrete shrinkage.

I To insure that there was no out-of-roundness at locations where inside diameter

I changes of the Containment structure were measured during the SIT, a Survey

was performed to ascertain the pre test Containment diameters at these locations.

I The results of this survey are shown in Figure 3. Thefdegree of out-of-round

ness did not affect the measurements taken as evidenced by the consistency in

I the results.

I " -13

I

V. TEST PROCEDURES

1. GENERAL DESCRIPTION

After completion of the construction of the entire Containment Vessel,

the SIT was performed. The maximum pressure attained during the test

was 54 psig (maintained for approximately six (6) hours). This pres

sure represented 115% of the design pressure of 47 psig. Readings

and measurements required for the SIT were taken at 0 psig, 12 psig,

21 psig. 41 psig and 54 psig while pressurization took place and at

41 psig, 18 psig, 21 psig, 41 psig and 0 psig during depressurization

and leak testing of the structure. Measurements were commenced one

hour after the Containment reached each pressure level to allow the

pressure and structural response to stabilize., In conjunction with the

SIT an Integrated Leak Rate Test (ILRT) was also performed. The dis

cussion of results of the ILRT and the Sensitive Leak Rate Test per

formed at the conclusion of the SIT and ILRT, is not within the scope

of this report.

The general requirement for the furnishing of all labor, tools,

supervision and equipment necessary to install all equipment and

record and interpret results for the SIT is found in UE&C Specifica

tion 9321-05-5-6 Revision 2 dated July 26, 1974 which is located in

Appendix A. Wiss Janney and Elstner and Associates (WJE) of North

brook, Ill. was retained to do this portion of the work.

criteria of Structural Integrity of the Containment Structure during

Structural Proof Test can be found in Appendix B. This document con

tains the calculated reading of invar wires for 54 psig based on

theoretical design procedures used for sizing structural elements

-14-

V TEST PROCEDURES (continued)

during the design of the Containment structure. These numbers were

used as a guide for interpretating WJE instrumentation readings and

determining whether the structure could be safely pressurized to the

next level.

Appendix C contains the Acceptance Criteria for the test and was

based on gross deformations of the structure. The primary function of

this criteria is to evaluate the performance of the structure during

the test by comparison with observed and measured test data. The

primary considerations include:

a) The increase in Containment Diameter (Expected deformation + 28%).

b) Equipment Hatch deformations (Expected deformation + 30%).

c) Vertical elongation of Containment wall at Elevation 191'-0"

(Expected value + 30%).

d) Maximum concrete crack width.

e) Minimum crack spacing.

f) Gage readings at return to 0 psig.

g) Post Test inspection.

The above acceptance criteria are developed based on the requirements

of Section CC-6213 of ASME Section III Division 2 which requires that

predicted deformations are not exceeded by 30% and rebar does not yield

during the test.

The conclusions reached in comparing acceptance criteria with test

data are discussed in Section VIII.

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V TEST PROCEDURES

2. PREPARATION

Prior to the start of the test, the following steps were taken to

insure successful acquisition of meaningful test data and obtain

all required base data for the test:.

a) All equipment was calibrated in the WE laboratory prior to shipping.

b) Invar wires for measuring Gross Deformations were installed inside

the Containment and properly wired to readout equipment. All of

the wiring inside the Containment was brought to the outside of the

Containment by connection to a space Electrical Penetration.

c) Specified areas were sandblasted to facilitate detailed test crack

inspections. Existing cracks were measured and recorded prior to

the test.

d) The entire structure was surveyed with binoculars, telescopes or

visually to map cracks in the concrete and determine if any signifi

cant cracks were present which should be watched carefully during

the test. The largest crack was marked and plotted for monitoring

during the test. The results of the pre test crack inspection are

found in Reference 1. WJE reported no significant cracks were pre

sent. Small surface cracks are expected in a reinforced concrete

structure from thermal and dryi ng shrinkage. Cracks found were sur

face cracks with very few extending beyond the outer layer of rein

forcing.

e) Gross Deformation instruments were continuously monitored for some

time to establish electrical stability and determine ambient temper

ature effects if any.

-1.6-

f) Within an hour of the start of the pressure test, a complete set

of zero readings were recorded for all WJE instruments. This pro

vided a base for all readings taken during the test.

3. DURING TEST

At each pressure level the gross deformation data required for the SIT,

was obtained using a digital voltmeter, scanner and paper tape printout.

The output of all instrumentation was printed on a paper tape for

permanent records. All raw data obtained from the data system was in

voltage readings. Actual deflection readings were obtained by multi

plying the voltage change from initial reactings by any calibration

constant required.

Measurements of cracks were manually obtained from movable scaffolding

by WJE where required by the specifications.

The data was interpretated jointly by WJE and UE&C. Before proceeding

with pressurization to the next pressure level, the test director

consulted UE&C to assure that all required structural data was obtained

and that there were no indications that the structure was not respond

ing as designed. At no time during the test was there any cause,

related to the SIT, to delay pressurization to the next level. For a

further description of WJE's equipment and function during the SIT,

see Reference l. A complete description of the instrumentation used

during the test is given in Section VI.

In addition to the above, the structure was observed at required

pressure levels with binoculars, telescopes or visually to insure that

.no extreme behavior, including cracking, was occurring during pressuri-

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V TEST PROCEDURES

aztion which would iniicate a problem in structural response to the

internal pressure load. No problems were encountered during the test

that caused any concern relative to the SIT.

4. AFTER TEST

Following completion of the test, all data secured was recorded and

reported by WJE. All equipment was checked for electrical stability

after final readings were taken at 0 psig and removed. A number of

frames were recalibrated in the laboratory to insure that the original

calibration had not changed. A final inspection was made to deter

mine crack widths and check for any visual distortion of the liner

plate. Most cracks returned to their original width and there was

no visual distortion of the linear plate.

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VI INSTRUMENTATION

1. General Description

Location and type of instrumentation used for the SIT is shown in Figures

1 and 2. In addition, Table 1 contains further location details for all

instrumentation. All instrumentation consisted of Invar wire extensometers.

2. Invar Wire Extensometers

Invar wire extensometers were used to measure Gross Deformations of the

wall in the vicinity of the Equipment Hatch, the cylinder wall in the

horizontal and vertical direction, the dome in the horizontaland vertical

directions, and the diameter change of the Equipment Hatch.

Each invar wire measuring device consists of an invar wire spanning the

distance to be measured. The "dead" end is anchored to a fixed object in

side the Containment for measuring vertical or radial changes, or in the

case of wires measuring Containment diameter change, to the liner. The

"live" end is attached to a spring loaded frame which is rigidly attached,

in the direction of measurement, to the point where movement is being

measured. The sensing device is a linear potentiometer positioned between

the spring and actuated by relative movement between the fixed and free

end of the spring loaded frame. The potentiometer is of the infinite reso

lution type with a total resistence of about 2000 ohms. A constant voltage

of 1.4002 volts was applied to each potentiometer. Voltage changes in the

potentiometer are recorded on the external readout system. The data is

multiplied by appropriate correction factors and deformations of the struc

ture in inches are obtained. The UE&C specification (Appendix A) requires

that the instrumentation shall have capability of measuring gross deform

ations from 0 to 2" with a tolerance of + .01". This method of measuring

-19-

VI INSTRUMENTATION (Continued)

Gross Deformations was employed in the following areas:

a) At 15'locations in the thickened Equipment Hatch boss and the trans

ition area from the thickened boss to the 4'-6" cylinder wall to

measure radial deformation of the Containment wall. The live end of

the invar wire was attached to the liner inside the Containment and

the dead end was attached to a fixed object inside the building such

as the polar crane, pressurizer shield wall concrete, or 3'-0" thick

crane wall concrete.

b) At 10 locations, spaced at approximately 10'-0", in the Containment

cylinder wall between elevation 101'-0" and 191'-0" to measure diameter

change in the Containment Structure. These wires are stretched across

the diameter of the structure alternately from Azimuth 1350 to 3150,

150 to 1950 and 750 to 2550. Due to interferences at El. 161'-0", 1G

#23 was attached to the parked crane and consequently measured radius

deformation.

c) At Azimuth 150 on the Containment cylinder wall at Elevation 91'-0"

to measure radial deflection at this point. The "dead" end of the

wire is attached to interior concrete.

d) At Azimuth 3400 on the Containment cylinder wall at El. 56'-6" to

measure radial deflection at this point. The "dead" end of the wire

is attached to interior concrete.

e) At Elevations 95'-0", 143'-0" and 191'-0" on Azimuth 1200 in the Con

tainment cylinder wall to measure vertical deflection of the Contain

ment at these elevations. The "live" end of the wire is located at

the elevation to be measured and the "dead" end is located at elevation

-20-


46'-0" on a 3'-0" thick concrete slab located inside the building and

on top of the 9'-0" thick base mat.

f) Two (2) wires at Azimuths 3000 and 1200, extending from the springline

at elevation 191'-0" to the apex of thedome at elevation 258'-6", to

measure the vertical growth at the apex of the dome. These were angu

lar measurements and were converted to vertical measurements by use of:

an appropriate correction factor.

g) Two (2) wires in the Equipment Hatch stretching from Azimuth 450 to

2250 and 1350 to 3150 to measure the diameter change in the Equipment

Hatch.

h) Redundant gages were provided at Elevation 56'-6" and Elevation 191'-0"

to measure radial and diameter changes respectively. The redundant

gages were within .001" of their corresponding gage.

3. Concrete Crack Measurements

Before, during and after the SIT there are several crack surveys and measure

ments which are required to monitor the structure and provide additional

assurance that it is not responding in an unusual manner.

a) Prior to the test a visual inspection of the exterior exposed concrete

surface of the Containment was done with 7X to 15X binoculars, a Red

field 60X Spotting Scope and visually. Crack Patterns were mapped and

the size of the larger cracks recorded and observed during the test to

determine any enlargement in length or width. At 41 psi and at the

conclusion of the test the visual inspection described above was

repeated.

-21-


b) The largest crack observed in a) above was marked in red felt marking

pen and plotted. The change in width and extension was measured with

a 6X Pocket Comparator and a 1oX Bausch and Lomb crack measuring de

vice and recorded at each pressure level during pressurization. At

the conclusion of the test the measurement was repeated.

c) In the vicinity of the area designated for detailed crack inspection

at mid height of the structure, which is described in d) below, a

visual inspection was performed at 12,21 and/or 41 psig to determine

the pattern and occurance of the initial cracks. I

d) Prior to the test the following 5 areas were sandblasted and a i-0"

grid pattern was provided to facilitate detailed crack measurements

prior to the test, at peak pressure of 54 psig and after the test was

completed.

(1) A 10'-0" wide by 5'-0" high strip on the Containment wall between

Elevations 43'-3" and 48'-3" at Azimuth 1870.


Elevations 115'-0" and 120'-0" at Azimuter 1290.


Elevations 186'-0" and 191'-0" at Azimuth 1290.

(4) The upper left hand quadrant (viewed from outside of building) of

the Equipment Hatch Boss including a sector of the 4'-6" wall to

boss junction area.

(5) The upper right hand quadrant (viewed from outside of building) of

the Personnel Lock Boss including a sector of the 4'-6" wall to boss

junction area and 2'-0" of the 4'-6" wall adjacent to the transition

-22-sector.


A complete description of crack measurement and inspection is found

in Reference 1.

4. Data Acquisition Equipment

All data, except cracking information was obtained using a KAYE-TJAS re

cording system which includes a~ digital voltmeter, scanner, paper tape

printout and a clock. The data could be observed on the scanner and it

was printed on tape for permanent records. Sufficient redundancy was also

provided to assure that data would not be lost during the test. All raw

data obtained from the data system was in the form of voltage readings.

All deformation readings were obtained by multiplying the voltage change

from initial readings by any calibration constants required. The data

was reduced rapidly by hand and a quick review of voltage change was

adequate to detect any unexpected trends in structural response.

For further discussion of all the equipment and gages discussed above, see

Reference 1.

-23-

VII TEST DATA

For additional description of test procedures, preparation and instrumentation

and complete reporting of all test data, see the WJE report entitled "Struct

ural Response of Secondary Containment Vessel During Structural Integrity Test

at Indian Point Power Generating Station Unit No. 3 for WEDCO Corporation"

attached herein as Reference 1.

-24-

VIII COMPARISON OF TEST DATA WITH "GROSS DEFORMATION ACCEPTANCE

CRITERIA"

The Gross Deformation Acceptance Criteria, in Appendix C, constitutes the

criteria by which we will determine whether the test has properly demonstrated

the ability of the structure to respond to pressure as intended. On the basis

of this criteria, it can be seen that the structure has been constructed in

accordance with the design drawings to resist pressure loads. Each item in

Appendix C will be discussed below with regard to the above considerations.

1. Increase in Containment Diameter

Appendix C requires that the maximum (limiting) increase in Containment

Diameter shall not exceed 2.078" between Elevation 91'-0" and Elevation

191'-0" for the 54 psig internal pressure load when measured as an average

of all readings. The value of 2.078" is determined by calculating the

maximum expected diameter change based on the classical thin shell

membrane theory using the reinforcing bar and liner area as the spring

constant (i.e.,concrete assumed cracked) and conservatively adding a

factor of 2,8%. The calculated deformation +28% represents the deformation

at which hoop rebar would be expected to yield. Per Section CC-6000 of

ASME Section III Div. 2 this is a required limit on test results.

From test data in Reference 1, Appendix A, Table III, the maximum change

in diameter occurred at Elevation 101'-0" in the cylinder wall and was

equal to 1.39" (.694 radial deflection). This is within the limiting

displacement of 2.035 (@ El. 101'-0" - See Appendix B) and is less than

the calculated displacement of 1.59". Extending gage #22 data to 54 psi

(no data obtain at 54 psig due to faulty gage) a radial deformation of

about .700 was obtained. This will not change any conclusions regarding

-25-


CRITERIA (continued)

increase in diameter. On examining Figure 6, it can be seen that the

maximum radial deflections occurred in the middle portions of the

structure. This is in agreement with observation of crack patterns during

the test where it was discovered that the majority of all cracking occurred

in the middle third of the structure. This accounts for the decrease

in radial deflection in the cylinder wall as it approaches the springline.

A plot of diameter changes in the cylinder wall showing test data,

expected deformations and limiting deformations is found in Figure 4.

At no time does the test data exceed expected or limiting deformation.

In all cases, the radial or diameter growth for Unit #3 between Elevations

91' - 191'-O" is less than that for Unit #2. Since the general pattern

of diagonal rebar in Unit #3 is a greater spacing than for Unit #2, the

expected deformations were slightly greater for Unit #3.. Hence, the design

margin indicated by the test is slightly greater for Unit #3 than it was

for Unit #2.

Based on the above, it can be concluded that for this phase of structural

behavior, the structure has behaved very close to design assump tions and

has considerable safety margin.

It is our opinion that the above criteria is the most significant with

respect to judging the structural response of the Containment Building.

It is the most reliable measured quantity, and is based on the most

reliable theory and shows that the overall rebar configuration in the

structure is capable of elastically carrying pressure load as designed.

The pressure load is the maj or contributor to total rebar stress (See

Containment Design Report in Supplement of Volume of the Indian Point Unit

No. 3 FSAR). -26-


CRITERIA" (continued)

2. Equipment Hatch Deformations

Appendix C requires that Equipment Hatch deformations show the same trend

as computed values and the maximum radial displacement shall not exceed

.990". The value .990" is obtained by increasing the maximum expected

value of .760" by 30%, in accordance with the requirements of CC-6000 of

ASME Section III Div. 2. The analysis method employed in the Equipment Hatch

area was an approximate finite element computer analysis which necessitates

dividing the area into small rectangular elements, and modeling concrete

and rebar within the limits of the computer program to represent the

actual structure. In addition, assumptions must be made concerning the

amount of concrete which will crack during response to load. A complete

description of this analysis is located in the Containment Design Report

in Supplement 6 in Volume 6 of the Indian Point Unit No. 3 FSAR.

From test data in Table I, Appendix A of Reference 1, the maximum value

of radial deformation is .674 in I.G. #3. This is well within the

limiting maximum value of 0.99" and again is very close to the maximum

calculated value of .760". Of the 15 invar wires in the Equipment Hatch

area, no gages exhibit measured values in excess of the expected values in

Appendix B. In addition, all except 2 gages (I.G. #2 & I.G. #5 exhibited

radial deflections less than the corresponding gages on Unit #3. I.G. #2

is 3.2% and I.G. #3 is 6.6% in excess of Unit #2. Considering the statements

made above regarding the uncertainties involved in the analysis and the

influence of concrete cracking, the Equipment Hatch area shows good correlation

with predicted data. On this basis, it can be stated that the Gross

Deformation Acceptance Criteria have been satisfied for radial deformation

in the Equipment Hatch area.

-27-


CRITERIA" (Continued)

Figure 6 shows expected, actual and limiting displacements in the

Equipment Hatch area.

3. Vertical Elongation

Appendix C requires that the total vertical elongation of the Containment

Wall at Elevation 191'-O" (the springline) shall not exceed .959". This

value is based on the calculated .737" plus a 30%~ increase. The .731" is

based on resisting strength of the rebar and liner (concrete assumed

cracked). The 30% increase is for reasons outlined in Item 2 above. Test

data in Table II Appendix A of Reference 1 shows a vertical deflection at

Elevation 191'-O" at 54 psig equal to .334. This is within 50% of the

expected and limiting values. It can be seen in Appendix B that all

vertical deflections including the top of the dome are far below predicted

or limiting values. This is attributed to the fact that no evidence of

extensive horizontal concrete cracking occurred during the pressure test.

Stresses were approximately 450 psi in the vertical direction at the

54 psig pressure load. Present theory would indicate the concrete would

crack at this stress. However, reasons for reduction of horizontal concrete

may be explained by the following:

a) Considerable variation in stresses which cause concrete to fail in

tension.

b) Concrete trial mixes and test cylinders continually exhibiting

compressive strength in excess of the specified 3000 psi during

construction.

c) Vertical cracks from horizontal load (which is twice the vertical load

and resisted by the same area of concrete) formed between 12 psig and

-28-



21 psig indicating cracking stresses between 220 psi and 550 psi, both of

which are above expected values due to the reasons stated in 1) and 2)

above. This is less than the cracking stress in the vertical direction

for two reasons:

1) The dead load adds compressive stress in the vertical direction.

2) The concrete was in a state of uniaxial tension under high vertical

loads since the concrete had already cracked from the greater horizontal

loading. Before vertical cracking from horizontal loads occurred, the

concrete was in a state of biaxial tension which could have lowered

the ultimate tensile strength of the concrete in the horizontal

direction.

Figure 5 shows a plot of test data, expected and limiting deflections.

The above results, which indicate little or no horizontal cracking of the

concrete, are are far below design values, indicating that a margin of safety

exists in the structure. The rebar, which carries very little load until the

concrete cracks, will be stressed far below design values; consequently,

the test further demonstrates the ability of the structure to safely

respond to pressure loading.

In all locations of the cylinder the vertical elongation for Unit #3 was

greater than for Unit #2 indicating the existence of more horizontal

cracks. As noted above, however, values are still well within predicted

values. The total vertical growth at the apex of the dome, however, was

less than Unit #3 which indicates that dome concrete cracking was not as

extensive as Unit #2.

-29-



4. Crack Width

a) Appendix C requires that the maximum crack width shall not exceed .035"

averaged over 20'-0" length of crack. The value .035" was determined

by considering several approaches:

1) Recommendations in a paper entitled "Strength and Cracking

Characteristics of Beams with No. 14 and No. 18 Bars Spliced With

Mechanical Splices" by Mete A. Sosen and William L. Gamble was used

assuming the authors' maximum recommended slip in cadweld splices

based on their test results.

2) Recommendations for paper entitled "Determination of Minimum Wall

Thickness and Temperature Steel in Conventionally Reinforced Circ

ular Concrete Silos" from American Concrete Institute (ACI) Journal

July, 1970 by Sargis S. Safarian and Ernest C. Harris were used.

3) Considering the rebar stressed to 32 ksi (the maximum liner stress)

crack spacing and width was determined to accommodate the total

circumferential rebar strain.

4) Experience in testing of Reinforced Concrete Containment Structures.

Of the approaches mentioned above, 4) was considered the most reliable.

Consequently, the crack spacing and width were chosen based on previous

industry experience. The other approaches listed, for the most part,

substantiated the conclusions drawn from 4).

The crack width was averaged over a 20'-0" length to account for any

spalling of concrete due to inadequate concrete cover or any other

local effects which could occur during the test which would not be

-30-


CRITERIA" (Continued)

detrimental to the structural integrity of the Containment.

b) The following are the results of the various crack inspections required

by UE&C Specification 9321-05-5-6 (Appendix A).

i) The pre-test survey did not indicate any extensive cracking which

needed careful watching during the test. Most cracks were less

than .005 inches in width and could be attributed to normal shrinkage

and thermal effects. During the test addition horizontal cracking

was minimal and the majority of the vertical cracks were in the

middle third of the structure. In the membrane region of the

structure, cracks at 54 psi were generally less than .01" in width.

At 0 psig they closed to hairline width in the range of .005".

2) In accordance with the test requirements, the largest crack

measured during the pretest inspection was monitored during

pressurization. The crack occured at El. 99'-0" on Azimuth 2450

and measured .01" in width and increased to .018" at 54 psig. At

0 psig it closed to .01".

3) The largest crack in a sandblasted membrane region occurred at El.

115'-0" and Azimuth 1290 and measured .019" over 5 ft. at 54 psig.

This crack closed to hairline width at 0 psig. The largest crack

in a sandblasted region was .04" at the intersection of the

Personnel Lock boss transition concrete and the 4'-6" thick wall.

It was vertical and located in the Northeast corner. It extended

18". A .03" wide crack was found in the corresponding location in

the Equipment Hatch area. Both of these cracks closed to approx

imately .01" at 0 psig.

-31-



4) As can be seen from the above data,, the cr ack width criteria

is satisfied when averaging the crack widths over 20'-O". At no

point during the test did cracks indicate that any rebar was

stressed near yield.

5) For a complete description of crack surveys, see Appendix B Reference

1. This includes pre-test and test crack pattern mapping.

5. Crack Spacing

Appendix C requires that average crack spacing be not less than 15" excluding

crack patterns in areas affected by discontinuities. This criteria was

established based on experience with other Containment Vessel testing and was

established in a manner similar to and in conjunction with the crack

spacing discussed in 4 above. It was not considered practical to predict

crack spacing at areas of discontinuity due to the many unknowns, previously

discussed, that are associated with reinforced concrete in tension and the

complicated stress patterns at discontinuities also mentioned in prior

discussion.

In the membrane region, the vertical cracks were at approximately 18 inch

spacing, therefore, it is concluded that the above criteria has been

satisfied. The initial crack patterns developed during pressurization from

12 psig to 21 psig.

6. Structural Recovery

An additional requirement which was imposed in Appendix C is that all gage

readings shall return to 30% or less of maximum gage readings when the

Containment is depressurized to 0 psig. This is accordance with the

-32-



requirements of ASME Section III Div. 2 CC-3000. In all cases, this

criteria was satisfied with recoveries in the range of 70%-85%. Most

recoveries were more than 80% with only two gages close to the 70% limit.

Most gages recovered 70% or more at 5 psi.

7. Visual Inspection

The visual inspection of the liner and sandblasted concrete areas of the

Containment after the test showed no distortion of the liner or the

existence of unacceptable cracks.

As can be'seen from the above,all "Gross Deformation Acceptance Criteria"

(Appendix C) have been satisfied and the Containment Structure has successfully

demonstrated its ability to resist 115% of the design pressure load within

acceptable values. All responses were within the range predicted by the

various analytical methods.

-33-

IX INTERPRETATION OF DATA NOT RELATED TO GROSS DEFORMATION

ACCEPTANCE CRITERIA

The "Criteria of Structural Integrity of. Containment Structure During Structural

Proof Test" is located in Appendix B.' This criteria was developed to provide

a working document for reference during the test to aid in identifying any

serious abnormalities in structural behavior. It is not to be confused with

the Gross Deformation Acceptance Criteria in Appendix C described in Section VIII.

Appendix B is a table of preducted strains and deformations at 54 psi based on

analytical models used in design, where many assumptions are approximate and

conservative and consequently will not necessarily represent the exact behavior

of the structure. Although all items contained in Appendix B are not included

in the "Gross Deformation Acceptance Criteria" and are not considered in

justifying the adequacy of the structural integrity of the Containment Vessel,

the information is available and will be discussed below. It must be remembered

that conservative analytical assumptions, variations in material properties

such as modulus of elasticity of steel, compressive concrete strength, tensile

concrete strength and construction variations all contribute to the final

response of the structure; therefore, differences between measured values and

predicted values are not used for reaching conclusions concerning structural

integrity. If this data is viewed on the basis of trends for indications of

structural response, it can provide meaningful conclusions. With this in

mind, a brief review of all data not related to structural acceptance will be

discussed:

1. Eqjuipment Hatch Diameter Change

I.G. #33 and I.G. #34 measured the change in Equipment Hatch diameter. The

average diameter change of the two gages was 0.025". This is in excess of

the value of 0.017" predicted from the finite element computer analysis.

-34-


ACCEPTANCE CRITERIA (continued)

It is also slightly in excess of the Acceptance deflection of 0.022 inches

which is 30% in excess of the predicted value. As discussed above, the

finite element analysis is dependent on many assumptions regarding physical

properties, modeling, concrete cracking, etc. The Equipment Hatch, due to

discontinuity and non-uniform load distribution, is perhaps more sensitive

to these assumptions than any other area. This is not to say that the

validity of the analysis is in question, but to put the problem in perspective

one must look at the magnitude of measured values in I.G. #33 and I.G. #34.

On this basis, the measured values should certainly not be of concern in

assessing the structural capability of the containment structure. Recent

survey information indicates that the Equipment Hatch barrel and the concrete

opening measured on the outside of the Containment Wall are slightly ovalied.

In the finite element analysis model, the opening was idealized as round.

This may have contributed to the difference in magnitude of .008" between

measured and predicted deformation. It should also be remembered that the

gages across the Equipment Hatch Diameter were not included in the original

Unit #2 S.I.T. program but were added at Dr. N. Newmark's request at a site

meeting on May 2, 1969 to have this information available for future

considerations.

2. Radial Deformation in Lower Containment (I.G. #32)

Although I.G. # 32 measured slightly greater radial deformation than

measured by dial gages in the Unit #2 test, the measured radial deflection

of .274" is within the calculated value of .370" and the acceptable limit

of 0.480". El. 56'-6" is in the area of the containment shell influenced

by the discontinuity at the base of the structure. The distribution

-35-



of loads in this area is very dependent on the amount of concrete cracking

which occurs. It is, therefore, understandable that predictability of

deformation is more difficult in this area. The S.I.T. results indicate

that the concrete cracking was not as extensive as assumed in the original

design and the original design assumptions regarding concrete cracking

were conservative.

3. Concrete Cracking

The largest concrete crack appeared in a non-sandblasted area in the

vicinity of the Personnel Lock. It was located in the lower right hand

quadrant at the juncture of the transition zone from the thickened boss to

the cylinder wall. At 54 psig, the maximum crack was .1" in width and

extended vertically from the lower right hand corner about 3'-0". (See

Appendix B, Reference 1 for complete details of cracks in this area.)

Vertical cracks opened in all 4 corners of the Personnel Lock Boss and also

in transition zone juncture of the Equipment Hatch Boss. This was typically

the region of the largest cracks for both the Unit #2 and Unit #3 S.I.T.

However, since all other observed cracks in this area were typically in

the order of .03" - .04" it was decided to investigate this crack to

ascertain the impact, if any, of a crack of this magnitude on the behavior

of the structure. It was determined that, since the cracked area meets

the applicable Gross Deformation Acceptance Criteria and it can be under

stood why a crack of this magnitude could occur, the observed crack does

not indicate any failure of the structure to respond to the pressure load

as designed. A brief description of the salient points required to reach

these conclusions follows:

-36-


ACCEPTAN~CE CRITERIA (continued)

a) The average width of cracking over 20'-O" extending both horizontally

and vertically from the 3'-O" long .1" wide crack was .035" and .036"

respectively. This is within the Gross Deformation Acceptance Criteria

(Appendix C) of .035" averaged over 20'-O" when the accuracy of crack

measurement techniques is considered.

b) The juncture of the transition zone with the cylinder wall is a concrete*

discontinuity and cracking of concrete is expected at this point. This

is evidenced typically at all such locations in both Unit #1 and Unit #2.

Since rebar is designed to carrying all primary loads, this type of

concrete cracking, although esthetically disturbing, is not of structural

concern.

c) At all large openings, a discontinuity in shell action is created. The

primary capability to carry the moments and shears created by the dis

continuity is provided by the heavy reinforcement in the thickened boss

area. Review of analysis results indicates that discontinuity moments

and shears are substantially dissapated and shell behavior dominates

at the juncture with the cylinder where the cracks occurred. Thus,

the existence of the cracks do not relate to punching shear or other

discontinuity effects which would cause structural concern. The Unit #2

rebar strain gage test results indicate that the design for discontinuity

loads was conservative. Since Unit #3 is of the same design, there is

no reason to expect a different type response to pressure load.

d) The exterior shield walls outside the Personnel Lock form a rectangular

cross section. For architectural purposes, the thickened boss which

the shield walls butt up against (isolation is provided to allow for

-37-



for Containment Shell expansion) is also rectangular in shape. The

analysis of the Personnel Lock area is based upon the Finite Element

Analysis which was performed only for the Equipment Hatch area. The

Equipment Hatch, the surrounding thickened boss and the reinforcing

pattern are circular. In order to make the analysis valid for the

Personnel Lock area a circular reinforcing pattern was also provided.

Therefore, it can be seen that the four corners of the Personnel Lock

area, where larger cracks occurred, were not heavily reinforced and

are not important in the load carrying capability of the area. This

minimal reinforcing contributes to the cracking effect of the concrete

discontinuity discussed in Item b) above.

e) One may wonder, since these facts are applicable in all four corners of

the Lock and also on Unit #2, how the magnitude of the .1" crack can

be explained? A probable explanation is that on Unit #3 the seismic

rebar is located on the outside face of the structure as opposed to

the center of the cross section for Unit #2. This outer rebar, which

strengthens the concrete cover and prevents cracking and spalling, is

at 450 and is continuous around the equipment hatch opening. In order

to bend around the opening, a void of rebar can be visualized at the 4

corners of the thickened boss and transition zone (See Figure 8).

When this occurs, the vertical rebar becomes the facing rebar, but

is located about 9" from the outside face of the concrete. If the

rebar were placed so that the lower right quadrant has seismic rebar

bent to create a void as discussed above the existence of large cracks

in this area becomes inevitable.

-38-



f) At the conclusion of the test, the crack closed to .025" which is 75%~

of the maximum reading.. This is within the Gross Deformation Acceptance

Criteria for recovery. The area was closely monitored during depressuri

zation and pressurization after it was discovered and it responded by

opening and closing with pressure variations. This indicates that the

crack is not related to excessive rebar strains and further shows that

no problem exists.

In conc lusion, we have shown that all Gross Deformation Criteria have been

satisfied in the area of the largest cracks, their existence can be explained

by the reinforcing in the area and there is no evidence of structural distress

associated with the cracks. On this basis, it can be concluded that they do not

affect the ability of the structure to resist pressure loading as designed.

-39-

I I I I U I I I I I I I I I I I I I

N.

TABLE 1

TABLE 1

INSTRUMENTATION LOCATION

CYLINDER WALL AND DOME DISPLACEMENTS

INVAR WIRES STRUNG ACROSS DIAMETER OF

CONTAINMENT BUILDING

Sheet I of 3

I

II

]

[NVAR FROM

lIRE AZIMUTH

.G. 16 Interior Concrete

:.G. 17 750, 0'-011

E.G. 18 1350, 0'-0"

E.G. 19 150, 0'-0"

I.G. 20 750, o'-o"

I.G. 21 135 , 0'-0"

I.G. 22 15 , 0'-0"

I.G. 23 Parked Crane

I.G. 24 1350 0-0"

I.G. 25 150, 0'-0"

I.G. 26 1200, 0'-0"

I.G. 26a 7501 '-0"

I.G. 32 Interior Concrete

I.G. 32a Interior Concrete

TO AZIMUTH

150,

2550,

0 315

1950,

0 255

3150,

1510,

2550,

3150,

1950,

3000,

0 255

3400,

1 ,-l'

0'-0"1

0'-0"1

0'-0"1

0'-0"1

0' -0"

0'-0"1

0'-0"1

0'-0"1

0'-0"1

01-i1

3400, 01-0"1

(Work This Table With

ELEVATION

91' -0"

101'-0"

1111-0"

121'-0"

131'-0"

141'-0"

151' -0"

161'-0"

171'-0"

181'-0"

191'-0"

191'-0"

56'-6

56'-6

Figure 2)

TO MEASURE

Radial Displacement

Diameter Change

Diameter Change

Diameter Change

Diameter Change

Diameter Change

Diameter Change

Radial Displacement

Diameter Change

Diameter Change

.Diameter Change

Diameter Change

Radial Displacement

Radial Displacement

INVAR WIRE

I.G. 29

I.G. 30

I.G. 31

INVAR WIRES CONNECTED TO BASE

AT ELEVATION 46'-0" AND CYLINDER WALL

AT AZIMUTH ELEVATION TO MEASURE

4'-0 South of 1200, 0'-0" 95'-0" Vertical Displacement

2'-0 South of 120 0, 0" 143'-0" Vertical Displacement

120 , 0'-0" 191'-0" Vertical Displacement

(Work This Table With Figure 2)

TABLE 1 (cont'd)

DOME DISPLACEMENTSheet 2 of 3

INVAR WIRE

Apex @ El. 258'-6"

Springline (a El. 191'-0" Azimuth 3000, 0'-0"

Springline @ El. 191'-0" Azimuth 1200 0'-0"

Apex @ El. 258'-6"


EQUIPMENT HATCH - DIAMETER CHANGE

INVAR WIRES STRUNG ACROSS DIAMETER OF

EQUIPMENT HATCH

INVAR WIRES AZIMUTH OF EOUIPMENT HATCH

I.G. 33 From 450, 0'-0" to 2250, 0'-0"

I.G. 34 From 1350, 0'-0" to 3150, 0'-0"


EQUIPMENT HATCH - RADIAL DISPLACEMENT INVAR WIRES STRUNG FROM FIXED POINT INSIDE THE CONTAINMENT BUILDING (CRANE WALL, PRESSURIZER SHIELD WALL, CRANE) TO THE FOLLOWING LOCATIONS

OF THE INSIDE OF THE LINER

INVAR WIRE AZIMUTH ON EQUIPMENT HATCH

(Viewed from Inside)

I.G. 1

I.G. 2

I.G. 3

I.G. 4

3050

3050

3050

2500

FROM

I.G. 27

I.G. 28

ELEVATION

106.66'

110.10'

112.97'

98.42'

TABLE 1 (cont'd)

Sheet 3 of 3

EQUIPMENT HATCH - RADIAL DISPLACEMENT

INVAR WIRES STRUNG FROM FIXED POINT INSIDE THE

CONTAINMENT BUILDING (CRANE WALL, PRESSURIZER

SHIELD WALL, CRANE) TO THE FOLLOWING LOCATIONS

ON THE INSIDE OF THE LINER (cont'd)

INVAR WIRE AZIMUTH ON EQUIPMENT HATCH ELEVATION

(Viewed from Inside)

I.G. 5 2500 96.37'

I.G. 6 2500 94.66'

I.G. 7 1100 98.42'

I.G. 8 1100 96.37'

I.G. 9 1100 94.66'

I.G. 10 550 106.66'

I.G. 12 550 110.10

I.G. 12 550 112.17'

I.G. 13 0 110.5'

I.G. 14 0 116.5'

I.G. 15 00 121.5'


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EL.1 0 1- ---------- I.G. I L.C 1

I.G.3

ELI I~-O----- ~EL. Io'-G~x- EL10 0-- .EQUIPJ)4kCY

EL.8& 0I.G.0

E L.G C)- 0I.G.5

EL. 5O--,-*

(TOP OF BASE MAT)'

lW5Tp~uMvENTATION SYMBOLS

+ INVAR WIRE~ GUAGE (I.G.~)

00o (N*)

4EQU IP. H ATC H

2700(W)

~PER SCNQWEL

LO0(S

NOTE:

FOR INSTRUMENTATION LOCATION SEE TABLE

FIGURE IL STRETCH- OUT OF CONTA9'WKIKT BUILDINJG INSIDE INSTRUYMENTAT1(r'N

9 C) " (E)

LOCATION PLAN

/ Jo

,'4)

'I

7 -~ -,

/Y

SPRING LINE., I5 3 OIFT. /

13 5. 14 FT.

1352 0 FoT134.193 FT'

134..._9 2-FT.

1 34.189 FT.

135.. FT.

134.16CFT.

-"EL.4ro'-O

KEY PLAN

EL. 191'- 0

.EL. -TILo

. __ _ E L 1- Io0

E.. EL. 15 '-0

K ,-EL. I4_1:0

-KEL1'-I0 ... /EL. II I-O

.... E...K . L. oI .o

FIGURE 3 LEL. 4 35- LINER DIAMETER

SURVEY AT IkHVAR WIRES

SECTION A-A

2 2

vi ui Vi

W 0

J9 1 P - - L . ....------... -"

vii4

I'J (G I'- o

IS 8 O I'0 - - t.. . ....... ...... . ... ... ... . .

I7-C --------I I

< 141- - ---

2 1

oo 0,. .04.I-OZo3,Q W7,09

< 141 -0 . . . .... . ....... .. ....... ..... .... ... ...

t2 ' . . . I

_ i--- H/ -i

• 00 30 40.50 .Go.7o .9o . 1 0 .2o .300 .40 .,70.50.0 , 0, ,,E .2o.5o.40o

DIAMETER CHANGE (INCHES) IN CYLINDER WALL

.LEGEND THEORETICAL DEFLECTION @ 5-4 PS. IG.

LIMITING DEFLECTION @ 54 P.S.I.G. ACTUAL DEFLECTIOI'] DURING PRESSURIZATION

FIGURE 4 DIAMET.R C;., G7.E

OF CYL i N DE' L.L

cc- a: ":'

(~\j - . --

,30 .40 Q .60 .70 .80 .90 .6o .10 .ZO .30 .40 ,

VERTICAL DEFLECTION (INCHES)

IN CYLINDER WALL

LEGENDTHEORETICAL DEFLECTION @ 54 P.S.I.G.

LIMITING DEFLECTION @ 54 P.S.I.G.

ACTUAL DEFLECTION DURING PPESSURIZATION

FIGURE 5 SHEET 1 OF 2

VERTICAL DEFLECTIONS

iWVAP. WRE GAUGES

3I1'-0

I81r-o

171

I(iL0

15 1- c

41'-0

13! -0

I I'0

111~0

qkt0

GO P516

50PSIG

40 P5SG -

so Psv~

?OPSIG

1O PSiG

U I.I,

2 4.) -I

- Ip 4 -r .. .

-I I - - --/....

]1

,1<

* I

***~*.f f

K K

-- Il

'I

- 1

i I r

I . 1

, I

S I I

-m . - I . . . .

-60 Hi.H30'40.-tlfrrT-ttt- I II I95 .2,i ..*4 ++4f++tt 10 .+H+ H+ t +. .... 0 ,O30. .50 GO 70.80.903 .40.50 .7 . 0.0 ., . , . 0

VERTICAL DISPLACEMENT (INCHES)

AT APEX OF DOME@ EL .43'-0"

LEGEND I - am--I

-mmw - -

THEORETICAL DEFLECTION-7 BASED ON

LIMITING DEFLECTION CRACKED CONC,

EN FIGURE 5 ACTUAL DEFLEC.ITION UNCRACKEDSHEET 2 OF 2 VERTICAL DEFLECTION

ACTUAL DEFLECTION ND DURING DEPRESSURIZATIOJUNCRACKED

Ld

Lk Irv

IlL

RELATI10N

F-

TO BAS E

cloI c-- )s I i5r,

RADIAL SLAEhT c'A I.G. I (EL.IOG.GG.')

0 ..5 30AC o ., .83.9'1.00 RADIAL DISPLACEMENT (INCHES)

I. G84Y

* I * I o~o~05 orA -. 7' 80 9a,

RADIAL DISPLACEMENT(INCHES)L G. L-(E L.I 10. 10-)

0.00 1 .0~ O7 8' .90 00

LEGEND IG3(i.1.7 THEORETICAL DELECTI0N (ASSUMING CONCRETE CRACKED) LIMITING DEFLECTICN (ASSUMING CCNCRETE CRACKED)

~-ACTUAL DEFLECTION D, RiNG PRESSURIZATION ACTUAL DEF LECTION DURING CEPRESSURIZATION

GOPSIG-

.1 .~ 30~ .560 .0~ 1.00

RADIAL DISPLACEMENT(INCHES)

-40PSIG- _7Z-

3OPSIG---

10 PSIG

0 PS 1G.

I.G.5EL.S.37I

44/- I - -4----- 4.-.- '1.-i - I ~717f7 - -.- v-- I-I-

4SI "S" I.R0AD0I3AL 50SPLACEME0 T (INCHES)

RAIA IS.P(L.CEMENTIGURE G

EQUIPMENT HATCH AREA RADIAL GROWTH

I.G.5(EL.%.371)

F

-Z -

FT

I A

F

k 35. .5*-;-1 1*w I a

0.0 10 .2 O .3 0 'SO .GO 0 .0 r1

RADIAL DISPLACEMENT (INCHES)

GO PSIG-

50P~l~f~~ztztizLLIz

-40 PSIG

3OPSIG-

20 PS

OPSI

in: --- 4; - 1 4 -'!1- - 1I-1 -1 -1

I r- v/vI~ .'..-44~4,~I"'.~4+.-4~4 I 'flI II I'* * . * 5. 65 75* *BSS

0 o '10* .20 .30 0' '~ 70' .80' cXT 1.0 RADIAL DISPLACEMENT (iNcHE~s RADIAL DISPLACEMENT_(iNCHE5L)

1.G. 8(EL. S9G.3 7'). LEGEND:THEORETICAL DEF'LECIVN NO~A CCNCRET E CIRACKED) LIMITING DEFLECT ION (ASSt;MI NG C--NCQRETE CRACKED)

GO PSIG

-- I

K4L4OPSIG- 6.

3OPSIG--/ U)

ZOPSIG----------------

OPSIG- .Oj 15

0600 1 io '30 .40 * .50a 01.00 RADIAL DISPLACEMENT (INCHES)

- ACTUAL DEFLECTION r>j DU.G =RESSUR.(ZAT IONl ACTUAL IDEFLECT71CN DULRiNG DEPRE-SSULRIZA~iCN4

GO PSIG-- ~_

50PSIG-

Lii

3OPSIG-I, U)

2OPSIG- - ---- - - - -(1

OPSIG0.00 .20l .30 .0.6.0 .70' .cU *i0

RADIAL D ISPL ACEMENT (INCHES)

I. G. I I (EL.I 10. 101)

GopsiG.

50 F

qO PSIG

30 PSIG

20 PS IG

-I -4- F -1 - 1- F14i4 14. fJ.-/

---- -7- -

/ - .- - ~-

- .1.- I -4 -i 4- -'- 4-4- + -4.- -4-4-

PSIG-

OPSIG- .0 j 35 45 * Sj' 65 '75. 5 5

00, .53O~ 0 6 60* .7a'.8a .9a' 1.00 RADIAL DISPLACEMENT_(iNCHES)

I. G. 12 (E L. 112.)846)I.G.IO (ErL.10Oro. Gro) FIGURE G -SHEET20F 3

QUIPMENT HATCH IADIAL GROWTH

oll

Ilopsir. I I I I I i I I

G. 7 (E L.9 8.42.')

i i i i i i i i i i i

) ps I r, i i 1 1 1 yq - i i i7.- i 1 -

FI

j 1%3 -

-M

IV rilk7"I

lw

SM I j I %J -

A

GO PSIG

5C PS IG

40PSIG

30PSIG

2CPSIG-

10 PSIG

0 PSIG

RADIAL DISPLACEMENT (,\CHES) I.G. 13 (EL.110.5')

60 PSIG

50 PS IG

4CPSIG'

3OPSIG

ZCPSIG-

10 PSIG

0 PSIGO .- '- - : -. . - go. 1.00

0.0004 0 ,50 . .i 0 u ..8OO RADIAL DISPLACEMENT (INCHES)

I.G. 14 (EL.IIG.5')

GO PSIG

5CPSIG

40PSIG

I.G. 15

LEGEND: THEORETICAL DEFLECTION (ASSUMING CONCRETE CRACKED)

rn-m LIMITING DEFLECTION (ASSUMING CONCRETE CRACKED) ACTUAL DEFLECTION DURING PRESSURIZATION ACTUAL DEFLECTION DURING DEPRESSURIZATION

FIGURE 3 SHEET 3 OF 3

EQUIPMENT HATCH RADIAL GROWTH

II

-- -.-- ---

:: / ! o/"

- - ~ - Z /

0 . .90i!.CC .-4 - -IS .GO .7 . - -gO -,

RADIAL DISPLACEMENT (INCHES)

3OPSIG

2c PS)G

10 ,rflG

0 PSIG

I. G. 15 (E:L. 121.5')

0

- -4--

-4-

- , (37

G ~7.37

0

,7/

~1.22

2700

G7 0 -:.5a4s

-~1

~

6727

(~7~2~

~

~772~S

c~7.Z7

C727

4

C4'3~ I

4

~7.I 4.

~1.21 4

~Th3~

67.321

7-6

4~7.51

4

~ 39* Xi4O~

IC 40

c~7.3l4

c7-34

G7. ZI

GT.54

G~Th27

G7.~'2

~7~Z 9.

272

aT'Y7

6-738

~G7,2r,

:G754

27e zle~

E.L 14'-

ro* 5

EL 152'- 0

C7,34

jc7.2h

EL I 4'- 0G-7.357

EL-144 -0

E.L 142'70

EL 15

G7.3

RAIDIUS (IN FEET) - IGURE I-7 LNEE IO4ST17.OME 4TATIOI 4

67,54.

6.7,34

- .1- 3 o a C.(L rEgOWEL LOCK.

FIGURE 8 "EISPC EbAR

IN.pER.SONNFL LOCK AREA

APPENDIX A

UE&C SPECIFICATION 9321-05-5-6

FOR

STRUCTURAL INTEGRITY TEST OF

CONTAINMENT STRUCTURE

P RO0P R I E TO0R Y I N FOR MA TIO N

This document is the property of UE&C. It is submitted in confidence

and upon the condition that it will not be reproduced in whole or in part nor

will the information contained in it be disclosed except as required for this

specific report.

UNITED ENGINEERS & CONSTRUCTORS INC.

PHILADELPHIA, PENNSYLVANIA 19105

SPECIFICATION

for

STRUCTURAL INTEGRITY TEST OF CONTAINMENT STRUCTURE

for WESTINGHOUSE ELECTRIC CORPORATION

INDIAN POINT GENERATING STATION - UNIT NO. 3 CONSOLIDATED EDISON COMPANY OF NEW YORK

ry 18, 1972 Spec. No. 9321-05-5-6

-6,1972 1974

Date: Rev. 1: Rev. 2:

Februa

June 2 July 2

DESCRIPTION

The containment structure is a reinforced concrete structure comprised of a right vertical cylinder 135' I.D. with 4-1/2' thick walls, 148' from the base to the springline, a hemispherical dome 3-1/2' thick and a 9' thick flat base.

After constructionhas been completed, the structure shall be pressurized by Others and the test noted in this specification plus an integrated leak test by Others will be performed.

SCOPE OF WORK

Furnish all technical assistance, special tools, supervision and equipment necessary to install all equipment, record results, interpret results and prepare a final report for the test requirements as shown on UE&C Dwg. 9321-F-14913 and specified herein.

WORK INCLUDED

1. Furnish remote recorders, on a rental basis, for recording structural deformations.

2. Furnish time sharing computer installation for reduction of data from remote recorders (or approved equal method);

3. Investigate and determine crack patterns and sizes of cracks in the concrete.

4. Review locations and supervise installation of gross deformation measuring devices, both horizontal and vertical, at increments not exceeding 10' in height as shown on UE&C Dwg. 9321-F-14913. Provide redundancy where required on drawings.

5. Provide complete report of crack widths and gross deformations in the format in Appendix A to this specification.

WORK NOT INCLUDED

1. Furnish and install steel liner.

2. Furnish and install reinforcing.

3. Furnish and install concrete.

4. Furnish and install liner insulation.

5. Furnish and install pressurization equipment and pressurize containment.

6. Provide construction craft labor.

UE&C Spec. No. 9321-05-5-6 Page I Rev. 7/26/74

WORK NOT INCLUDED (continued)

7. Integrated leak test.

8. Provide penetration with pigtails for gross deformation instrumentation connections.

9. Furnish and weld attachments to the liner.

10. Temperature recording equipment inside the containment.

GENERAL

1. The tests will be performed when the containment structure is under the action of 0, 12, 21, 41, 54, 41, 18, 21, 41 and 0 psig internal pressure. The pressure shall be held constant for at least one hour then deformations shall be recorded and the data reduced at each of these pressures. Time for pressurization and return to 0 psig is estimated as eight (8) days. Both the concrete and liner shall be visually inspected after the test to insure there is no visual distortion of the liner plate and to determine the size and location of any residual concrete cracks.

2. Before testing starts, the following areas shall be sandblasted or acid etched by Others. This Subcontractor shall inspect, locate and measure cracks in these areas prior to the test, @ 54 psig and after the test.

a) Quadrant of "boss" around Equipment Hatch and Personnel Lock.

b) 10' wide by 5'-0 high areas at the base wall intersection, at mid-height of the wall and at the wall-dome intersection.

The Subcontractor shall examine these locations in detail and locate and record any existing cracks.

Lighting and movable scaffolding shall be provided by the Contractor for the Subcontractor's use in the above.

3. The exposed surface of the containment shell, other than the areas described in Item #2, shall be visually inspected prior to pressurization. The largest crack shall be mapped, the area surrounding the crack marked with red fiber and the behavior of this area carefully observed during the test. In addition, at 41 psi and at fhe conclusion of the test, the visual inspection shall be repeated. A visual survey shall also be performed by this Subcontractor to identify typical crack patterns at the mid-height of the wall in the vicinity of the area described in Item #2 (12, 21, or 41 psi depending on when initial crack patterns first appear).

4. The method of attachment, placement and cable routing of all temporary gauges, junction boxes, cables, jigsjfixtures, etc., to any part of the containment structure, access ways, permanent structures or equipment by the Subcontractor shall be subject to the approval of the Contractor.

-UE&C Spec. No. 9321-05-5-6 Page 2 Rev. 7/26/74

GENERAL (continued)

5. Instrumentation shall have capability of measuring gross deformations from 0 to 2" with tolerance of + .01"1 except where noted on UE&C Dwg. 9321-F-14913. Prior to the test, the Subcontractor will be supplied with calculations predicting anticipated gross deformation and crack measurements.

6. Since the pressurization of the structure will be performed by Others, the Subcontractor shall be required to coordinate his activities with the Subcontractor pressurizing the building.

7. Each gauge and redundant gauge shall be clearly marked and tagged with identifying number relating the number to the location in the structure. These identifying numbers shall be in accordance with identifying numbers on UE&C Dwg. 9321-F-14913.

8.. All equipment used shallI be checked, calibrated and temperature recorded prior to taking actual measurements and the percent errors recorded and corrected in measurements taken during containment pressurization.

9. Temperature recording shall be taken by Others during containment pressurization and containment measurements and corrections made from base established prior to containment pressurization.,

10. Subcontractor shall prepare in detail and submit to the contractor for approval, a procedure outlining test preparation and how all data are to be obtained, recorded and reduced to final form.

11. If possible, all gauges recording strains or deformations shall be zeroed while the interior of the containment is at ambient temperature and again when the test temperature has been reached. The reading at test temperature shall provide the zero basis for test results.

12. All readings shall be reduced *to deformation measurements within 30 minutes after they are taken at the various containment pressure levels specified in Item 1, GENERAL. The Subcontractor shall provide evidence, based on prior comparable use of the instrumentation required to meet this specification that a,,90 percent or better reliability has been achieved.

UE&G Spec. No. 9321-05-5-6 Page 3 Rev. 7/26/74

APPENDIX A

FORMAT FOR FINAL REPORT

1. INTRODUCTION

2. OBJECTIVES OF TEST

STRUCTURE DESCRIPTION

TEST PROGRAM

DISPLACEMENT INST RUMENTAT ION

DATA ACQUISITION

CRACK INSPECTION

TEST RESULTS

SUMMARY

UE&C Spec. No. 9321-05-5-6 Appendix A

APPENDIX B

CRITERIA OF STRUCTURAL INTEGRITY

OF

CONTAINMENT STRUCTURE DURING

STRUCTURAL PROOF TEST

CRITERIA OF ACCEPTANCE OF STRUCTURAL INTEGRITY OF CONTAINMENT STRUCTURE DURING STRUCTURAL PROOF TEST

PURPOSE

To provide assurance of structural adequacy, the Indian Point Unit

No. 3 Containment structure will be pressurized and various measurements will

be taken to evaluate structural behavior. Testing will be performed under

UE&C P.O. 9321-05-5-6.

The following lists specific items to be measured, pressure at which

measurement will be taken, and acceptable deviation from anticipated values.

Drawing No. 9321-F-14913

Vertical Deflection Section "E-E"

MEASURED VERTICAL DEFLECTION (in)

ELEVATIONCALCULATED VERTICAL

DEFLECTION (in)

ACCEPTANCE DEFLECTION (in)

I.G. 29 951-0"

I.G. 30 143'-0" I.G. 31 191'-0" I.G. 27 & 28 262'-0"

Section "A-A"

0.234 0.485 0.737 1.566

MEASURED RADIAL DEFLECTION (in)

GAUGE NO. @ EQUIP. HATCH

I.G. #1 I.G. #2 I.G. #3 I.G. #4 I.G. #5 I.G. #6 I.G. #7 I.G. #8 I.G. #9 I.G. #10 I.G. #11 I.G. #12 I.G. #13 I.G. #14 I.G. #15

CALCULATED RADIAL DEFLECTION (in)

ACCEPTANCE DEFLECTION (in)

GAUGE IDENT. NO.

LOCATED ELEVATION

CALCULATED DIAMETER CHANGE (in)

ACCEPTANCE CHANGE (in)

MEASURED DIAMETER

CHARGE

Unit #3 Unit #2

0.79 (radial) 1.59 1.59 1.59 1.59 1.59 1.62

IDENT.Unit #3 Results.

Unit #2 Results

0.304 0.631 0.959 2.036

.093

.200

.334

.586

.080

.100

.260

.640

Unit #3

.544

.640

.674

.553

.661

.659

.585

.631

.524

.583

.633

.591

.502

.543

.556

Unit #2

.62

.68

.62

.62

.63

.72

.74

.59

.72

.71

.57

.55

.64

I.G. I.G. I.G. I.G. I.G. I.G. I.G.

91'-0" 101' -0" 1111-0", 121'-0" 131'-0" 141'-0" 151'-0"

1.011 2.035 2.035 2.035 2.035 2.035 2.078

.654 1.388 1.114 1.302 1.156 1.336

.720 1.430 1.450 1.470 1.470 1.400 1.300

GAUGE IDENT. NO.

MEASURED DIAMETER CHARGE

LOCATED

ELEVATION

CALCULATED ACCEPTANCE DIAMETER CHANGE (in) CHANGE (in) Unit #3

.810 (radial) 1.62 1.62 1.61

0.370 (radial)

Equipment Hatch Diameter Change Calc. Radial Deflection (in)

I.G. #33 I.G. #34

0.017 inch

Acceptance Deflection

0.022 inch

Measured Deflection Unit #3 Unit #2

.025 (ave) .0067

I.G. 23 I.G. 24 E.G. 25 I.G. 26

I.G. 32

161'-0" 171'-0" 181'-0" 191'-0"

56'-6"

Unit #2

1.039 2.078 2.078

2.061

0.480

.596 1.350 1.200

.926

0.274

.700 1.350 1.200 1.050

0.240

APPENDIX C

GROSS DEFORMATION ACCEPTANCE

CRITERIA

GROSS DEFORMATION ACCEPTANCE CRITERIA

The following criteria are proposed as a measure of Containment structural perform

ance during and after the strength test at 54 psig which represents 115% of the

design pressure of 47 psig:

1. The increase in Containment diameter shall not exceed 1.62 in. + 28 percent,

or 2.078 in. for invar tape measurements between El. 91'-0" and El. 191"-0'

when measured as an average of all readings.

2. Equipment Hatch distortions shall show the same trend as trend as computed

values and the maximum radial displacement shall not exceed .76 + 30% or 0.99".

3. The expected total vertical elongation of the Containment wall measured at

El. 191'-0" shall not exceed .737 inches + 30% or .959 inches.

4. The maximum concrete crack width shall not exceed .035" averaged over a 20'-0"

length of crack.

5. The average crack spacing for both the horizontal and vertical directions of

the Containment cylindrical wall shall not be less than 15 inches. These (2)

averages shall exclude crack patterns in areas affected by discontinuities

such as penetrations through the Containment wall.

6. All gauge readings after 24 hours complete depressurization are to return to

zero or equal or less than 30% of the maximum reading recorded at pressure

54.0 psig.

Both concrete and liner will be visually inspected after the test. There shall be

no visual distortion of the liner plate in excess of values presently recorded in

construction surveys. Only very small, hairline cracks in the concrete (.010")

GROSS DEFORMATION ACCEPTANCE CRITERIA (Continued)

will be considered acceptable. However, it is fully expected there will be small

residual cracks as a result of shrinkage in the concrete.

If any of the foregoing criteria is not met, an engineering evaluation of the test

results will be performed to determine the reasons for failure to meet the criteria

and the course of action required, if any.

Prior to the test, a table of predicted deformations, crack widths and crack spac

ings will be developed for an internal pressure of 54 psig. These expected measure

ments will be predicted from the analytical model and are to be used as a basis

for verifying satisfactory structural response. Conclusions concerning the accept

ance of the structural response will be based on only the six (6) criteria given

above.

REFERENCE I

STRUCTURAL RESPONSE OF SECONDARY CONTAINMENT VESSEL

DURING STRUCTURAL INTEGRITY TEST AT

INDIAN POINT POWER GENERATING STATION UNIT NO. 3

CONSOLIDATED EDISON COMPANY

FOR

WEDCO CORPORATION

BY

WISS, JANNEY, ELSTNER &

ASSOCIATES, INC.

I

w 1 ! s S,

J j a n

E IAI t n

. e

! a a

A s s 0 C

.a t e i s

I i

'I I


DURING STRUCTURAL INTEGRITY TEST AT

INDIAN POINT POWER GENERATING STATION UNIT NO. 3

CONSOLIDATED EDISON COMPANY

for

WEDCO CORPORATION

WJE NO. 74301

January 31, 1975


w DURING STRUCTURAL INTEGRITY TEST AT i

s, INDIAN POINT POWER GENERATING STATION UNIT NO. 3

a CONSOLIDATED EDISON COMPANY a n n e for

E WEDCO CORPORATION

S t n e January 31, 1975 r a

A CONTRACTURAL REQUIREMENTS S S. 0

CThe structural behavior testing described hereunder was performed 1 a t e during the structural integrity test of the secondary containment vessel, S

Unit No. 3, Indian Point Generating Station, Consolidated Edison Company.

Wiss, Janney, Elstner and Associates were retained by WEDGO Corporation

to install the prescribed instrumentation, monitor the response of the

instruments, conduct crack surveys prior to and during structural integ

rity testing, and to report on the results-of this structural behavior

study.

The location of test instrumentation was planned by United Engineers

and Constructors, Inc. The work was conducted in accordance with United

Engineers and Constructors Specification No. 9321-05-5-6, as modified by

subsequent directions required by field conditions. All installation

was performed or supervised by WJE personnel. That part of the work

normal to their skills (routine installation of electrical lead wire,

etc.) was performed by tradesmen.

OBJECTIVES OF STRUCTURAL TESTING

The instrumentation was planned and installed to serve two

W purposes. First, the satisfactory response of the structure to specified

S test pressures would be confirmed; second, the criteria assumed in the S,

J structural design would be confirmed. a n n e Y. DESCRIPTION OF THE SECONDARY CONTAINMENT VESSEL

E 1 t The containment structure is a reinforced concrete, right-vertical n e r cylinder with a flat base and hemispherical dome. The sidewalls rise

a 148 ft from the top of the base mat (Elev. 43 ft 0 in.) to the spring

A line of the dome (Elev. 191 ft 0 in.). The sidewalls are 4 ft 6 in. thick S S 0 C and the dome is 3 ft 6 in. thick. The cylinder walls are rigidly coni a t nected to the 9 ft thick base mat. e S

Major discontinuities occur in the structure at the following

locations:

A. At Azimuth 600, thickened boss area around equipment

hatch opening, centerline Elev. 101 ft 6 in.

B. At Azimuth 1760, a thickened boss area around the

personnel lock, centerline Elev. 83 ft 6 in.

C. At penetrations located in the electrical tunnel and

pipe bridge areas. These areas are not thickened.

The interior wall of the containment vessel is lined with a 3/8 in.

thick steel plate, continuously welded to form an airtight seal. The

liner plate is thickened to 3/4 in. around the equipment hatch.

-2-

DISPLACEMENT INSTRUMENTATION

Gross deformation measurements at the equipment hatch, radial

W displacements from Elev. 56 ft 6 in. to 191 ft 0 in., and all vertical iS s, displacements were obtained using invar wire extensometers.

a , a The invar wire extensometers were located entirely inside the n e structure and were connected to an external power supply and read-out E equipment by electrical leads which extended through penetrations in

S t the cylinder wall. n r Each extensometer consisted of an invar wire spanning the disa

tance to be measured. One end (the "ded" &nd) was fixed to the steel s liner, and the "live" end of the wire was attached to a spring-loaded

s frame which was rigidly attached to the liner plate in the direction

t of measurement. Deformations of the structure were measured thus with a linear potentiometer mounted in each frame. The potentiometers are

of the infinite resolution type with a total resistance of about 2000 ohms.

A constant voltage of 1.4002 volts was applied to each potentiometer.

At each measurement, voltage is measured between the movable contact

point and each end of the resistor. The voltage changes are recorded

on the external read-out system.

Prior to shipment to the field, all the frames were calibrated

in our laboratories. As a further check, calibrations were obtained on a number of the extensometers after they were installed in the structure

just prior to the test. After completion of testing, a number of the 3 frames were recalibrated in the laboratory to insure that the original

calibration had not changed.

9 -3-

DATA ACQUISITION EQUIPMENT

All data were obtained using a KAYE-DAS recording system. The

W system is a digital data acquisition system designed to collect rapidly i S s, and transform raw analog data into a permanent paper tape record. The

Ja system sequentially samples, measures and records data in the 2 millivolt n n e to 2 volt range, the Hz to 2 MHz frequency range, and the 40 microsecond

E to 10 second period range. I S t The KAYE system includes a scanner, an integrated digital voltn e r meter, a printer and clock. a

CRACK INSPECTION A S S 0 c Prior to the structural integrity test, the entire structure was a t e surveyed for cracks. The survey was made with the aid of variable S

power (7X to 15X) binoculars and a Redfield 60X Spotting Scope. Observa

tions were made from all accessible walkways, roof tops and scaffolding

available. Access to the dome for inspection was obtained using a

"Sky-Climber" traveling scaffold.

STRUCTURAL INTEGRITY TEST

The structural integrity test was performed in conjunction with

the integrated leak rate test. Gross deformation measurements were

obtained at the following pressure levels: 12, 21, 41, 54, 41, 18, 21,

41, 12 psig. Detailed crack inspections were made at 0, 54, 0 psig.

The detailed grid area at mid-height, and a crack (largest observed

during the pre-test inspection) were monitored at 12, 21, 41 and 54 psig

during pressurization.

At each pressure level where structural data was required, pres

surization was halted and the structure remained at that pressure for

one (1) hour before data was obtained.

The data obtained at each pressure level was reduced on site,

plotted and reviewed by the U.E.& C. representative prior to starting

to pressurize to the next increment.

The structural integrity test was started on January 12, 1975

at 1515 hours and was terminated on January 20, 1975 at 1100 hours.

A time pressure curve is presented in Fig. 1.

TEST RESULTS

Radial Displacements Near Equipment Hatch

Invar wire extensometers were used to monitor the radial displace

ments near the equipment hatch at fifteen locations, as shown in Fig. 3

of Appendix A. The detailed displacement data are provided in Table I

of Appendix A. The radial displacements near the equipment hatch were

compatible with those found in the uninterrupted cylinder wall (Table 3).

Radial Displacements of Cylinder Wall

At elevations above 56 ft 6 in. to the springline, Elev. 191 ft 0 in.,

the radial displacements of the cylinder wall were monitored with the

invar wire extensometers located at Azimuths 15', 750, 1350 and 3400.

Extensometers were located at 10 ft intervals. Table 3 of Appendix A

provides the detailed data from these extensometers. Instrument IG22 was

__ __ )__ _ - 1 ~ - m

Note" GSIT Data PointsPressure (psi9 )

Time hrs 2400 2400 2400 2-400 2.400 2400 2400 2-400

Date 1-12-75 1-13-75 1-14-75 1-15-75' I-IG-75 1-17-75 1-18-75 l-lq-7E. 1-20-75

PRESSURE VERSUS TIME, STRUCTURAL INTEGRITY TEST

FIG. I

2400

improperly set prior to the test, resulting in exceeding the instrument

range prior to reaching peak pressure. Although the maximum deflection

at this point was not obtained, the total number of extensometers have w s provided an accurate record of the cylinder wall displacements. S,

J The radial displacements of the cylinder wall, measured at 10 ft a n n intervals from Elev. 56 ft 6 in. to the springline, have been plotted e

E to develop the relationship shown in Fig. 2. The distortion of the

S cylinder wall throughout its entire height can thus be seen at the t n e various levels of test pressure. r

a

Cylinder Growth and Dome Displacement A S S 0 c The cylinder vertical growth was measured relative to the base i a t at three elevations of the wall, 95, 143 and 191 ft, at Azimuth 1200. e S The displacement of the apex of the dome was measured relative to two

positions on the springline. These data, corrected to reflect vertical

displacement relative to the base, are shown in Table 2 of Appendix A.

The data indicate that vertical growth of the cylinder is about

one-half the radial displacement of the wall at maximum pressure. The

vertical displacement of the apex of the dome relative to the spring

line is about one-half the radial displacement.

Diameter Change of Equipment Hatch

The change in diameter of the equipment hatch ,during the pressure

test was monitored across two diameters. The data is shown in Table 4

of Appendix A. The maximum change observed was 0.03 in.

-7-

I8G

J.G

14G

12G

8G

G

4G

122 2.1

.2 .4 . RADIAL .DISPLACEMENT -IN.

RADIAL DISPLACEMENT OF CYLINDER WALL AT AZIMUTHS 15, 75" 135c, 3400

;71G. 2.

54

Crack Patterns

The total structure was optically surveyed to reveal cracking

which existed prior to the structural integrity test; and during the

test, the total structure also was surveyed for any major cracking.

During the test, specific attention was paid to:

1. The upper left-hand quadrant of the equipment

hatch boss

2. The upper right-hand quadrant of the personnel

lock boss

3. The 10 x 5 ft gridded area at Azimuth 1290 and

Elev. 115 ft


Elev. 186 ft


Elev. 43 ft 3 in.

6. The largest crack observed during the pre-test

located at Azimuth 245' and above Elev. 94 ft

above

above

above

inspection

Pretest Survey

The pretest crack inspection revealed surface crazing which was

not considered of any significance. Cracking that was recorded con

sisted of horizontal cracks less than 0.005 in. in width at construction

joints. Spider cracking generally consisted of three or four cracks

less than 0.005 in. in width and approximately 8 to 1 0 in. long at

almost all of the scaffolding insert holes.

Vertical cracking observed generally was random in nature and

occurred to the greatest extent between Elev. 100 ft 0 in. (approxi

mately) and 170 ft 0 in. Below 100 ft and above 170 ft, cracking

W was found to be much less prevelant. About 99% of all cracks observed S S s, were less than 0.005 in. in width. Approximately 1% of the cracks were J a between 0.01 in. and 0.005 in. in width. Appendix B contains drawings n e Y, showing cracking of a width between 0.005 and 0.01 in.

E 1 Cracking observed in the dome, from the springline to the apex, S t n were less than 0.01 in. Cracking occurred at form lines and was e r a associated with shrinkage of the surface.

A Development of Cracks During Test S S 0

The crack patterns developed under imposed test load at the a t e

S locations which were monitored, are presented in Appendix B. Excluding

the personnel lock boss, (which will be discussed separately), the crack

survey performed during the conduct of the test did not reveal any crack

which exceeded the test criteria (crack width of 0.035 in. over a length

of 20 ft). The majority of cracks observed generally were very fine

and were less than 0.005 in. in width. Some extension of the vertical

cracks was observed, but again was very small. The maximum crack width

measured in a detailed survey area was 0.019 in. over a 5 1/2 ft length.

This crack occurred at Elev. 115 ft 0 in. on Azimuth 129'. Maximum

crack measured at the equipment hatch boss was 0.03 and occurred at the

intersection of the wall and boss.

Monitoring of a typical large crack at Elev. 99 ft on Azimuth 2450

showed a widening to 0.018 in. starting from 0.01 in..

New cracks, which developed duringthe test, were vertical in

direction and the spacing was approximately 18 in. en center. No new

horizontal cracks were noted and the old cracks did not increase perw i ceptibly in width. The majority of cracking was concentrated in the s s,

middle third of the structure, with little or no new cracking being a n observed in the remaining portions of the structure. e

E Post-Test Crack Survey s t e At the conclusion of the test, the structure was surveyed again. r a Cracks, which were observed to open, or extension of cracks, which were

A seen at the test load, all returned essentially to a pre-test condition. s S o The crack patterns observed, widening and/or extensions, were considered c i a normal for the structure. t e S

Development of Cracking at Personnel Lock

During the course of the test, it was observed that large cracks

(exceeding 0.04 in.), but short in length, had developed aroung the

personnel lock boss. The major cracking observed occurred outside of

the detailed crack inspection area. Major cracking occurred at the four

corners of the bossed area. The maximum crack width observed was 0.10 in.

occurring in the lower right-hand corner. The major crack (0.10 in.)

tapered to 0.006 in. in 3 ft. Detailed drawings are presented in

Appendix B. The behavior of the crack was closely monitored during the

remainder of the test. The behavior of the crack with the loading and

unloading sequence would indicate that the cracking is an extremely

-10-

local condition. The crack did not propogate or widen during the

long hold periods when it was subjected to high test pressures.

W SUMMARY 1 S S,

J Interpretation of the data in light of the design concepts is

a nl not within the scope of our assignment. However, we feel that our many n e

Y, years of experience in observing the performance of reinforced c oncrete

E 1 structures under many types of test loading requires that a general S t

e commentary be made as follows regarding the behavior of this structure r

a under the application of the test loading:

A 1. The cracks, which were observed in the design and inspection S 0 C areas prior to testing, were fine and of the character that i a t e should be expected as resulting from thermal and drying

shrinkage. They are believed to be surface cracks and very

few probably extend beyond the outer layer of reinforce

ment.

2. The additional cracking and the extension and widening of

existing cracking, which occurred during the application

of test pressures, did not develop to the extent that yield

ing of reinforcement was indicated at any point on the

structure.

3. The cracking observed around the personnel lock appears to

be an extremely local condition. The crack did reduce in

width to acceptable limits in a very short distance.

4. The gross deformation measurements were well within pre

dicted values.

-11-

5. The overall performance of the structure was generally

elastic. The deformation measured immediately after the

test had a recovery of more than 80% with the exception

W of Gages IG 26 and IG 26A. These instruments were i s, located at the springline and redundant full diameter

J a measurements. n n e YRespectfully submitted, E I WISS, JANNEY, ELSTNER AND ASSOCIATES, INC. S tn/ n e 61-6 4-v-. r

a Robert Krause Assistant Director of Power Engineering

A Services s Reg. Prof. Eng., Illinois - 22449 s

a V -- <' :-t '" k . .. . -.

e Ted M. Brown

Director of Power Engineering Services Reg. Struc. Eng., Illinois - 2767

RK:TMG:RG

-12-

w i s S,

J a n n e y,

E

S t n e r a

A APPENDIX A s s 0 DISPLACEMENT DATA C i a t e s

m' an " a lm '110,--, ' lw 'i ,, I EL. 121.5'

I.G. 5 I

I.G. 14

I. G.

LG.

EL.

I. G.

EL. G.37'

I..G. G

EL. IIG.5

EL. 112..17'

EL. 110.5' EL. I

GG'

9e.4Z

I.G. 9

AZ I CO-

F IG,, 2 - EXTE.N'01t"ETIM,. rU N'_ ' F ,T H/.1" H I, H .....

m m) ' - - m m m -

D.E., 00 IS O

EL. 180'-0

EL. IGO-0"

EL. 140'-0"

EL, IZOLO"

EL. iOO'!_0

EL. 80O'-0

EL. GO -O"

EL. 50'-0"

D.E. 750

L.E. L.E. IZ00 1350

_1G. ZG a EL. I91!-o"

D0UBLE & M .G. 2-S . EL. IBI -O"

I.G. 2.2. EL. 151'-0"

ZI-0"

Z.G. 1l EL. 1I21'-0"

I.G. 23 EL. IGI0"

OFF 12.0' /--

M".G. 20 EL. I31'O"

.-I.G. 17 EL. 101L0 ''

I.G. IG EL. 91!-0"

4"-o 0FF 120'

L.P. Iq5 °

I 950 2550

I 1.G. ZG,27 8 31

EL. 1I '-O"

T.G, Z4 EL. 171'-0"

G. 30 _. 143-o '"

T.G. 21 EL. 141',-C)"

I.-. 1 EL. II I'-0"

1. Z.G. 29 EL. 35-0"

L.E. 12550

I.G. 25 EL. IZI'-0"

1.G. 22 EL, 151'-0"

I.G. Iq F-L. I ZI'-O"

r iT.G. ZGa. EL. 191" 0 '

DOUBLE

I.G. 23 EL. I L'-0"

". G. 2.0 EL. 131 '

IG. 17 EL. 10I'-0"

-~ __________ J. 1* I _______

L.E. D.E. D.E. 300° SIO 34-00 3cO °

I 2 "I.G. 2_G & Z5 EL. 191L-O'

)-.G. '24 EL. 171' 0"

I.G. 21 EL. 141'-O"

".G. 18 EL. I1 I'-0"

DOUBLE 1.G, 32EL. 5G'-G ' (

I II

FIG. 4 - EXTENSOMETER CYLINDER WALL

LOCATION ON

E-L. I eO'-0"

EL. J 40'-0"

EL. IZO'-O" EL. 140'lO"

:ELI zo0

-SL. 100!-0"'

-EL. 80o"

-EL. 50'-o"

EL. 50'- 0"

'270 °

EL. 43'-O0"

FIG.---5 - VERTICAL AND DOME

EXTENSOMETER LOCATIONS

m m m i m ms wi -o m6

TABLE I

RADIAL DISPLACEMENT OF WALL

NEAR EQUIPMENT HATCH - INCHES

DATE TIME PRESS.

1/12/75 1/13/75 1/14/75 1/14/75 2200 1036 0030 1715 12 21 41 54

0.036 0.099 0.372 0.544

0.044 0.115 0.441 0.640

0.048 0.132 0.470 0.674

0.042 0.094 0.373 0.553

0.040 0.116 0.454 0.661

0.039 0.118 0.458 0.659

0.033 0.094 0.391 0.585

0.012 0.083 0.416 0.631

0.045 0.121 0.383 0.524

0.031 0.094 0.384 0.583

0.036 0.103 0.415 0.633

0.036 0.102 0.395 0.591

- 0.028 0.079 0.327 0.502

0.029 0.086 0.355 0.543

1/15/75 0218

41

0.458

0.544

0.564

0.476

0.559

0.552

0.518

0.550

0.459

0.509

0.544

0.510

0.430

0.481

1/15/75 1/18/75 1/20/75 1/20/751/15/75 1030 18

0.260

0.297

0. 303

0.263

0.305

0.295

0.292

0.295

0.270

0.283

0.295

0.230

0.235

0.264

1534 21

0.269

0.306

0.314

0.267

0.316

0.313

0.292

0.296

0.281

0.288

0.303

0.285

0.243

0.264

0945 41

0.420

0.496

0.523

0.430

0.511

0.512

0.460

0.484

0.428

0.451

0.487

0.457

0.382

0.413

0539 12

0.205

0.235

0.243.

0.209

0.240

0.235

0.233

0.229

0.216

0.224

0.233

0.223

0.185

0.209

0.363 0.556 0.489 0.268 0.268 0.426 0.214 0.111

1100 0

0.106

0.122

0.128

0.107

0.124

0.122

0.127

0.098

0.113

0.119

0.122

0.122

0.095

0.113

IGl

IG2

IG3

IG4

IG5

IG6

IG7

IG8

IG9

IG10

IGI

IGI2

IGI3

IG14

IG15 0.029 0.089

m u~ ~ m -I Nm rn m

TABLE II

VERTICAL DISPLACEMENT OF WALL AND DOME - INCHES

DATE 1/12/75 1/13/75 1/14/75 1/14/75 1/15/75 1/15/75 1/15/75 1/18/75 1/20/75 1/20/75 TIME 2200 1036 0030 1715 0218 1030 1534 0945 0539 1100 PRESS. 12 21 41 54 41 18 21 41 12 0

IG29 (wall) . 0.000 0.008 0.053 0.093 0.085 0.037 0.039 0.070 0.028 0.008 46' to 95'0" at Az. 1200

IG30 (wall) 0.015 0.032 0.121 0.200 0.166 0.071 0.072 0.136 0.057 0.025 46' to 143'0" at Az. 1200

IG31 (wall) 0.021 0.050 0.195 0.334 0.295 0.143 0.144 0.226 0.120 0.058 46' to 191'0" at Az. 1200

IG27 (Dome) 0.042 0.098 0.349 0.586 0.509 0.249 0.251 0.417 0.208 0.101 46' to 262'0" at Az. 1200

IG28 (Dome) 0.042 0.094 0.337 0.577 0.498 0.241 0.242 0.402 0.206 0.099 46' to 262'0" at Az. 3000.

TABLE III

RADIAL DISPLACEMENTS OF CYLINDER WALL - INCHES

DATE TIME PRESS.

1/12/75 2200 12

1/13/75 1036 21

1/14/75 0030 41

1/14/75 1/15/75 1/15/75 1715 0218 1030 54 41 18

1/15/75 1534 21

1/18/75 0945 41

1/20/75 0539 12

1/20/75 1100 0

AZIMUTH 150

0.034 0.022 0.025 0.037

0.119 0.118 0.108 0.101

0.4 74 0.475 0.491 0.430

0.654 0.651

0.600

0.527 0.555

0.514

0. 265 0.299 0.343 0.299

0.282 0.297 0.342 0.300

0.504. 0.508 0.511 0.477

0.205 0.247 0.292 0.256

0.108 0.129 0.179 0.152

AZIMUTH 750

IG17 (El. 101) IG20 (El. 131) IG23 (El. 161) IG26 (El. 191) IG26a (El. 191)

0.037 0.035 0.019 0.030 0.026

AZIMUTH 1350

0.033 0.039 0.037

AZIMUTH 3400

IG32 (El. 56?6"?) IG32a (El. 56 6"1)

IG16 IG19 IG22 IG25S

(El. (El. (El. (El.

91) 121) 151) 181)

0.118 0.095 0.072 0.069 0.063

0.470 0.394 0.396 0. 316 0. 316

IG1 8 ICG21 IG24

0.694 0.578 0.596 0.463 0.464

(El. (El. (El.

111) 141) 171)

0.592 0.498 0.518 0.410 0.422

0. 319 0.281 0. 276 0.248 0.257

0.330 0.282 0. 276. 0.248 0.256

0.092 0.137 0.111

0.541 0.440 0.441 0.356 0.336

0.400 0.486 0.475

0.253 0.234 0.227 0.214 0. 219

0.557 0.668 0.675

0.133 0.129 0.130 0.138 0.141

0.480 0.562 0.627

0.023 0.021

0.257 0.313 0. 319

0.050 0.052

0.257 0.319 0. 321

0.182 0.183

0.433 0.529 0.525

0.274 0. 273

0.212 0.261 0.267

0.231 0.234

0.121 0.150 0.162

0.121 0.123

0.123 0.125

0.209 0.208

0.101 0.105

01.047 0.049

TABLE IV

DIAMETER

DATE TIME PRESS.

IG33

IG34

IG38

IG39

1/12/75 2200 12

0.005

0.005

0.018

0.036

1/13/75 1036 21

0.009

0.008

0.070

0.099

1/14/ 75 0030 41

0.018

0.018

0.412

0.474

CHANGE OF EQUIPMENT-HATCH SHELL - INCHES

1/14/75 1715 54

0.030

0.021

0.625

0.678

1/15/75 0218 41

0.024

0.016

0.525

0.586

1/15/75 1030 18

0.010

0. 006

0. 256

0.321

1/15/75 1534 21

0.011

0.005

0.261

0.330

1/18/75 0945 41

0.019

0.011

0.454

0.522

1/20/75 0539 12

0.002

0.002

0.214

0.259

1/20/75 1100 0

0.000

0.004

0.116

0.150

IG4O .025 .078 0.413 0.594 0.509 0.271 0.273 046 022015IG40 0.025 0.078 0.446 0.226 0.135

- M, a m m M M, M Mm m M ,MM M,

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-UNEI ION 13

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I- .......- F

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TELEirn.4 -.. ... ... 1

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J a n n e

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t n e r a

A APPENDIX B s s 0 CRACK SURVEYS c i a t e s

ELEV. 193'-0

ELEV. 188'-0

ELEV. 120'-.0"

ELEV. I15'-0

ELEV..48'- 0"

4 ,

I I

ELEV. .473'-0" 0 1 2 .= 5 4 5 ro 7 6 9 0

INDIAN POINT GENERATING STATION Unit No. 3

CRACK SURVEY-AZIMUTH °

JOB No. 74301Date I-G -75 Time 10: 40 .

Pressure "0"BEEOSE- Tr-Er')

&L , C,CK.S ,&r4l.E 0 005I CD

5KALLE. UNIL F_-S C74E ,WL5E INDICAE-=D.

wE I 1 I I

I WI I v3 I

V

I I

V

I WE ELEV. 43-0"

ELEV. 193'-(

ELEV. 188-0

ELEV. 120'-C

ELEV. 115'-0

ELEV. 48'-"

4-

1 2 5 4 7 ~5 (~ io

)IAN POINT GENERATING STATI Unit No. 3

CRACK SURVEY- AZIMUTH

JOB No. 74301Date 1- 14-74

Time 17:ZO -. <. e.H.

Pressure s4- PsLI _

11

)"

I,

--

().0c .5

\ ( - .()10.

. O D O E 5

IN[ ON

ELEV. 193'-0"

ELEV. 188'-0"

ELEV. 120'-0"

ELEV. 115'-0

ELEV. 48'-0'

.4

3

ELEV. 43'-0"

r I - I ____ I r

2±~~

-j _ IYi~ 0.

---4 -- _

--- F--0 1 2- 3 4 5 6 7 5 9 8Q


CRACK SURVEY- AZIMUTH 1250

JOB No. 74301 Date 1--0-75

Time t,:!5 P.K. 4<S=_ o

Pressure "0 'sL T TET) lNDC- .

ELEV. 19'3'- 0

ELEV. 188'-0'

ELEV. 120'-O'

ELEV. 115'-0

ELEV. 48'-'

ELEV. 43-0"


CRACK SURVEY- AZIMUTH 12E

JOB No. 74301Date .6-73 Time 0a00o 2.K.

Pressure "1" (- -)

ALL CR-6CA<5 A;2F 0.00&'02O 5MALLE-Ve, UNLE-SS. OT4F--WI.5. IND I CLSI-'T D.

" i7 15 9 IC

li -T7

11 7-A,

II

1 2 . 4 5 r "7 8 9 0ELEV. 193'-O'

ELEV. 188'-0"

ELEV. 120-0"

ELEV. 115'-O

ELEV. 48'-"

ELEV. 43-0 '

F Ur LJNE

ALL. CI L Z.< 1t5 TI4E -<TEEN.IS4,N OF [)K5v-.I.':

;'-4Q'TEE ON DD--.Avi?4.


CRACK SURVEY-AZIMUTH I2 g °

JOB No. 74301 Date 1-14-75

Time ooni, Pressure" 41 P-L e. .

AT 41 PsL 0CKINiS OCT-4JJ1NIG MOSTL'<

IN TI4E F IM O= E . SION5 L- OLD C2-.CK5 OZ--. WIEE-NINE7 COf-" "T4E[A.

GEMk--AL C-2AOKI MG

APF_4P~t 70 Ef ;- 9

I I

012 3 4 5 4: 7 8 9 0 ELEV. 193'- 0"

EL -.D y;5 ; ELEV 188"_0".,:07 -- J " !

- \ C 7

ELEV. 120'- 0

ELEV. 115'-0

ELEV. 48'-0"

ELEV. 4;3'-0"

IN[)IAN POINT GENERATING STATI Unit No. 3

CRACK SURVEY-AZIMUTH 12g

JOB No. 74301

ION

Date 1 -14-75 Time . :15 k.

Pressure . P_5.ALL CPACV,.2 4PE o.CQ5 " oQ 5M4LLE=, UNLE ,,5D Cn-=WII N DI CTE D.

IN[)IAN POINT GENERATING STATI Unit No., 3

CRACK SURVEY-AZIMUTH 129°

JOB No. 74301

ION

Date 1-20-75 Time 15:4s Q.k ALL Cp_c4 ARE Q 0 o DPs"o

PreLLe, UL,,ISS P--.LWl Pressure "2 P. 5L (Ar-Tr-P TrEsT),,C-r.

ELEV. 193'-0"

V

I I N I j I I I 1 I

I I I I 'I

20 19 18

17

16

15

14

13

12

10

9

8

7

6

5 4

2

___ -__ o .,_

- AIjI- 1 K - ~

±1 I F---______

20 13 18 17,IG I 14 15 12 11 10 3 5 ' 7 G 5 4 3 Z 1 0


EQUIPMENT HATCH BOSS

JOB No.74501 p

Date -0- 75

Time o6:,oo

Pressure "0" PsL L -4)_..cW

Surveyed by .K. 0E ,-__

20 19 '0

.1 1_ _Y_ E

17

16

15 1 14.

13 101

I Il 4

-A-F

2019 18 17 I15i 141I121 19 8 7 C 5 4 5 2 10

INDIAN POINT GENERATING STATION

Unit No. 3 EQUIPMENT HATCH BOSS

JOB No.74301

Date 1-14--75

Time : l1

Pressure 54 p5L

Surveyed by '.K.

A4W C2&c-Is 42E 0.00O5!, op!5 1 E.) Ut.JL.= SS Cr4E-RWl,5E= INDICATED

I I

h-I I I I WI I.. 1 I I

hIVE

U WI I I

20

19

18

17

16

15

14

13

12

11

I0

9

8

7 6

5 4

3

2.

I J ,

i 77

_1__!2/ '

20 19 18 17 I 15 i4 15 11 J1 9 8 7 G 5 4 3 2 10


EQUIPMENT HATCH BOSS JOB No.74301 p

Date ,-2o-7 Time : o

Pressure o psL (L4pte 1-Eir) ALL c. 1.2 G_ o op

Surveyed by , ,N ~W-5_

ELEV. 83'- 6

I I 2

/~ k '

______ .1- -~ 4 4'

N_ 14 HI_3 4 5 6 7 8 9 -10

PERS. LOCK


PERSONNEL LOCK BOSS AREA JOB No. 74301

Date 1-G-75

TIme 1 .oo Pressure It 0pL

Surveyed 12K.

A"w C1L--'KS &REM O.0-51 cO

SM,6LU UNLE, W-D.

T

9

8

7

6

5

4

3

2

PERS. LOCK

INDIAN POINT GENERATING

Unit No. 3 PERSONNEL LOCK BOSS

JOB No. 74301

Date 1-14-75

Time s -:j5

Pressure 54 .sL

Surveyed S.I,

NLCR4.CK-5 WRE 0,::)5" OP.

5M \I 2)U 1N.JEZ;, cZ7Tl4P \A 1

AREA

Ln55 T-AAK, - i'

CI2&:K TAI"Q5 F=Cv 0.10" 47 7'4E COF IJ. TO .025 4T " 'S --C 11 4

PER5OWN EL LOCK 5055 AREA

Date: 1/14/74

Time: 15:15

Prssure: 54 Psi. 5urveyed bg: :

-- 04it X 15i Lo,'47

APPR-c Ot /,T-- A .&T T64EC :':I. ::

.015"

.02.5 "--

.04" FOR I-o

.01" FOR .C

0'cx 0."

NOT ACC-SS;PLCL

-1

-± -05 00"

_-.075"

DIGPLACED fI"

PEReONNEL LOCK BOSS AREA

Date

Time- 1300 Hrs Pressure - 41 p.s.i.

Surveyed by - SGP

NOTE

ALL CRACKS ARF- O.OO5" UNLESS NOTED.

.05* 002

.C:c&51

.004 11

.O151i r-0 21C'-.

,007 P

- .01 +

.015 i

.0C5' D

. .C-c5 :

SEYOKID WALL_

-,025

D!r: PLA CEr) /

PERSCNNl'EL LOCK BOSS AREA

Date: 1/20/7,5

Time: 15:00 HR5.

Preosure •!"O 2PSL AMEP TES--T

Surveyed by: i.K.

NOTE: ALL C-ACKS A4E O.005 I

UlLE D5 OT44E.W15E H0-1 ,.

DATE: I./17/74 TIME: 13:00 MAPPIED 5Y- 2 \WOLFF

- ---

... EL. 7.5'n EL

/ 1 f~~t,4 F-'-TTeD F 1O. ' ~~~TO gQU LIrm IY- I

F2C

- - - I

F I *

F I~ F F

F I

F F' F I

F F

F I F F

4CDe

1.1_ L I t ! / J i j

DO~ME AJZE/

F I

i t

I .:IFE. F'O A FI F! ID M

F .F .. i

,rzI F I F I

2010

ir.)ZKCD po

DATE: 12/17/74 TIMG- 15:OO KAPPED y: P.V\/OLFF-

, . , ,

. .... I-

:.- -

< I f

, :.: . . . . .

S .. .... .. ....... .. ..... ....... ... ,L L.. ............ ..

1000....

r

70 oAL.95'

I I I' I

IH$F~CTI~D F~OH

\

.. .. .

DATE-: 12/17/74 TIKAE-: 13:30 MAPPED BY: R.V/0LFF

I 11951

E... ......

I1 1-j

i~olo170r160015(D

I: JJ

I p

IEL. '2G'-2I 'Y*

IK5P~OTE=-D FROM~ AREA.

DATE: 12/17/74

II I

.. L i J..

TIME: 13-50

JL't 1 /4

MAPPED BY: P-, WOL;FE.1

Ti j -I

Ii

*DOME Z 2Z

EL

22Y~

* I

210b

- -

* *1

4 2L300 9Qb

.......

' LAC):-,

DATE: 12/17/74 TIME" I:5 MAPPIED 5Y: R. WOLF-

It

* I I

* I

.~L. 2W~'

- I

2~0o ~ 24o~

* I.

*1

OINPECTE H-:.Cl

:.i

DATE 2/17/74 7Tf

al I I : i' I .i . I I ,

: I i ii i . ..

MAPPP-ID 5Y: Q,\A/OLF"

t o I

E I ". i t

/

(I)

35c~01~iiii

II

~~0e - -

TIME : 5 :5C0

2~ZL

IM5PECTED f=CM DOME 1RE4

' EL. 193'

I

I 16

II I

)ATE: 12/18/74

*.

I.

II

(

TIME:130 MAPPED

P-Q~LPMI1VfFH4TO"-4

55 * * . I , I • : I. . .

LBL 43• ___

S5...0400

... . . . . .. . . .. .. .. . .. . .

iI

i! : ;2 0

1031

~QO

EY: R ,WOLPF

i ! " : : i . . .

rl

J DATE: 12/q/'74 EL. _7 -1 .7,77....

175'i-i

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1,4N IA

T1ME: 10:50 MkPPED Y" RI. WOLPF

I

* I * I

lie)

Io~

FUEL !T5C 2AG,1UILDll9

I EL.45

Is

II . . L . .; : ! . ;

.- -! . -I .; -.Ii.

IFNA=

IICY eQ0 CO

75

58

... 00._ _ ..... "'0

1101 I 00 °E Q:) _/ v

DATE 1,2/ 19/74IEL. 193'

.. I 178

I

1C:3I

TIME : 05:50

NE

I -- 5 ' 7. ,... .. ... . ...

i -_ .-.i

Pr=,R50l NEL

170

* I * I

L K A.ZIMUTH f ZOC1AO 40 kNE EIRIO CC icc) Qz F4A1' W9ILDINE,

D ALLEy WAY, Z-LC:

I -

1500

1 cII: " ii:40

Ii t1

P - i bo-

w4APPED bY: .VOF

MASPPED BY: . WOLFF

)1'

73' 5 I0 'WI A I <K: p

PAN W0OM

.. I 1,o

I

14$' "i

11(s

Io

I:

DATE : 12/193/74 TIME ". 14:00

! .

2 10024E°

DATE: 12/19/74

17. ~I .78 1.

I I

TIME: 15:50 MAxPPED EY . R. WOLPP

' lei

1035

75'L.

ii I I

I- I I ____________-

2S00

I I

SSHIEWD WALLPEEN ET;ZATMOl

II

I.,.,. I..

* I

'I

2 7 0 " 2 5 0 0 ° 2 5 0

i

4 -.- 0"

II 1 - ;.. I ;- !, :,

DATE: 12/13/74 TIME: 14:00 MAPPED BY • R. WOLPFIL. ~91' I

wE 178'

148 U* 4"'

118

751

* I ( F

p jI. I

I I j ii II, I II'

~G00~, 4.0

I.

* . I.

IL431 I-.

I I

3200

51 iI,

SI Ci l

500!

D4TE-: 1/ PJ L. 3TT'

I

I H I

tFo

20/74. "

I i

- - -. . ... .. .....

FIME: Oc5:~O M.PPED BY :. WOLFF

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I: I. -I -

I I

I'A4JO~ CZt~ZK

P, L 01010i1

1

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Documents

STRUCTURAL INTEGRITY TEST · 2012. 12. 3. · tional Structural Integrity Test (S.I.T.) was performed to demonstrate the structural capability of the containment to withstand postulated