CONTAINMENT .BUILDING STRUCTURAL INTEGRITY TEST

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CONSUMERS POWER COMPANY

PALISADES PLANT

CONTAINMENT .BUILDING STRUCTURAL INTEGRITY TEST

BECHTEL COMPANY

JOB 5935

. November 1970

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ATTACHMENT

CONTAINMENT BUILDING

STRUCTURAL INTEGRITY TEST

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• TABLE OF CONTENTS

Paragraph Page No.

1. 0 INTRODUCTION 1-1

2.0 SUMMARY 2-1

3.0 THE CONTAINMENT STRUCTURE 3-1

3.1 Structure Description 3-1

3.2 Design Criteria and Methods 3-2

4.0 TEST PLAN 4-1

4.1 Test Measurements 4-1

4.2 Sensors 4-3

4.3 Sensor Locations 4-4

• 4.4 Fabrication and Installation of Sensors 4-6

4.5 Data Acquisition Equipment 4-8

5.0 TEST PROCEDURES 5-1

5. 1 Evaluation of Sens or and Data Acquisition System Performance 5-1

5.2 Test Data Acquisition 5-2

5.3 Data Reduction 5-6

6.0 DISCUSSION OF TEST RESULTS 6-1

6. 1 Strain Data 6-1 ~ --6.2 Tendon Load Cells 6-7 c:-i --.. 1

6.3 Displacements 6-8 ·.-=--··-

6.4 Concrete Cracking 6-9 ~

• 6.5 Assessment of Test Data 6-9

ii

• Paragraph

7.0

APPENDICES

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TABLE OF CONTENTS - continued

CONCLUSIONS

7. l

7.2

7.3

7.4

Prestressing Forces

Pressure Test

Prestressing Plus Test Pressure of 63. 3 psig

Prestressing Losses·

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Page No.

7-1

7-1

7-2

7 .. 3

7-4

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• LIST OF FIGURES

FIGURE TITLE

3-1 Containment Structure

3-2 Finite Element Mesh

4-1 Schematic Arrangement of Rebar Gage

4-2 Thermocouple Sensor

4-3 Strain Gage Load Cell

4-4 Stressing Jack Used as Hydraulic Load Cell

4-5 Wiring Installation

4-6 Typical Section Sensor Loca~ions

• 4-7 Equipment Opening and Buttress Sensor Locations

4-8 Sensor Installation Details

4-9 Load Cell Locations

4-10 Taut Wire Displace~ent Transducer Locations

4-11 Map Areas of Concrete Cracks

6-1 Strain vs. Time-Rebar Sensor (Pr es tressing} Gage SGL-1-002A

6-2 Strain vs. Time-Rebar Sensor (Prestressing} Gage SGL-1-0llA

6-3 Base Slab Temperature and Strain SA 10-01, SA 10-02

6-4 Haunch Temperature and Strain SA 10-03, SA 10-04

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• LIST OF FIGURES - continued

FIGURE TITLE

6-5 Strain vs. Time-Rebar Sensor (Prestressing) SGL-l-021A


6-7 Strain vs. Time-Rebar Sensor (Pr es tressing) SGL- l-029B

6-8 Strain vs. Time-Rebar Sensor (Pr es tressing) SGL-l-030B

6-9 Strain vs. Time-Rebar Sensor (Pres tressing) SGL-l-044A


6-11 Strain vs. Time-Rebar Sensor (Pres tr es sing) SGL-l-069A

6-12 Strain vs. Time-Liner Sensor (Pres tr es sing) SGL-5-08A

6-13 Strain vs. Time-Liner Sensor (Prestressing) SGL-5-47E ;. 6-14 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-l-002A

6-15 Slab Strain During Pressure Test SA 10-01, SA 10-02

6-16 Haunch Strain During Pressure Test SAl0-03, SA 10-04

6-17 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-1-0ZlA

6-18 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-1-022A

6-19 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-l-029A

6-20 Strain vs. Time-Rebar Sensor (Pressure Test} SGL-l-030A

6-21 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-l-029B

6-22 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-l-030B

6-23 Strain vs. Time~Rebar Sensor (Pressure Test) SGL-l-044A

6-24 Strain vs. Time-Rebar Sensor (Pressure Test) SGL-l-045A

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• FIGURE

6-25

6-26

6-27

6-28

6-29

6-30

6-31

6-32

• 6-33

6-34

6-35

6-36

6-37

6-38

6-39

6-40

6-41

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LIST OF FIGURES - continued

TITLE

Temperature (°C) vs. Time-Thermocouple Sensor (Pressure Test)

Temperature (°C) vs. Time-Thermocouple Sensor (Pressure Test)

Inside Hoop Strain - Typical Section

Outside Hoop Strain - Typical Section

Inside Meridional Strain - Typical Section

Outside Meridional Strain - Typical Section

Inside Hoop Strain - Buttress

Outside Hoop Strain - Buttress

Inside Meridional Strain at Buttress

Outside Meridional Strain at Buttress

Vertical Section at Equipment Opening

Horizontal Section at Equipment Opening

Load Change vs. Time-Load Cell (Pressure Test) Hoop Tendon



Load Change vs. Time-Stressing Jack (Pressure Test) Hoop Tendon

Load Change vs. Time-Load Cell (Pres sure Test) Dome Tendon

vi

TC 6-03

TC 6-04

64BF(25°)

64BF(l45o)

34DF(l45o)

34DF(265°)

~2BL25(North: c.;, -J

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FIGURE

6-42

6-43

6-44

6-45

6-46

6-47

6-48

6-49

6-50

6-51

LIST OF FIGURES - continued

TITLE

Load Change vs. 'I'.ime-Load Cell (Pressure Test) Dome Tendon

Load Change vs. Time-Load Cell (Pressure Test) Dome Tendon

Load Change vs. Time-Load Cell (Pressure Test) Dome Tendon

Load Change vs. Time-~tressing Jack (Pressure Test) Vertical Tendon

Load Change vs. Time-Stressing Jack (Pressure Test) Vertical Tendon

Radial Displacement 176° Meridian (Typical Section)

Radial Displacement 85° Meridian (Buttress}

Displacement Profile

Concrete Cracks .

Concrete Cracks

vii

D2BH25(South)

D3TZ8(North)

D3TZ8(South)

V-94 (85°)

v 278 (270°)

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SECTION 1 INTRODUCTION

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.1. 0 INTRODUCTION

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The Palisades post-tensioned concrete containment structure, incorporating

a prestressed dome and a vertically and circumferentially prestressed

cylinder wall,. is the first such secondary containment structure to be built

in the United States. As such, its design criteria had to be established

without benefit of dire<:t precedent and could not rely entirely upon existing

building codes. Therefore, a testing program was developed to monitor the

response of the structure to loads imposed during construction and during

the pressure test. Subsequent comparisons of the measured response and

that predicted by the analyses were used to assess the design methods.

During the planning phase of the test program, specific requirements for test

• ,, procedures and data were determined, sensors and data acquisition equipment

were selected, and sensor locations were defined. The testing procedure was

implemented by evaluation of sensor and data system performance, and by

accumulation of data relating to structural behavior. The.final phase of the

testing program consisted of reduction and interpretation of the data.

Prestressing: operations occurred during the.period May 1969 through September

1969 .. The pressure test was performed between the dates March 23, 1970 to

March 31, 1970.

This report is a detailed description of the Palisades containment testing

program in terms of the phases outlined above. ----

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SECTION 2 SUMMARY

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• 2.. 0 SUMMARY

The containment test provides data on structural behavior for assessment

of the design methods. Test measurements include concrete~ reinforcing

steel and liner strains; concrete temperatures; prestressing tendon forces;

overall displacements; and concrete cracking patterns. Approximately

450 sensors were used to obtain the test data.

Test measurements were made both at locations where analytical predictions

of the measured parameters were expected to be accurate and at locations

where supplemental information on structural behavior was deemed useful.

Strains, displacements, and concrete temperatures were measured along

• buttress and typical wall sections and around the equipment opening. These

areas were selected since they give a relatively complete representation of

structural behavior. Strains were measured in both the circumferential and

meridional directions and near both the inner and outer faces of the concrete

and liner. Tendon forces were measured on two tendons from each group -

hoop, vertical and dome. Radial and/ or vertical displacements of the contain-

ment were measured at regular sections as well as around the equipment

opening. Concrete crack patterns were plotted both for areas away from

discontinuities and for areas where concrete surface stress concentrations

were expected. -

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Test data were recorded starting in the early phases of construction and

continuing through the end of the pressure test. The data were reduced and

evaluated at periodic intervals to determine sensor and structural behavior.

Time base strain and temperature data were plotted for the period beginning

at the start of post-tensioning and continuing through the pressure test. Tendon

force and containment displacement data cover only the pressure test period.

These plots, a number of which are included in the report, show the response

of the structure to the loads imposed by temperature, prestressing and pressure

and also serve to establish the credibility of sensor performance. The data

also are plotted to show the integrated behavior of the structure at the conclusion

of prestressing and at maximum test pressure, the two conditions for which

analytical predictions of strain have been made.

The test data shows that the containment met design criteria and shows

agreement with predictions made with the design methods. There is no

evidence of structural instability or loss of equilibrium. The strains resulting

from pres tressing are within the expected range and the residual strain

resulting from pressurization is negligible. There is, therefore, direct

evidence-that the structure can sustain the two largest loads, pressure and

prestressing.

2-2

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Thermal gradients existed before and during prestressing and the pressu:l"e

test. Local strains resulted with no measurable effect on equilibrium.

All information provides evidence of a conservatively designed containment

which satisfies the design criteria.

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~ECTIUN 3 CONTAINMENT

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----· 3. 0 THE CONTAINMENT STRUCTURE

The containment is a reinforced and post-tensioned concrete structure: The

primary function of the containment is to confine the radioactive material

which could be released by the nuclear steam supply system under postulated

accident condition~ as defined in the FSAR 1.

3. 1 Structural Description

The containment structure consists of a vertical cylinder with a convex

dome and a flat bottom slab. The approximate overall diameter and

height of the structure are 123 ft. and 207 ft. , respectively. Both the

dome and the cylinder are constructed of prestressed, reinforced

• concrete while the bottom slab is constructed of reinforced concrete.

A steel liner extends along the entire internal surface of the structure

and is anchored to the concrete at regular intervals. The structure has

an equipment hatch, personnel access locks and a large number of

smaller penetrations for piping, ventilation and electrical wiring.

Figure 3-1 illustrates- the general configuration and dimensions of the

structure.

The cylindrical wall is prestressed in the vertical and circumferential -directions. The circumferential prestressing tendons are anchor~

C)

1 ·:::::i Palisades Plant, Final Safety Analysis Report, Consumers Power Company

• 3-1

• at six buttresses equally spaced around the wall. The dome roof is

prestressed by tendons anchored at the ring girder and extending over

the dome in three directions.

3. 2 Design Criteria and Methods

Criteria and methods were evolved for proportioning the containment

reinforced concrete and prestressing forces to resist design load

combinations. The criteria and methods are based on building codes

which have adopted the American Concrete Institute recommended

practice designated ACI-318-63. Advanced criteria and methods were

used on the advice of consultants in the fields of concrete technology

and methods of analysis. The criteria and methods required explicit

• provisions for containment strength in excess of that needed to sustain

. ' design load combinations.

3. 2. 1 Design Criteria

The criteria are more completely described in the FSAR and

summarized here. They require the use of measured prestressing

forces, in the horizontal and vertical directions, which exceed

pressure fo·rces in like directions. The concrete must be com-

pressed by the excess prestressing forces which are highest

when the containment pressure is lowest and decrease as the

-containment pressure increases. The equilibrium conditjon is

described by the simple equation, F-P = C with a requirement "'-,:

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that F must be greater than P. (F designates the prestressing

force; P designates the design pressure forces·; and C

designates the forces which compress the concrete.)

Concrete creep and shrinkage and steel relaxation must be

explicitly estimated and provided for in the design such that

F remains larger than P during the plant lifetime. The criteria

also require that the design work make explicit provisions for·

verifying that the F forces are indeed equal or greater than

those needed to resist P.

The gross area (Ac) of concrete is required to be large enough

that C (the compressive force) divided by Ac does not exceed

0. 3 times the strength (f~) of a cylindrical specimen of concrete •' .. < tested by ASTM methods (C/ Ac = 0. 3fb). Concrete t"ension,

such as results locally from flexure, is required for control of

concrete cracking whether local tension areas are predicted or

not.

Design Methods

These methods are defined to include techniques necessary for

predicting, in accordance with design criteria and before

construction, the needed proportions and resistance to forces

of the containment and important components.

3-3

The met!tods :--~

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are used for predicting ranges, rather than single values of

phenomena, in recognition of the fact that both loads and

material properties are variables. They include analytical

methods which use mathmatical formulae and/ or experimental

methods which measure discrete physical phenomena. They

are described more completely in the FSAR.

a) Analytical Methods

These fall into two general categories. One category

requires an assumption that the theories of elasticity are

applicable. The other either does not require the theory

of elasticity assumptions and/ or provides methods which

provide for cases where the assumptions are not considered

entirely applicable.

The more important of. the two categories places the most

dependence on measurable phenomena rather than on

assumptions for calculational purposes. One example, C::J

F-P=C, utilizes, in effect, a force equilibrium ea~ation . ... _ -...1

It is illustrated as follows for vertical prestressing with

178 tendons. The measured force per tendon durrng

installation was about 750 kips for a total Finitial

of about 134, 000 kips. The vertical pressure force

at test pressure of 63. 3 psi was about 96, 200 kips.

With a 10% loss in F. 't'al at the time of pressure test, lnl 1

3-4

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Ftest woUld be about 120, 000 kips. C, at the time of

maximum test pressure, would then be about 24, 000 kips

of force compressing the concrete in the vertical direction.

(The calculations for simplification do not take into account

the 1% to 3% increase in F expected when the containment

is pressurized.)

Another example is the requirement that F/Ac=f < 0. 3£ 1 • c c

The concrete area, (Ac) on a plane perpendicular to the

vertical a.-.,::is, is about 188, 000 sq. in. and the initial f c

is about 0. 64 ksi. The measured f(: was in excess of 5 ksi,

hence 0. 3fC. is conservatively calculated as 1. 5 ksiand

therefore fc = 0.64 ksi<C>.3 f~ = 1.5 ksi. At test pressure

fc, on the same basis, is reduced to about 0. 13 ksi of

compression. The fc values would be changed slightly by

theory of elasticity equations which include the effects of

Poisson's ratio and horizontal prestressing forces. However,

concrete creep and shrinkage and steel relaxation variables

affect the accuracy of the predictions from those_ equations.

The preceeding illustrations are essentially incontrovertible

since minimal dependence is placed on assumptions. Force

equilibrium equations of a similar nature were satisfied. for c::)

the horizontal F to demonstrate that design criteria w·ere <:-:..) -1

3-5

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met and to provide assurance that force equilibrium, a

basic assumption of the theories of elasticity, would

exist. Later described finite element methods, based

on the theories of elasticity, were used to estimate the

effects of inelastic strain en prestressing losses and local

stress intensities. For the estimate, the assumed modulus

of elasticity (E) was varied in accordance with estimates of

the "sustained E" using information obtained from concrete

specimen tests made at the University of California

laboratories at Berkeley, California, and reported in the

FSAR.

The second category of methods includes those which require

the assumption that the structure is axisymmetric and that

the material properties , ass urned for calculational purposes ,

are as idealized for derivation of the theories of elasticity.

The basic method is a computerized finite element method

developed at the University of California and described in

the FSAR. The methods were used to predict the strains

shown. on the figures in this report which also contain the

measured strains for comparison. The method requires

that the structure be mathmatically described as a seties C)

of circular ring elements which are connected at poi~t~

3-6

• called nodes. Lines connecting the nodes form the

boundaries of elements are collectively called a mesh

as is illustrated by Figure 3-2.

The computer input requires a description of the spatial

relationship of the nodes; element material property

information such as E and material weight; and the

magnitude and direction of loads. The computer is then

required to formulate a stiffness matrix, solve simultaneous

equations and print an output of results, all based on pre-

programmed logic.

The computer output provides predicted strains, deformations

and stresses at each element. It also provides, on demand,

normal force and moment information at pres elected locations.

The forces and moments are based on the predicted stress

intensities for the elements at the selected locations.

The correctness of the predicted strains (and, to an extent,

local stress intensity) as compared to those measured, is

dependent on the validity of a number of assumptions. The

assumptions include:

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• 3-7

• (1) The axisymmetry of the actual structure as

compared to the one mathmatically described for

input to the computer. The analyses which provided

the predicted strain for this report assumed that

the actual structure was perfectly cylindrical with

no dis continuities such as buttress es , flat spots or

penetrations and that there were no deviations from

axisymmetry of applied forces. The assumptions

of axisymmetry were considered sufficiently valid,

especially for the pressure loads

(2) All material properties satisfy the usual assumptions

of the theories of elasticity. The validity of the

-· assumptions is, of course, partially denied by other

design methods which provided for inelastic cons e-

quences such as loss of prestressing force due to

concrete creep and shrinkage and steel relaxation.

(3) No loads are imposed on the structure during the

test except the weight of the structure, the pre-

stressing forces and a pressure of 1. 15 P = 63. 3 psi.

It was expected that thermal gradient loads would

exist. They were not, however, explicitly considered

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• in the analyses (which were made in advance of the

application of prestressing forces) since neither the

seasonal nor daily weather conditions could be

predicted for the prestressing or pressure test

periods.

(4) All loads would be instantaneously applied. This

assumption was necessary for simplification of

analyses and, if the structure were ideally elastic,

would be o! insignificant consequence except if

comparisons with strains measured during concrete

placement were desired. However, for realistic

assumptions including inelastic properties, the time

• required to prestress the containment was expected

to result in differences between predicted and

measured strain with the magnitude of the differences

dependent on the sequence and unknown rate of

prestressing. Fortunately, no extensive attempt

was made to predict the differences since, for

example, an unanticipated and protracted labor

stoppage halted prestressing and would have made

such an attempt an academic exercise .

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• (b)

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The following are numerical values of material

. properties used for the strain predictions that are

compared with measurements in this report~

Ec during prestressing = 4. 1 x 106

Ec during pressure test= 4. 7 x io6 psi

v c during pres tressing = 0. 26

"c during pressure test = 0. 26

6 Es = 30 x 10

"s = O. 29

Concrete unit weight= 150 lbs per cu. ft.

E - modulus of elasticity

v - Poisson's Ratio

Experimental Methods

The experimental methods used at test locations remote

from the containment were used to deter.mine strengths.

Examples include tests of tendons; end anchor hardware;

prestressing steel; and anchorage zone concrete and

reinforcement. Other tests determined Es, fsy, Ec, v c,

F~ and other pertinent material properties such as concrete

creep and shrinkage, steel relaxation and tendon friction

coefficients.

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DS TAii... 0 FIGURE 3-1

CONTAINMENT STRUCTURE

• • •

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FIGURE 3-2

FINITE ELEMENT MESH

• •

SECTION 4 PLAN

' •

• 4. 0 TEST PLAN

The containment test plan integrated reliable hardware and methods into a

system capable of accomplishing the test objectives. Planning phases included

review of the state-of-the-art in post-tensioned co,ncrete structural testing;

designation of physical parameters to be measured; design and selection of

hardware; specifying installation techniques, data handling methods and quality

control procedures; and coordination of test work with .the construction schedule.

4. 1 Test Measurements

Test measurements included concrete and reinforcing bar strains,

concrete temperatures, liner strains, tendon loads, surface displace-

• ments and concrete crack patterns. The major obj.ective of the measure-

ments was to determine the behavior of the containment as a shell type

structure.

Concrete and reinforcing bar strains were measured to ( 1) verify the

validity of the assumptions used in the structural analyses, (2) determine

if the concrete remained in compression under combined prestress and

maximum test pressure, (3) assess the behavior of the structure in

regions of discontinuity, and (4) monitor structural behavior during

pressurization. The test measurements of reinforcing steel strain were

considered to represent the effective strains in the reinforced composite ..

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• 4-1

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Concrete temperatures were measured in the vicinity of several

concrete strain sensors to allow evaluation of the thermal strain

component resulting from temperature gradients in the concrete.

Liner strains were measured to determine how the liner interacted

structurally with the concrete shell under the prestressing forces and

subsequent internal pressure. The liner was fastened to the concrete

at the anchorages but was expected to exhibit independent structural

behavior elsewhere.

Tendon loads were measured to evaluate the interaction between the

tendons and the concrete shell and to provide assurance that the tendon

force change during pressurization remained small.

Containment surface displacements were measured during pressurization

to determine (1) the degree of correlatj.on between strain and gross

aimensional changes (integrated strain) and (2) the patterns of diameter

change due to the presence of buttress es, openings and other non-

axisymmetric features.

Concrete crack patterns were observed prior to artd during pres tressing

and measured in selected areas during the pressure test. The size,

growth and pattern of cracks was indicative of the state of strain at the

concrete surface and, in areas of stress concentrations, the cra..c:.k data C)

were a supplement to the strain measurements . -.:::-

4-2

• 4.2 Sensors

The sensors used for test measurements were selected for long term

reliability in a construction environment, operational simplicity and

ease of installation.

Carlson strain meters and Valore encapsulated strain gages were used

to measure strains in the concrete. The Carlson strain meter is a

commercially available concrete strain measuring device with a long

record of successful performance, principally in dams and other

massive structures.. It is basically a resistance strain gage comprised

of a brass tube enclosing two coils which change resistance as the tube

strains longitudinally. The Valore gage is a bonded wire resistance

• strain gage designed for use in concrete .

Reinforcing steel strains were measured on three foot lengths of No. 4

bar embedded in the concrete adjacent to the main steel. Strain gages

were shop mounted on the bars and covered with a waterproofing and

protective coating as illustrated in Figure 4-1. Separate bars were

used in preference to strain gages mounted directly on the main reinforcing

steel because of the much greater quality possible in shop· fabrication.

Liner strains were measured with foil strain gages bonded directly to

the steel and potted for protection against moisture intrusion and mechanical

damage during concrete pouring operations. --=-

• c..-,

4-3

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Thermocouples embedded in the concrete near selected strain sensors

were used for measuring temperatures. Thermocouple details are

shown on Figure 4-2.

Spool-type strain gage load cells and stressing jacks, modified to

function as hydraulic load cells, were used to measure tendon forces.

The construction and utilization of these devices are illustrated in

Figures 4-3 and 4-4. The modified stressing jacks replaced three

strain gage load cells which were damaged during construction. Both

the strain gage load cells and the modified stressing jacks were cali-

brated prior to use. Calibration is covered in the Appendix.

Containment displacements were measured with taut wire extensometers

as described in the Appendix.

The lengths and widths -of concrete cracks were measured with a scale

and by an optical comparator, respectively. The crack patterns were

plotted during the air test.

4. 3 Sensor Locations

Sensor locations were designated to provide relatively complete data on

overall containment behavior. Since the major objective of the test was

to provide data that would be useful in assessing the analyses, sensors

were placed both at locations where predictions of the measured~antity a

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4-4

• were expected to be accurate and at locations where measured values

were deemed desirable to supplement the analyses. Strain sens ors

and thermocouples were located along two typical sections, two

buttress es and around the equipment. opening as shewn in Figure~ 4- 5 ,

4-6 and 4-7. Figure 4-8 shows placement details and orientations.

The shift in typical and buttress sections above elevation 601 was

necessitated by construction requirements.

The typical sections were chosen to be as remote as practical from

non-axisymmetric structural features in order to measure strains

which could be compared with those predicted by the axisymmetric

analysis. The buttress and equipment opening were selected as the

• major non-axisymmetric structural features .

The strain sensors were grouped to measure circumferential and

meridional (circumferential and radial with respect to the equipment

opening) strains near the inside and outside faces of the shell and on

both sides of the liner. At several locations, a third sensor was added

to measure the strain component inclined at 45° to the circumferential/

meridional directions. Strain sensor spacing was determined by

ex!Jected strain gradient with closer spacing in zones of high gradient.

Redundant sensors were installed at key locations to provide backup

data in the ev.ent of sensor failure. _:::; ..

• 4-5

• Load cells were installed at the upper end of two vertical tendons

and at both ends of two hoop and two dome tendons. The load cell

locations are shown in Figure 4-9.

Taut wire displacement transducers were located as shown in Figure .4-10

to measure vertical and radial growth of the cylinder, dome displacements

and displacements at the equipment opening. The displacements were

measured in this manner only during the pressure test.

During the pressure test, concl'ete cracks were mapped in the areas

shown in Figure 4-11.

4.4 Fabrication and Installation of Sensors

• The fabrication and installation of all sens ors were covered by

comprehensive specifications and procedures. Quality control was

maintained through shop and field inspection of work in progress, on-

site and laboratory evaluation of fabricated sensors and long term

surveillance of performance and other pertinent characteristics of

in place sens ors.

Strain gages, both on Nci. 4 reinforcing bar and on the liner, were

fastened with adhesive and waterproofed. Strain gages field mounted

to steel specimens were evaluated in the laboratory both to verify

gage characteristics stated by the manufacturer and to evaluate

installation techniques . This work is reported in the Appendi.""C . . Tue ....... _ ... --..1

4-6

• reinforcing bar sensors were shop fabricated to constructional and

! performance specifications. Prior to installation in the structure,

all reinforcing bar sensors were submerged in water for a period

of two weeks to insure integrity of the waterproofing. Where necessary,

installed sensors and lead cable conduit were shrouded by steel channels

to prevent damage during concrete placement.

The tendon load cells were manufactured to dimeD:sional requirements

and performance specifications requiring that the cells measure axial

ioad to within 5 kips plus 1/ 2% of load (tendon force is on the order of

750 kips). The cells were calibrC).ted against a standard load cell

traceable to NBS. In addition to axial calibration load, the cells were

• subjected to eccentric load, inclined load, irregular load, temperature

extremes and water immersion to assure conformance to specifications.

The cells were designed to remain in place and act as structural

members· for the life of the containment. Load cell calibration data is

included in the Appendix.

Thermocouples were type-tested at ice bath and boiling water temperatures

to insure correct output. The thermocouple probes were grouted into

holes drilled into the concrete. Those thermocouples near the cavity

side of the structure were inserted through the liner.

-...:.-

-- .. J

-- ... : •• 4-7

• Instrumentation lead wire for the strain gages and the Carlson

Meters was No. ZZ AWG three conductor shielded cable. Three

conductor cable was used with the single element liner strain gages

. for temperature compensation. All cables within the concrete were

encased in watertight flexible conduit. Load cell and thermocouple

leads were, respectively, No. ZZ AWG four conductor shielded cable

and copper/ Constantan thermocouple wire.

4. S Data Acquisition Equipment

The data acquisition equipment used during the structural test included

a lQQ-channal manual switch and a balance strain indicator system, a

Wheatstone bridge designed for use with Carlson strain meters, a

• SQQ-channel automatic digital data acquisition system, and a separate

automatic system used for displacement measurements. The lQO-

channel manual system was used to monitor strain gage performance

prior to the start of pres tressing. From the start of pres tressing

until the conclusipn of the test, data from all devices , except the

Carlson strain meters and the displacement extensometers, were

recorded by the SQQ-channel automatic system.

The SQQ-channel data acquisition system included both a printer and

an incremental write tape recorder as output devices. System operation

.,

__ :;;,-

~. C.)

--·J

4-8

• was controlled by a digital clock programmed to initiate data

acquisition at regular intervals. Strain gages and load c~lls were

connected directly to the system. Thermocouples were connected

to the system through battery-powered cold junction compensators.

4-9

·~ -.-

-J

••

•

114 Re-Bar 31-0 11 long

See Detail A --

Hose Clamps ---

Protective Sleeve

Tie Wire To Re-bar

Over Wax

3 Con. Shielded Cables

Smooth And Widen Both Sides By Filing As Req;.iired. Mount Strain Gage One Side Only.

l__~L ___ J -

.(

DE"iAIL A

_____ \4 L

Strain Gage

FIGURE 4-1

SCHEMATIC ARRANGEMENT

OF

REBAR GAGE

WI i

I L_ ______ ___;. ______________ ~--~~~--~~----~~~------------~~~--.----~----~~------~

Connector Block

(' (' . c u ·1 / ··, ,., I .. '.) tj

...

Casing

! .. I

-------------.----------, - - . .JJ..1'JIL..~!».).~W...IJ.i'.NI

------------------.---.1 ~

Thermocouple Extension Wire

FIGURE 4-2

Thermocouple Sensor

Compacted Magnesium Oxide

Copper/Constantan Junction ,

• r Bearing Plate

P'.

• CJ .~ ... r;?"· ..

• <'.) .

.. U·f\

/, 10 in. 0. D . 1 l Load Ce II Washer

/ I

• C3 {7'. ~· . . . - Strain Gages - 16 Total ;

_<J·.~

•

.. ,i. ·. ;._,· ' ~. ·u

. .

a a

P·

d

•

i

. 4 . . . . .

J 0 .· . . . . /j . o .

•. <1. 0

FIGURE 4-3

STRAIN GAGE LOAD CELL

Load Cell

Load Ce 11 Washer

·- Stressing Washer -Shim Washers _.:;;. .....

-: ~ ...

.. ;:.. .....

•

i.

•

Dial Indicator (.001'')

Stressing Washer

. ( - .:::

4 :\ !J

A

0

C·

0

0 :

500 Ton Ram

.. ~.

FIGURE 4-4 STRESSING JACK

/

10,000 psi r Pressure Gage

/. 0.1%

Release Val~ _,,..-- Coup Ii ng

9 ,000 psi . Pump

Pump· . On-Off-~ Switch ~

..---Shims

..-

t·

{J

- Load Cell ( Not used·)

(\

0

6

Bearing Plate

4 0

~--Trumpet

·• .

USED AS HYDRAULIC LOAD CELL

-

-.-=--.-··--·

•

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GENER"'.b NOTE§

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SECTION AT 55°

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2

TYPICAL SECTION

~ SENSOR LOCATIONS ~

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0 .5 10

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I A 4--l

IN 51 DE ELEVATION

EQUIPMENT OPENING.

SECTION B-B

7 6

- ·-· f-·

--· .. {.~o·.

! ,\ l .l.l

rc • .;-15-.:: •---f-. -· ·./ - .... l

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i

SECTION A-A

5

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EL.657'-o• -------

4

SGl·l(OB~AlB)

SGl:S(-.A,8,ClD,E,•)

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I

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1-----------+El., 73e•-o·•

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t; = St;L-S~o\'2-" 1B.4D,E}---ut 1

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FIGURE 4-7 EQUIPMENT OPENING

AND BUTTRESS

~ SENSOR LOCATIONS

' -·\'

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3

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c._l SECTION C-C. TYP' :At ORIENTF>."TION OF "".'"-:?.Eo-GF>.G.o SAR!>

~"fMBOL. *

CACI.BO ... STEEL LINER.

ti

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8 7

GAG.ES IN DOME SHELL

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G.AG.E TAG. NO. S.(i.L-1

SIDE VIEW

IJUT'\IDE FAC.• OF C.O~CR..ETE

FRONT VIEW

CARLSON METER-T¥PICAL DETAIL G.AS~ TA.Gr, NO, ~A·IO

l:.YM~Cil. -A VER.TltA\. SA•IO G.AG.£ IS, tliOWN. liOlllZ.ONT"l. ~A .. 10 GA(>[.~ ARC !>EC.UllED "TO HORIZONTr.I.. Ri'1NF'f·RCll-IG. ()41:~ 1N ~1MILM\ MANNER..

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FIGURE Co-4-8 Co .

SENSOR INSTALLATION DETAILS

4 3 2

I.

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E

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.. ., . .... ... . ... ... .... I I I I I I I

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lOAD ClU. lDCAJIOJIS

• B-739

·B-711

·B-688

• B-675

B-635

B-618

85°

• MERIDIAN

18'-11" II '-I" 13'-6" 14'-6"

~

n--------.5 ._ 2

D

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tE ~-1.--------~4-~+-nl

c c 0

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V3-265 ° . 0

Vl-176~

Oper. Floor Elev.649

TOTALS

13 Locations For Radial Displacement Measurements

3 Locations For Vertical Displacement

4 Locations 'for Dome Displacement

9 Equipment Hatch Measurements

D

·'

C-:. 739._

C-711

C-688

C-675-

H-3W H-2W C-638

C-618

C-600 41-8 11

176° MERIDIAN

Nine (9) extensometers ore connected on one end to points H-IE through H-3W !'lenr the equipment hatch opening. The other end is connecteq rodi-:il ly to a steel stanchion attached to the operating floor (El. 649) about 40 to 49 ft. away, with the exception of H-3E. Extensometer H-3E spans o

radial distance of about 3 ft. to a concrete wal I based on the floor.

. I

H-3T .! I

I

_H-2_T 1----1-~ I

H-IT . I I

l.t")

---~O------~

I

9 I

°' H-IW H-IE H-2E H-3E

41-8 11

_9_'-_4_"~-+

-o-- - --0-

91-4 11 4'-8" 41-8 11

FIGURE 4-10

TAUT WIRE DISPLACEMENT

TRANSDUCER LOCATIONS

-

-

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;

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•

SECTION 5 PROCEDURES

• •

/Oft{].,, • I If 9 3

•

! . • 5. 0 TEST PROCEDURES

The test program required periodic evaluation of sensor and data system

performance, data acquisition, and data reduction to monitor structural

behavior.

5.1 Evaluation of Sensor and Data Acquisition System Performance

PerforI?lance of sensors was evaluated both before and after installation.

In addition, data acquisition equipment and sensors were checked during

the test to assure reliability. Prior to installation on the structure,

load cells' thermocouples and reinforcing bar sensors were tested as

described in Paragraph 4. 4. Those sensors which did not meet specifi-

cation requirements during this performance testing were. either

reconstructed or replaced. The insulation resistance (IR) of all strain-

gage type sensors was measured following installation and those sensors

with an IR of 100 megohms or less were replaced, if feasible, or

dis connected.

The. IR of all strain-gage type sensors was recorded at various intervals

during early construction and post-tensioning, and prior to the pressure

test. Any sensor which exhibited a rapidly fluctuating or low (less than

1 megohm) IR was replaced .or disconnected. Sen5or data was monitored

to determine the general variations in the physical parameters being

measured . When the data recorded was noted to be grossly unreasonable,

• 5-1

5.2

•

the reasons were investigated and if feasible corrective measures

were taken. When corrections were not possible, the sensors in

question were dis connected.

Data acquisition system performance was monitored by ( 1) mechanical

checks to determine that all channels were being scanned and that data .

I was being correctly recorded, (2) observations of data from modular

groups of inputs· to .focate system-related spurious signals, (3) noting

system response to reference input signals and (4) comparing system

output against that of independently calibrated instruments. Corrections

and adjustments were made as required.

Test Data Acquisition

The period during which test data was recorded extended from the

construction phase of concrete pouring, through the post-tensioning

operations and pressure test.

5. 2. l Data Acquisition During Construction

During construction work prior to post-tensioning, the installed

reinforcing bar sensors, Valore strain gages and liner strain ·

gages were monitored on the 100-channel strain indicator system

to obtain performance history data. The sensors were monitored

in groups of 100 and exchanged at several-month intervals to

give a performance history for all installed sens ors except a ..._

number of inside liner gages which were not in place untff:; -_.;:..

:::)

5-2

• a short time prior to the start of post-tensioning. Strain

data were rec,orded at weekly intervals and prior to and after

; each major concrete pour.

Carlson strain meter data were recorded immediately following

meter installation and weekly thereafter.

5.Z.Z Data Acquisition During Post-Tensioning

All installed and operating test devices, except the Carlson

strain meters, were wired to the 500-channel data acquisition

system just prior to. the start of post-tensioning.

During post-tensioning, the data acquisition system controls

were set. to record data five times daily on magnetic tape. In

addition, printed paper tape data records were initiated manually

twice each working day. The paper tape records were used to

s:pot system and/ or sensor problems quickly and to provide

backup data in the event of a failure in the magnetic @e unit; -

--~·

co During the six;..month interval between the end of post-ltensioning

.... ~

and the start of the pressure test, data recording in~rvals for _ _,

magnetic tape and printed tape were extended to twice daily and

once each- working day, respectively. -- -

Carlson strain meter. data were recorded. twice ea.ch working day .

• 5-3

-------

------------------------------------------------ - -------

• 5.Z.3

••

Data Acquisition During Pressure Test

Data were recorded for all sensors immediately prior to the

I start of pressurization and at the pressure levels indicated

in Table 5-1.

The 500-channel sys~em recorded data from all sensors except

the Carlson strain meters, the hydraulic jack load cells and the

displacement transducers. Data for those devices connected to·

the 500-channel system was recorded on both magnetic tape and

printed paper tape. At the pressure levels listed in the Table the

data acquisition system scanned all sensors three times in

succession to permit evaluation of sens or stability. In addition,

this system also recorded data at hourly intervals throughout

the entire pressure test period.

Carlson meter data were measure4 on a Wheatstone bridge.

Force changes in those tendons equipped with the hydraulic load

cells were measured according to the following procedure:

(1) Prior to pressurization, the tendon stressing washer was

pulled approximately 0. l inch off the seated position.

(Z) The dial indicator measuring the relative position of jack --piston and cylinder (see Figure 4-4) was set to zer°G' .

. --5-4

•

' .• ' ....

•

Activity

Start of pressurization During pressurization During pressurization Beginning of hold End of hold Pressure reduction for local leak check During pressurization

II II

II II

II II

II II

" II

Beginning of hold ..;. maximum test pressure End of hold - maximum test pressure Beginning of hold · End of hold During depress urization

II II

II II

Conclusion of test

Pressure, psig

0 10 20 28 28 14 28 40 45 50 55 60 63.3 63.3 55 55 40 28 10

0

Table 5-1 Pressure Levels for Data Acquisition ··~ -.::::-

. ·--

5-5

• (3) Immediately prior to pressurization and at the pressure

levels listed in Table 5-1, cylinder fluid pressure was

bled to give a dial indicator movement of approximately

O. 02 inches (tendon shortening). Cylinder pressure was

then increased until the dial indicator returned to zero,

at which point fluid pressure was recorded. This procedure

insured that cylinder pressure woi.:ild always be recorded at

a fixed tendon liftoff distance and also that .pressure would

always be recorded for increa:sing tendon elongation. This

was done to minimize the effects of variation in friction.

Concrete cracks were measured and mapped in the areas shown

• in Figure 4-11 prior to and following pressurization and at

several intermediate pressure levels.

The recording of displacement data is discussed in Appendix 2.

5 . 3 Data Reduction

Data reduction involved transforming the accumulated raw data into

a usable form. This consisted of performing the appropriate calculations

to reduce the data to engineering units' and subsequent presentation in

tabular and graphical form. -C.)

--..:

•• 5-6

• 5. 3. 1 Data Reduction - 100-Channel Data Acquisition System

The 100-channel data acquisition system was designed to read

directly in differential microinches. per inch· strain (micros train).

To eliminate the necessity of subtracting different initial (or

reference) strain values from each sensor indication, ail system

channels were initially balanced to a 30, 000 indicated micros train

datum. The reinforcing bar sensors indicated approximately

1. 3 times the actt+al longitudinal strain due to the Poisson effect

acting on the lateral gage element (see Figure 4-1 for the strain

gage configuration). Indicated differential strains for the

reinforcing J?ar sensors were divided by 1. 3 _to determine strain

parallel to the axes of the bars.

5.3.Z Data Reduction - . Carlson Test Set

Data recorded for the Carlson strain meters included coil

resistance ratio and summed coil resistance. The ratio was

determ~ned by stress-induced strain in the concrete, thermal

strain in the concrete and thermal strain in the meter frame.

Summed resistance was a function of temperature change alone.

Meter temperature was computed from summed resistance

using constants supplied for the meters. Stress~induced strain -in the concrete was determined from total strain by subtracting

<--the free thermal expansion due to the calculated temperat1.ire.

<-1

• '~ a

5-7

• 5.3.3 Data Reduction - 500-Channel Data Acquisition System

The data recorded by the 500-channel system was reduced, as

described below, by a computer program using as input the

magnetic tape generated by the data acquisition system.

Reduced data was stored on tape and served as input to a CRT

plotting device, which generated timebase plots of the data for

selected intervals during the test period.

The data was recorded as signal levels in microvolt units.

For the strain gage deviCes, the microvolt signals were

divided by excitation power supply voltages (which were

recorded on each data record) to give values in millivolts per

volt. The initial millivolt-per-volt data (zero•strain reference

values) for the reinforcing bar and liner strain gages was sub-

tracted from subsequent values and the differences were

converted by multiplying by constant factors to obtain values

in micros train. The multipliers account for gage factor, lead

wire resistance and bridge configuration.

Load cell signals were divided by excitation voltage and

multiplied by the cell millivolt-per-volt calibration constants

to give ten_don force in J?Ounds.

-

5-8

-·- The thermocouple signals were multiplied by a constant to

give junction temperature in degrees centigrade. The

constant was the slope of a line fitted to the NBS data for

copper-constantan junction voltage over the range of

temperature.from -10 to +500C {reference junction at o0 c).

5.3.4 Data Reduction - Displacement Data

Reduction of displacement data is covered in Appendix l ..

..

•• ·· ..

• ......./

5-9

•

SECTION 6 RESULTS

•

1 '

., , " -~ ~ iJ 1· r 0 ') . ' ,.I v

•

• 6. 0 DISCUSSION OF TEST RESULTS

Recorded test data was reduced, reviewed and evaluated .. Correlations were

made between it and the results obtained from analysis.

6. 1 Strain Data

Measurement of concrete strain was the primary means of evaluating

the response of the containment to dead load, prestressing and pressure

loading. Rebar•mounted strain gages and embedded Carlson meters

were the principal sensors used to obtain strain information, as .discussed

in Section 4. Z. Several redundant Valore (brass-encapsulated) gages· were

also used, and while they have performed satisfactorily under controlled

• laboratory conditions, they did not provide useful results in the severe

field environment.

6.1.1. Strain History

Recorded strain history is subdivided into three periods. The

first period extends from the time of installation up to but not

including prestressing. The second period includes the time

from start of prestressing t6 start of the pressure test.dhe -.:_-

last period covers the eight-day pressure test.

First Period - Prior to Prestressing

Data taken during the first period established the stability and

reliability of the. individual sensors. Bad or suspect gages were •• 6-1

• eliminated from the system for periods two and three because

·their signal could interfere with the output of stable gages. A

review of this data showed a 12% sensor loss. Adequate·

redundancy of the sensor layout pattern, however, assured no

significant loss of data. A few sensors indicated a slow consistant

drift, making them ineffective for the six-month prestressing period,

but adequate for the short-duration pressure test. Vertical sensors

in the lower portion of the cylinder responded to the increasing

dead load as the structure was being poured, giving a good indication

of their ability to measure the higher magnitude load change of

prestressing.

·- During this construction period the 100-channel test set was used

to monitor the sensors on a cyclic basis. This technique was

employed to establish the reliability of sens ors embedded in the

concrete for extended periods of time.

Second Period - Prestressing

At the beginning of the second period, corresponding to the

prestressing operation, all sensors were connected to the 5 00-

channel data acquisition system. ·The initial values recorded

. immediately prior to start of presti:essing, were used to define a

reference strain, and these values were subtracted from all

subsequent readings to obtain the change in strain with respect

• to the start of prestressing .

6-2

• Figures 6-1 through 6-13 are typical strain histories of rebar

' and liner plate strain gages and Carlson meters. Sensor location

and orientation are shown on the vessel section insert. SGL-1

i:ndicates a rebar-mounted gage, SGL-.5 and SGR-4 refer to liner

plate-mounted gages, and SA-10 indicates embedded Carlson

meters. Figure 4-8 shows installation details.

A review of strain histories recorded during the prestressing

period indicates all strains to be within allowable limits.

SGL-l-002A (Figure 6-1) indicates very little change in strain

during prestressing; this is as anticipated for the middle of the

non-prestressed base slab. SGL-1-0llA (Figure 6-2) in the top

of the base slab 15' from the cylinder wall shows 150 micro-

strain compres~ion during prestressing. SA-10-01 and -02

(Figure 6-3) located at the edge of the base slab shows very

little strain as a result of prestressing. In addition the Carlson

meters also measure concrete temperature as indicated in the

upper plot.

SA-10-03 (Figure 6-4) oriented vertically on the inside of the

cylinder wall at the haunch, responds sharply to the compressive

load of the pres tressing tendons. Proceeding ':lP the wall to

.. ;-C.)

• ?:-· "•

-~ .. , .:_ l

6-3

--·-~·------·· ------ -----

• SGL-l-021A and -022A (Figures 6-5 and 6-6), the increase

in hoop strain with progression of l?restressing is apparent and

a resulting moment across the wall section is indicated by

comparing the strain difference. Just below the ring girder

SGL-l-029B and -030 B (Figures 6-7 and 6-8) indicate vertical

prestress compression and section moment. The largest response

to prestressing along. the typical section occurs at the apex

of the dome, shown by SGL-l-044A and -045A (Figur'.es 6-9

and 6-10).

The general response of gages located at the buttress section

is similar to those of the typical section. SGL-l-069A

(Figure 6-11) at the equipment opening shows the largest

sensor response to prestressing. For all the above gages,

variations from the general trend are attributable to thermal

strains resulting from daily and seasonal temperature changes.

Liner plate gage~ SGL-5-08A and SGL-5-47E are shown in.

Figures 6-12 and 6-13, respectively. All indicated strains

fall below allowable values .

•• -.,,,;

6-4

• ,. i,

Third Period - Pressure Test

The third measurement peribd, extending eight days, records /

the containment's response to the test pressure of 63.3 psig.

·The rebar gage plots for this period (Figures 6-14 through

6-Z4} follow the same strain vs. time format as those for the

prestressing period, with the exceptions that internal pressure

is also plotted with respect to time and the strain change during

this period is with respect to strain at the start of the test. It

must be noted the tensile strains indicated on these plots are

relative and as indicated below, a net compressive strain

remains in the structure during the course of the pressure test.

Strain levels in the base slab are small but as indicated by

SGL-1-00ZA, SA-10-01 and -OZ (Figures 6-14,.6-15) there is

a measurable response to changes in pressure. This can b.e seen

by comparing the similarity of strain and pressure plot profiles.

SA-10-01 and -03, when compared with SA-10-0Z and -04,

respectively; (Figures 6-15 and 6-16) graphically illustrate the

combined axial tension and bending moment expected at the base

slab-haunch juncture. A review of the remaining rebar gages

(-Figures 6-17- through 6-24-- along the-typical--section, - -

buttress and penetration indicate a strain closely related -r::::> to the pressure plot, but in all cases this tensile strain is-less

C;)

-~-1

6-5

•

'·· "·- ..

6. 1. 2

••

than the compressive strain recorded during prestressing.

Thus the design requirement for a net residual compression

at the time of an accident pressure of 55 psig is satisfied.

The expanded time scale on the pressure test strain plots also

reveals the influence of Lemperature on strain. A check of the

wall section just below the ring girder indicates the large change

in strain of SGL-l-030A and -030B (Figures 6-20 and 6-22)

located near the outside surface of the wall can be related to the

day-night temperature cycles recorded by thermocouple TC-6-04

(Figure 6- 26). On the inside of the wall at this same section

SGL-l-029A and -029B (Figures 6-19 and 6-21) show smaller

day-night strain cycling. Thermocouple TC-6-03 (Figure 6-25)

indicating the more stable temperature inside the containment

explains this reduced strain fluctuation.

Strain Profiles

The distribution of sensors throughout the structure was discussed

in Section 4.3, and is summarized in Figures 4-5 through 4-8.

Figures 6-27 through 6-36 show predicted and measured strains

superimposed on a profile of the containment. The measured

strains were taken from the plots discussed above.

6-6

Four sets ·_-:;:, --::-.

• of strain values are shown at the typical, buttress and

penetration sections of the containment. These are hoop

and radial strain profiles for both the inside and outside

surfaces. The change in strain from start to completion of

pres tress is shown in the left hand profile, the change in

strain from O. 0 to 63. 3 psig internal pressure is shown.in

the middle profile, and the algebraic sum of these two is

shown on the right profile. These plots indicate that the

containment remains hi net compression in accordance with

design requirements. These figures represent the final

result of the structural instrumentation program and provide

the most convenient means of summarizing the response of

the containment to loading.

6.2 Tendon Load Cells

Representative dome, hoop and vertical prestressing tendons were

instrumented with load cells to measure induced loading resulting from

containment expansion during the pressure test. The dome and hoop- --

tendons had a cell at both anchorages and the vertical tendons had

only one cell at the ring girder anchorage. As discussed in Section 4. 2.,

of the ten anchorages instrumented,seven had load cells and three (two

vertical and one hoop) had calibrated stressing jacks. The jacks

- provided a good comparative check of the load cell data~

. ·=-;. 'I

:..1

6-7

•

•

Measured data indicates a maximum 2% tendon load change during the

pressure test. The hoop tendon load cell plots (Figures 6-37 through

6-40) showed some indication of the expected induced load change, but

the dome and vertical tendon plots (Figures 6-41 through 6-46) do not

indicate a definite trend.

6. 3 Displacements .

Measurement of containment displacements by the taut wire system was

made only during the pressure test. Displacement data (reduced as

described in the Appendix) are illustrated in Figures 6-47 and 6-48,

which show radial movement at points on a typical section and on a.

buttress. As expected, the displacements are proportional to pressure

and are greatest near the mid-height of the structure.

Figure 6-49 shows profiles of measured wall and buttress radial

displacements and dome vertical {crane rail datum) displac::ements at

maximum test pressure. The right hand profile on Figure 6-49 shows

·the averaged wall and buttress radial displacements along with radial

displacement computed from hoop s.trains measured at the typical wall

section. There is relatively close agreement between the measured

(average of wall and buttress) and computed displacements except n:ear

-elevation 704 where the displacement computed from strain is m~sJ:i

greater. -.=-

Considering the expected behavior of the structure, it iw -..., probable that the particular strain measurement is in error.

6-8

• 6.4 Concrete Cracking

The crack patterns recorded during the pressure test are illustrated

in Figures 6-50 and 6-51. The changes in crack widths due to maximum

pressure are shown on the figures. Widths up to . 025 inches were

measured for cracks existing prior to the start of the test. Cracks

opening under pressure were randomly oriented.

6.5 Assessment of Test Data

/ The stability and consistency of the strain data is evident on the time

history and profile plots discussed in Section 6.1. The strain response

of the strain gages was determined by laboratory tests which are reported

in the Appendix. The accuracy of the data acquisition equipment was

verified by independently calibrated instruments. The reliability and

- accuracy of Carlson strain meters have been well established in the past.

The accuracy of the tendon load measurements is supported both by the

calibration data for the load cells and stressing jacks (Appendix} and

by the similarity in the test data generated by these two completely

independent measuring systems.

The validity of the displacement measurements is corroborated by the

agreement between these and displacements computed from measured

strains. This agreement also further supports the credibility of =tbe ·.·:;,-

strain data .

• 6-9

z

' z

"° I

•• 0

., z \. , - <(

°' I-en

+400

.. - ·--··- ..

+ 200

...... ,,, 0

STRAIN GAGE ;

·1 - 200 SGL I- 002A

- 400 r-----;----+---4----+----- \I

i r·----r---i---r-------]I -, -------~-( Outside Hoop Strain ! _

- 6QQl-----+------'- I ~ Base ___ L - - - - - - · ~

C,~~-~ .. ~~ ------1---. ! ' D - Se1ction '

-800 "-~-------'----~----J...---- ~------------....i....;~--------l..---------~

30 Apr.

1969

29 Jun. 28 Aug. 27 Oct.

DATE ( 60 DAY DIVtStONS)

26 Dec . 24 Feb .

1970 -==-

-Fl GURE-......6-1

- -· ... ---·--

STRAIN vs TIME - REBAR SENSOR ( PRESTRESSI NG )

- -

•

z ~

•••

O> c: ·-"' "' Cl) •

l: .

"' Q)

~ ... ... a ....

V')

O> c: ·-"' ~ J: "' Q) ... c.. Q) ... Q)

c. e 0 u

+ 400 1------+---~-+------1----~-----.J-

1-

------1-----4--I .... ., ..... -36'-0"--i~ +200 r·-- - - r- ----- - - -- -- - -- i __ ---- - - --- - --------- . --· ' ----· --------

-- -----,.-r: Inside Hoop Strain ! I ' ,)

Base - - • --- o·· ------- --··-----

Section 1

- M)O i---------1----~----+----~----.J------I

STRAIN GAGE SGL 1-0llA

. -600 i------+-----+------+------+----~-----1

-800 -...-~~.._------'----...J.--------_._---------'------J

30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.

DATE ( 60 DAY DIVISIONS)

26 Dec. 24 Feb.

1970

FIGURE 6-2

.:..-


• ,

l ! i

-rv~- L __ -i--9.., ·---

o-SA - 10 (01) Too Of Base Slab - Radial Strain DO •• I I

J O-SA - 10 (02) Bot. Of Base Slab - Radial Strain · · · i I

80 '--A-SA - 10 (01) Top of Base Slab - Temperature

-~~ ~ -------

I ( I I 0-SA - 10 (02) Bottom of Base Slab - Temperature

1.:.•

----t-- I . ------- D • 7(}8-. ----

~· Cl.I • ..... .__ •••

oD .cr-f ... A .2 • • ,11& _n( 0 p . ... ·A

60-~ ••• I LJ

ED rno oo c

; D .! 0 .a

or bo • • .. 0 •• .. l...A..t..&.. .. ~0~4"! . ,. . AMA ... - ....

50 n~ & n' AA>

-uo --- .qa- c:P ·u i 0 Do ~ ElldJlbfi 00( tJ~ 0 D

40

• , .. 0

·~ A e •• • • .. • ..... ~as • ,,.._ • • ae ~ •• .... .c!> -..•aC'.1 ~-· (' ,,.... ..., u 1J <Yoo

'i1 --~ u ~~~ 5(50~

'IQJ:d a C§'P 0000 0 000, o~ ·G t> 0 IDO oO ):(:Po 0 to 0 -CLI

0.. o-- E

0 u Cl.I ... -:::> Cl.I C)

0.. cf c: E ·-"' -t--·=. 0 "' Cl.I.

~ u .... -... "' :::> cu ... ~

... Cl.I a..

"'O c-~ c cu . ·- E ·c,

-->. 0 . Cl.I

l) 0 CCI

_,_

• AUG. I SEP. - I ocT.· I NOV. I .DEC. JAN~ I FE~. I .MAR. I APR. I MAY. I JUN. I JUL

- - 1968 • • 1969

Time

I I

--- -. ·----·-·-

I

~·41·"4 -

. A, ,.. A- -- -n-. -~ AA

DD O #,IJ 0 :Jc::i [ p IA41. A ... o oc:R A

?oo A

4~ ~ t&.A ... A ---·-- uo -

0 q i!J 0 0 OD Do DD

:tJO d -

-

----·~--- 50 g ·-"' c

0 0 000 0 oOQd)C 00° boo0 ( t>o o oc oOOO 0 _ -r(: ~oO 0

Cl> 1-.

0 Q#' fl'- ~P-

' ... .o. . c 4. •• !fie ... ~

' C) i c ·-"' i "' CLI l

! ... - i "' ' i Cl.I ... i

0.. (!) -CLI a.. E 0 u

-

I AUG. I SE?. I OCT. I NOV .. I ·-

• •• •• •• •• •••• c .2 "' "' 50 Cl> ... a.. E 0 u

100

--c:>

--r~ 150 Cl:) ._, U1 - 200

MAR~ I DEC • .l:JAN. I FEB: I ~ ----,1970

FIGURE 6-3 BASE SLAB TEMPERATURE AND STRAIN

c ·-0 ... .... V>

0 ... u

~

..

so -

0

70 0

c 10 0

u.. 0 ~ 4t.. A. tJ '

~ .... f! ,_., a ........... . .a

~ 0

0 Cb ... G> n. ~lloo o rn JM 0 E tb:£Po~ . II> n 0 ... CP~ so ... .-. a ~0- A b?.

••• 4 ~ . 1.11n

• .. .. ••• • • • -,_. - •

• ""' u ~ • •c ~ G ~· Jo oO ~o oooo

0 oc 0 "O oo

0

0

G> .... 0 G>

a. -e - _ .. 0 u G> ... -cf G>

a. E

M= 0

~ u ... ... ::> cf G>

"O . c G> ··- - - -

--~ E 0

0

I AUG. I SEP. I OCT. I NOV. I DEC. JAN. I FEB. I

------·-1968--------·----·-

ioOofP ~ or;jil

DA l oAit. ~

~ ... A ----t5 - Cl- .,.

~o I 0 DO·~ tP co h~o. •Ae 4AIJj..

01 ;loo 0 or*l .. •_ 0 n Mn a -

o~ .... L.J -

c " 0

~"· I o.~.~ ' 4 • 0

-· a a [l:b

, ...... - j.pa 0 !

50 c .2 .,,

• ·-· . -. Ill: 19

c ~

0 -~ o• .... ~ fee G 8f •• ( b Oo( bo o 0°c DCb 00 0 Uc bO u Oo q, ( D 0 0 bo oo e (

~oCC 4 b tP

00 c oO oo !;)( 0 0 -rt;- -ho I"'\ 0 lEGEt~l'O - . 0

ov - \ ~ 0 • . I

0 e- SA - 10 {03) lnner·S~rface of Haunch •O

·9~ @ Base Slab - Vertical Strain

0- SA-10 (04) Outer Surface of Haunch 0 1, , l @ Base Slab - Vertical Strain JI I

0· SA - 10 (03) Inner Surface of Haunch -~~ -D @ Base Slab - Temperature ~ • I 1 I T

Cl A- SA - 10 (04) Outer Surface of Haunch c .__ ·-

c .2 "' "' G>

50 ... a. E 0 u

100

150

"' @ Base Slab - Temperature C> "' c cu ·- J: • 1 "' -~ "' -QJ

4~ •• ... .... c.. .... 200

•' ~ ... e 4D e • "' • G> G> Ge~ I'll • • .... .... a.. QJ

c 0... - -·- E - 0). 0 G>

'° u

Ir

MAR. I APR. I MAY~ I JUN., I JUL. I AUG~ I SEP~ I OCT. I .. -

__ . ____________ ---·------------~ 1969'.---·---- --------

.

- -

NQ_Y. I DEC •.

..

0 • • -i.

•• c --- 250 ..,_ C'(

""-.! C..rJ - 300 "-'l

JAN. I FEB. I MAR.

- - 197 _ --FIGURE 6-4

HAUNCH TEMPERATURE AND STRAIN

c ·-0 J: U')

0 ... u

~

•

z "-. z

-0 I

• 0 ,.... .. z <( 0:::: I-vi

•

Cl c: "' "' Ql ... -"' Ql ...

0.. -... .E

Cl c:

"' "' Ql ... -"' Ql ... 0..' Ql -Ql

a. E 0 u

NOTE: COLD SOLDER JOINT IN 500 CHANNEL SYSTEM MODULE 02 & 04 CAUSED OCCASIONAL SPURIOUS SIGNALS DURING EARLY STAGES

+ 600 1 ~ OF.POST-T~NSIONING

• ~-

+ 400

• • • • \

+ 200 * • • • •

0

• •• .~. .~ + .,,,

~~·

* • ·~

- 200 ...

Wi • • • 1.. • ~ ~t ...

-400 ... ... ~ • • ~

STRAIN GAGE SGL 1-021 A

- 600

- 800

30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.


1: -I ---- -· ..

I -· El. 635'-3"

1-·-J -1--~

. Inside Hoop Strain

Typical Section

'\ .. • • • • +' ......... . . .. , ; q\t~l ~~ . ...

i •

26 Dec. 24 Feb.

1970 -....... _,

._ i

FIGURE 6-5


•

z

' z

"° I 0

• .. z < ~ ..... V')

•

Cl c

·;;; "' C> Ill

c ... .... ·- "' "' Ill "' Ill

... ... 0.. .... "'

Cl) Cl) .... ... Ill

0.. a. .... ... E 0 0 .... u

+ 600 I I

+ 400 r----+----+-----1----

+ 200

0

- 200

1------'1---STRAIN GAGE --+----SG L 1-022A

• • +

*+1 •

El. 6351-3 11

I I 1-··-' Outside

Hoop Strain

Typical Section

. +

• +• ¥. + t' ++ .. 'f + .A, :r ~~· + ~;+ ++ . ~. ,,. ! ".i

t.j+ + + .... . + + +

• .... • + •

~ 400 i----+----t----~.:----~·~....--.... --4~.----l

. - 600 r----+---+----4----+----~--_j

- 800 ,__ __ -..1. ___ ._,_ ___ ..J..._ __ _J _ __,.__,..._L_;..__-----1 ':::..:::

30 Apr.

1969

29 Jun. · 28 Aug. 27 Ocr.


.:_.1

26 Dec. 24 Feb.

1970

FIGURE 6-6 .


•

z .:::::_ z

"° I • 0 .... .. z < 0::: I-VI

•

C> c "' "'

C> G.> ...

c -"' ·"' G.>

"' ... G.> 0.. ... ... G.> "' (I)

... ... G.> 0.. a. ... ... E E 0

VI u +600

+ 400 I-

El. 742'-3 11 ---1-5. - -· -···- ...

I. I '

+ 200 I ,--·-Inside

Vertical Strain 0 Typical

•• ++~;; \+ ... t ~l~-~\ .. ~ ~1-

-200 •

STRAIN GAGE . SGL 1-029B

t- 800· ._____;.._..;....~~--l.---~....;..__;__L__ __ .:_J_ _ ___::__j'· ·_

30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.


26 Dec. 24 Feb. -.. '

1970

FIGURE 6-7


•

z

' z -0

I 0 • .. z <( 0::: I-V)

•

Cl c ·-"' "' NOTE: C> m

c ... .... COLD SOLDER JOINT ·- "' "' m

"' m ... IN 500 CHANNEL ... a.. -"' m SYSTEM MODULE 02 & 04 m -... m

Cl.. CAUSED OCCASIONAL a. - E SPURIOUS SIGNALS ... ,g 0 V) u DURING EARLY STAGES

+ 600 I OF POST-TENSIONING. I

JJ;e1- 742'-3"

+ 400 ! .

• I ' • • -.. . I • 1--·--·- . j-- ---+ 200 --

i utside Vertical Strain

Typical •

' 0 • • • ~ .. . ~ ·i ., .. > •• _,'\ \

t •• ~ . .; .... ~ ..... • • • ,·~< ::it ·~.... 1·· + ~ • . ~ .... ....

- 200 • • •

- 400 r----;-----+-----+-----+-----+------1

STRAIN GAGE SGL 1-0308

- 800 ....._ ___ ..i.,,... ___ ..L-___ ..1.-___ ...,J_ ___ _L,_ ___ ....J .... ,

30 Apr.

1969

29 Jun. 28 Aug. 27 Oct.


---: -

26 Dec. 24 Feb.

1970

FIGURE 6-8


•

z

' z -0

0

• .. z -< 0::: I-V')

•

en c "' "' 0) Cll

c ... .... U'I "' "' Cll Cll ... ... 0.. .... "' ~ Cl) ... Cll c.. .... a. ... E a 0 ... u vi

+ 600 I I

2'-6." + 400 1------+-----------+-----+--

+ 200 ------·--

l. ..

i

J 0 i t ii STRAIN GAGE 'outside ~'\ SGL 1-044 A ". Hoop Strain

- 200 Typical

- 600 1------l------+----+-----+-----+------i -1~ ! .::::-

:,J . J ,...~

-800 ~-~---..._ ___ _._ _____ ..__ ___ _._ ____ ...__~ ~~

30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.


:'....)

26 Dec. 24 Feb.

1970

FIGURE 6-9


•

z .::::. z

"° I 0 • .. z < c:: I-V'I

•

Cl c "' .,,

C) C1J c ... --"' "' "'

C1J C1J

... ..... Q..

--"' C1J C1J .... ..... C1J

Q.. a. -... E E 0 V'I u

+ 600 I

+ 400 t----+----+------1-----4--

+ 200

0

- 200

- 400

- 600

30 Apr. 1969

•• * ~. • ··t.;t STRAIN GAGE SGL 1-045A

29 Jun. 28 Aug. 27 Oct.


.. l. ...

lnsi8e Hoop Strain

Typical

~. \

~::./'' ~ • . .... .. . ~ . .

26 Dec. 24 Feb.

1970

FIGURE 6-10


-~

•

•

C) c

"' "' cu ... .... "' cu ...

c... .... ... c ....

V')

+ 600

30 Apr. 1969

29 Jun.

Cl c

"' "' cu ... .... "' cu ...

0..

cu .... cu a. E 0 u I

28 Aug. 27 Oct.


- .;;--

26 Dec. 24 Feb.

1970

FIGURE 6-11

STRAIN vs TIME - REBAR SENSOR ( PRESTRESSING)

• + 600

+ 400

. + 200

z z-

0

• '?o ' -..

z ~ - 200

•

1-V'l

- 4-00

-600

- 800

C'l c

"' "' CIJ '-.... .... "' CIJ "' '- CIJ

0... I--... c .... V'l

I

i

C) c "' "' CIJ .!: "' .... CIJ '- "' 0... CIJ

I-CIJ .... CIJ

a. E 0 u !

• + t.. •• ... . . ., . ~

•

~:JJF--+---STRAIN GAGE SGL 5-08A -----1-

' , ~.El. 635 1

- 3 11

!-~ Inside Hoop Liner Strain

_,__ _____ i._ __ _J.._ ___ _L___ __ __L_...:...__ _ _L_ __ ~· ~-

30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.


26 Dec. 24 Feb. 1970

FIGURE 6-12

STRAIN vs TIME - LINER SENSOR (PRES TRESS I NG)

•

• z

' z

.. z

+ 600

+ 400

. + 200

0

~ - 200 V')

CJ) c:

"' . "' Q) .... ..... "' Q) ....

Q.. ..... .... c .....

V')

I

. CJ) c: "' "' Q) .... ..... "' Q) ....

Q..

Q) ..... Q)

a. E 0 u I

El 746 1-4"

··~···'·-.- --

Outside Vertical Liner Strain

~-i-----Buttre~ss ----r-----+-----+---~

•

..

- 400 i-----i----,-4-- STRAIN GAG~

SGL 5-47E

-600

- 800 "---~-~~'"'.:'.""""--~-----..i-,,,,,_ __ .....J... ___ --1. ___ __.,.j~ ·-· 30 Apr. 1969

29 Jun. 28 Aug. 27 Oct.

DATE ( 60 DAY DIVISIONS )

26 Dec. 24 Feb. 1970

FIGURE 6-13

STRAIN vs TIME - LINER SENSOR (PRESTRESSING)

•

z ez---0

I 0

•

... "' Cl) I-

Cl) ... :I

"' "' Q) ... 0.. ... ... .E V')

+400

+ 300

+ 200 ~ ~·

- 100

J

STRAIN GAGE SGL l-002A

... "' Cl) I-

cu ... :I "' "' Cl) ... 0.. Cl) ... Cl)

Q. E 0 u

~--63.3 -ss

--2B -20 -10 ~o -

r-~--r--~--- -------I . I

C> ·-en c.. cu ,_ :I Ill Ill Q) ...

0..

-200

........ ___________ -.,-i_t: Outside Hoop Strain

i------+------+- Typical Section J_. _ - - - - - -~ " ~-I~;~~.~ ...... ·1 ___ ' . D

23 Mar .. 1970

25

Section 1

27 . 29


31 - - - 2 Apr . 1970

FIGURE 6-14

STRAIN vs TIME - REBAR.SENSOR (PRESSURE TEST)

V>

> "'O OJ ,, :;:o V>

G) m -I

~~ c :;:o C- m

~z 0.

-I 0 I me Ol VI ;;tJ -1-z

G)

• - • • t----------1·--------· ---- . ···------·-····------1--- ·--.&--.-- --------------

63.3 - ~----+------<---L--- --·-

D> 55 --+-~ --4------1--- --- --· ·----

8. 1 I ---- .. ·---~ r·>----1---

01~ c :I 28 0===t====;:;:J===Q=-+-=cl.!=--t----t-----+--~f. ----+----·

j!_'• 'i 0

-'----~----1------T+--+------1-----4---- --

r.-~, 11 -----1 I --1- 70-r I JI l

t ao

'+" 60 -c

0

·~ 40 ~

c I 20 ·-0 l:

_/ I SA 10-01 ---~·Top of Slab - Radial Strain_

~.SAl0-02 f r··J _ Bot!~m ~~ Sla_b-Strain

-··. -r 1··1 f Typical Section · I I ' I I I 1 . I I \ I ~-~·1----~~~-t-~~~--, L~:J_J •

1---------t---------t----------~1--------~1--------~--

1-----.,-----------t---------l-------.. --·-· ----I-

;

V> -t---o 0 •• ...i..:

I~' .... • '!I

••• 1 •• .. . '. . . I

' • •• .... I I ...

u

~ I 20 i . ~· ~ .... ,,,, '

: . L.

,-.. I

I ._..

- . '~ j 1: ~I. '+' i .. , . -:.--:---r -~ : : ' . i -~ti--- ' u •• , ,_ '_i i· i • • I

l

' . I I --t--

: ' I ,. ,., I ---1 I . . I:· I I

• ; : I i ' ' : I I "' -Ir I~ ' ' ' ~ ' : ' - I

" o " !~ I I • , • ~ ~ " ~:: ~ ~ ft - ' ' 0 00 -·' • '

3 /?3i"" / I, I i 1~?4 ~t _J ,._ .J I Jr 3/29

----

I '

0. 0. N o~ ... "Ore o--

3/30

0 0 .... 0

3/31

::r: )> c

-0 z ;;o () m ::r: ~ VI :!! c -I G> ;;o $!

~ m --I z m VI 0 °' -I c I

;;o °' z G)

• t 63.

.~ 5

"' a. - cu g ... 2 ... a j! ~ 2 ..Ed: I

-L

t e

'+ ...... 6 c 0 ·-~ ' ~

.~+· ~ .... "' 0 t;

~. 2 ...... c 0

·;; ~ .,, cu ... a. E 6 0 u

t.:

•• -.• ~---··------·-···· ··---·-----·---- ·----------- -···-···------ ····-··· ····-····-· ··-···-······-~··I·····-·- -····--····--· ....... ··--·--- -- . . --·--··-

3i-------1--------- '----------- -· - -------- n; Kr. ------·-1-----11 ___ -+--------1 i _.;<'• "- .;.

>------·------ --------·-Tf- -f- ~------·-- ------+----<i"~\t--+------< I -----·----- - ,·---·· ·--·--T7i--- ------- i1

:-=====&;;;-=;;;;;;;vr .:i\~- . .11 ·K I

, 1 . i!lf - 'tl> HY- a ) I ' --

5 1* ri- I I I I I " l I , 1 .. . . . . ; , , ; '4. ·- • , ! t t

I : • 1· ' I I) -- ' ; • 1 • ! . I . . : 0 ; .

••• • • • • • • •• •• 0 ------~--J~.-----J----..-.,+----'---+--------1 !

• I

D • ' • :

• ) ll!>M I j,

.-.. •• i' • I . . a • 11•• .... ••• •• . • 1. 0 ~ --• I· -----· ----·· .•

r•~' •· • D :Jr_, ___ __/, -: '----=SA rn ~OJ ,,;;1;i. Ha~ch- ~~iCOI Strain • •

I> , . ~' SA ,ID - 04 Outside Haunch ...:~tr!Ji!l .

F.-- Typical Section · i .

1)1---- --i ,--·1 . ' : :_j : I

- I I 1 L,'= i _ _j I I I I I I I I I I I I 11 I I 11 II i I II I j 0 0 0 "'0 0 0 0 Om Ill 0 N 0 CDlll ... 0101"""1""1 0 .... -on C'I .., - .., - .., 0 0 .., .., "' 0 0 0 0 "'.., - 0 Ill O!o() 1(1 0 0 ~ ... 0 11'1 0. N -0 0. ·rt -0 0 11'1 .... - N -0 O '(ICD 0. """' -N N N "' N "'

. 3/2; .,. 0 0

3f24 ° 0

3f2;-N ° 03;26-- 3/;;-~ 0

~ 3/28 3;29 °;;;0 °3/31

1970 Date & Time

LZ~L[]tiQ/

•

-0 I

•

z < ~ I-

+400

+ 300

+ 200

+100

0

.... "' Q) I-

Q) .... :::> "' "' Q) ....

a.. ..... '-.E Vl

r :'-...I • • • • :

V') - JOO

-200 ~L

- 300

23 Mar. 25 1970

..... "' Q) I-

Q) '-:::> "' "' Q) '-a.. Q) ..... Q)

a.. E 0 u

I

- ---

-··-···--

STRAIN GAGE SGL l-021A I

-. -- --

I --• El. 635'-3" -- I

---~ -,, .,,. .. : ' Inside ... : ·~.l •••

:-t Hoop Strain : •

t * Typi~al Section ..

~ ...... .. ,.. ...... + \

"'-"' • • • • • . • . . ~l.r# '

.

J ~ -63·3 C) -55

"' a. --28 Q) -20 .... --10 :::> =L-o "' . .,,_

Q) .... a..

---CD

27 29 31 2 Apr. c::::i -....;

1970 ; _ _., "'-..:> c;:>


FIGURE 6-17

STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)

•

z •z-"° I

•

0

+400

.... "' Q) . I-

Q) ... ::::>

"' "' Q) ... Q.. .... ... .E V')

.... "' Q) I-

CU ... ::::>

"' "' cu ... Q..

cu ..... Q)

a. E 0 u

I

\. --· ,__. ·---1~-

+ 300 t----+--- ~~~l~O~~;E --+-----~. --·-·· ·-·.1 ·· -- -

+ 200

+100

• +

- 100

. • r-. ~ . ,,.. " ~· : • ( + .: t .. :

+ +

+ + ~

. i ; • +

+

•• • + +

--··-1---41---

_ •El. 6351-3 11

. oJd~-- ~ Hoop Strain

Typical Section

·I ~:

•• i

-63.3 C) ·--55 "' a.

-200 -J _L ___ _ \_ ·-2e Q)

-20 ... ::::>

--10 "' .=i._o "' Q)-... Q..

-i-

..,. 300 '-----'-------L....---~-----1----l---____;·:b-h

23 Mar. 1970

25 27 29


31 2 Apr. 1970

FIGURE 6-18


•

z

• ~ I

0

z <( 0::: I-V'l

•

.... "' Ql I-

.... Q)

"' ... Q) :::> I- "' "' Q) Q) ... ...

:::;) Q..

"' Q) .,, Q) .... ... Q)

Q.. a. .... ... E c 0 --V'l u

+400 I I

+ 300

Typical Section ~ I -~ El. 742 1-3 11

-----·-··-•' ·•

' i I

I

I + 200 - !

i I :

I STRAIN GAGE

+100 - I SGL 1-029A ;:.,.)

~~

Inside Hoop Strain ,,.,.._. t· .-.. .,-. + + ...

.......... -1\ ., .......... ~ .,.,., . ., .,,/ ... 'li+r '\: 0 ~ . .,,,

- 100

-200 _L

- 300

23 Mar. 1970

~ +

J

25 27

+ • v

29

+

* ++ . : ~ ..... + +

~

\_

31

-63.3 -ss

--28 -20 --10 =.L-o

2 Apr. 1970

C) ·-.,, 0.

Q) ... :::> .,, .,, ~-

Q..

DATE ( 2 DAY DIVISIONS) ·:...:...J

FIGURE 6-19


•

z • --0 I

z <t e::: 1-

+400

+ 300

+ 200

+100

0

.... ... Q) I-

<II ... :> ... ... <II ....

0.. .._ ... .E vi

""' + + • + +

-,. I -#'

+ • • + : +t ~

U') - 100

••

-200 _L

- 300

23 Mar. 1970

.

.._ ... Q) I-

Q) ... :> ... "' Q) ...

0.. Q) .... ~ Q. E 0

u

I I

·--~ . 'I El. 7421-3 11

----, - ,_

-- ---·-- -· ----- -

--·-d-:~ -utside

STRAIN GAGE Hoop Stroin SGL 1-030A Typical Section ·

A /\ :i + + •• + +

,/ + + + • ~ , . + • +

/·/~ • + + + + • + • • + + + • ++ + < • • • ~ \.: ~· + + +• .. •

~ +• { • + ,; ~

J \_ -63.3 C) -55 ·-. "' a. -28 -20 Q) ... -10 :>. ~o -~·--

<II .... 0..

I I I I I -.":::'-

< •• n --27 29 31 2 Apr.

1970

1 DATE ( 2 DAY DIVISIONS)

FIGURE 6 - 20


•

• "" -0 I

2

z < c.:: I-V')

-"' Cl> 1-

Cl> .... ::> "' "' Cl> .... c... -.... 2 V')

-"' Cl> I-

ll) .... :::l "' "' Cl>

c: Cl> -Cl>

a. E 0 u

+ 400 l I

~pical Section

__ · )J El. 742'-3~ I + 300 ...

+ 200 -

+100

STRAIN GAGE SGL l-029B

~

1 Inside Vertical Strain / ..._..,...~+..,.;"'-~ I -..

·- I J +\

0

I ~~1 er, .rJ ~ '1~

- 100

-J ~L -200 ------------

23 Mar.

1970

25 27


FIGURE 6 - 21

. STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)

•

·z • -0 I

0

z < 0::: I-vi

•

.... "' (!) I-

.... (!)

"' ...

(!) :::> I- "' "' (!)

(!) ... ... :::i

c.. )

"' (!) Ill .... (!) (!) ...

c.. 0. .... ... E c 0 .... u

V')

+ 400 I l

~~ ·El. 742 1-3 11

·' • - . , .. --

+ 300 -' ..

+ 200

I

[._· -~ -Outside Vertical Strain

STRAIN GAGE Typical Section

+100 SGt l-030B + ~

+\ + + ++

+ +• •

V+ + + + +

~ ·~ + . +

~ • + +

+ . ' # + • • • . + ~~ /¥ ~

~ + + . + • +

+ + + + + + + 0 - .. + + \,/ + + + • +

f .. •* • + + + .t

+ + + + + +

+ • •• •• ,

- 100

-200 _L

- 300

23 Mar. 1970

+/ +

25

++ •• + + • + + +

+ • ·+ + + + ..,. + + • + + ~

+. + .. ~

J . \_

27 29 31

-63.3 -ss

--28 -20 --10 =..t_o

2 Apr. 1970

Cl)

Ill a. (!) ... ::::> ~-(!) ...

Q.. . ._ cp -.:t-

Ci) -- . .


FIGURE 6-22


.~ ---· -·

•

-0 I

0

•

..... "' Q) I-

Q) ... :::> "' "' Q) ...

Q...

..... ...

.E! Vl

..... "' ~ Q) ... ::> "' "' Q) ...

Q...

Q) ..... Q)

a. E 0 u

+ 300 1---__,1----...;....+.- STRAIN GAGE SGL 1-044A ----

I

+ 200 i---+--~---1:--.f_.,,._~ --l....-- _· . ~~· --l :r. . . ~

' I • + + + + +

+ 100

0

- 100

~ •

~ : ·. .. . . . ~ . . • • • • • . . : . . ... . - .,.

+ • • ;

• : • • •

•• . + ..

.........

+

• +

• ..... ..... ., +

+ :•. ., ...

• • • + • + +

•+ + •

•• .. +

+

*

•

. : . .. ..

I. -·

I

Outside Hoop Strain

Typical Section -

'

-200 --L ==-_J_·· -~ --28 -20 --10 =.1-o

"' c.. Q) ... ::> "' ~-

23 Mar. 1970

25 27 29


31 2 Apr• 1970

Q) ... Q... -· .-

.;_: ..

FIGURE 6-23


•

z

·~ -0

I

g

z < .ot:. I-V')

•

.... "' Q.J I-- Q.J

"' ...

Q.J :i I- "' "' Q.J Q.J ... ... :i c... "' II> "' II> -... II>

c... a. -... E .E 0 V') u

+ 400

i;L . 21-611 L~ -

+ 300 I

'·

STRAIN GAGE -~ SGL I - 045A

--- --. '

+ 200

L. . . I

-~ ~. •. + ...... ' : ·~ ti) + ·- -· + ··.; ' +

+100

;•, .. ,/\ . .,. ....... ....:. • . :'\. Inside • I

At; : ~ i.

Hoop Strain. · .+ .... , • : ~ • ~ ... Typical Section_

" 0

- 100

-200 J ·\_

-63.3 C> -ss ·-"' . a.

_L -28 (I) -20 ... -10 :i =L-o "' ,-Cl)-

(I) ... c... .

--cp . ·~ t-

- 300 C':.J

27 29 31 2 Apr. -......;

(_,.,

- .

23 Mar. 25

1970 1970 ("~

~· DATE ( 2 DAY DIVISIONS)

FIGURE 6-24


•

~ cu ... ::::> ..... 0 ,_ cu • a. E cu I-

•

+ 60

+50

+40

..... "' Q) I-

.... cu ...... 0 :I ..... "' v =~' ------ -·

·-~~

I

EL.

.. ··-

... -

Typical Section

+30

+20 ....... ...,,,,

+ 10

0 ~L

,-10

23 Mar. 1970 25

I _ - I ·Inside Thermocouple

7441-411

--- rc-6-03

- .,,,,,,... ........... -~~·+

'· .... ~

J° \_ . . -

27 29 31

0)

-63.3 "' -.s.s r a. Q)

i ... -2~ :I -2.0 ! ~ -10' Q)

=-L-o .... c':

-- -

2 Apr. 1970

-i-

cb - -·--~-

-....:

·DATE ( 2 DAY DIVISIONS)

FIGURE 6-25

TEMPERATURE ( °C ) vs TIME - THERMOCOUPLE SENSOR -(PRESSURE TEsn

•

~ Q) ,_ :::> -c ,_

• Q) c.. E Q) I-

•

+50 -

~-I.... ---+--~,-t--E-L. 7 44' -4 11

- ·---· ·-'=-'= --·~""""""-- - -

--··--·· .... ·-·--

----+----.. -~--..... --·- Outside Thermocol!ple

TC-6-04 +40 ......

·--~

+30

+20

+10

' Typical Section

I .

-J ~L ___ \_ • •• •• • t •

~ .. + •• . ~

"' a. Q)

--28 :s -20 "' -10 ~ ~o ,_,_---1

c..

-0 1--__;_-----J-----__;_-+--------+--------+---------t--------t::::l

. :;-

c..:::l

N :i,,-, :k,)

-10 L-.---....L...-----L----..,...l---_~_--,--'---~-~---.,._. ____ -+--J

ia Mar. 1970 25 27 29 31

2 Apr. 1970

"DATE ( 2 DAY DIVISIONS)

FIGURE 6-26

TEMPERATURE ( °C) vs TIME - THERMOCOUPLE SENSOR (PRESSURE TEST)

•

•

•

•;:)Q A A -- """ -s:> --.... ::: *-----~ .... ~

.. ,. ~ i? ~'r .!.. 0 3 I {

d .:, ..: ~ .

'1 .. ··--.. .,._ ___ Gj

.-S'31.·f·0.3":'A. ~:j _ .. -------.... _...., ·------"-0 . - ----·

..i. -"" .-~L·lro.!~ ~ _

... ... .i .. ~,.- . -~-1-:::J3.:. --+----------4W>--I-------.,,,-S:X.·1·:::.!i A • "'14/0:'• ,q,• '

., IH---..L.----------~----------~~-----------+------" -E~·l·C~A

£ 11 -S:>l.· l•::JL":-'. ----------4-----------.t..

I \ I I \ I I \ l I I J I I I

: I I A~-1-~Z.SA. I I I I • i ~.·----~---_:-·-----+·--------- l !& -·---------·----.··-A,- ~-7CJ_:~--

1 ~ * * ~i-- __ _,, A»c:·:_.,,,~ -· _ _ _ _ _ ___ -·------li~--L------+----· ------1 ~L~~- --.. I I I I I

(I I I ---+-- t; IV~L. I

'\.. I I I I I l

\ i ,,,..SOL•l•Ol.f.:.. : ---------+--------...!!!t:_,.._ __ ..._~ __ 1-SJS'•e~--a \ ·-r ----'''- : A 4 t L - -

\ ! f : \ ! I l \ I ., I

\ I I ' \.\ Jtf~ -~trl.·f·:J~.\ \ _ ~.GOl'•O'

1:1 . __ ,r~~-;::~-------- ·-·-----------+-·------A----.~-~~~t.-~~-~; -: 1----8":..._,--i;---~- -~ --- --- ., -~· I ... --~'!'f L._

-· -w-· t-" .. ;-~r· ~::> t-:.-~~--=-~~~~-t_;;lr- !o' r----~..,.,.~ ~ ~

< ;J)

8 ~ i ~ ~ I .. ~ ~ ~ ~! .. ~

... 0 . .. ~ II)

C• 0 I .. I

I -_, I

() ~ Cl)

/. IS Pl!....E:. SSUl....G.

!IVS/DE:. 1-00P STl!.Alf....J

NOTES:

(1) Predicted strain indicated by a dashed line which appears on the outside of the structure centerline to show tensile strain and on the inside to indicate compressive strain. The perpendicular distance from. the structure centerline to the dashed line indicates the sfTain magnitude.

.1

I ~ ('

i " l

(2) Strain gage locations are marked ® I {3) Measured strain values are marked£ l

FIGURE 6-27

INSIDE HOOP STRAIN PROFILE AT TYPICAL SECTiON

• V' (}

0

•

, ·"' -- /!;. ~ ~ ~~ "" 0 -.$0 ..........

q ·'' 0 :,@-- .... r..._ ............... :: ~-~ . -~- ' ~ .

-~E I!' ~~.------------_-_i_=f=--·--_-_-_-_-_-_-_~_-_·~-~~:·-::~:~~~~~~~-~--·--~~~:~--~-.-·= 7J : -'oL·•·•"• I ~j;I_ ------------+--------~ -:.;.i.·--:-J,-

*'--,: / e =-:.~~:;:~----t--- ~~· l

I ! \ f I I I I I I I I I ., I I I 1 I .-...~! •I· 02.6A I T I .•• • i ·1-- .L. ___ ·-------.. --- .. - ,-·-:- lJ: I i I t I l. I

J I .. .. . 1

I · · ·of< -1). ~ ·',l'o'I' y. l!j ~ ~= :.~ J I ' ~ n1 .}, !'\ Ir •'1••1"•r; .o"~I~ I I •, l -SGL ./. C24A I I - " I -~..e___ __________ .. _____________ , ____ . --------~-~------------+-------- I I l I

i: t ~"~ I t t,: . ~'"' ! .~ =·- .. .-SQrC. ·I· Ol.l.-4 -------4----------+-~~---""-----l .._ -~ -- --- I ! · I !

\, ,I 1.' \

\ I f:al - o• -sr:.L-1-ou:iA. ~----------~~+----------Tf:I--"~~-:----', . 1>1 s,,s • :o•

• \~NJl---L·--~e~~~~--1-·~o~JS~A=--------t----------i~ I \J..I -S<)L -1- 01!.A . _J ,.

rr--{~, of '<f1"(;J fj (j 0(,.) ~ 0 0 'l,?'! ~ '";" "'; ~ -;-

c t' -..$0 -.. -..... ""

~j -~i

I

' r I

iCJ'- ~· .,,,,,,(:i. . _ .. L. --- ·- .. _ - ·-- ----- -

t;l<J I • j9 f •

-~---·--------

; .,.sa• ~ tiC.'.l+ ________ _ ~s::il

&&.&' - c..

~.sc --- A .! , ~:.-, n,....... ...co ----------T- Tl ,J --._JCO

;if ;;j~()(J 2 fll II) I:) ,,,

PY!;STZ..CSS .,. i . .'°G Pl....E.SSUl.J;;

•• OUTSIDE:.. l-IOOP ST!(..A/!'1

NOTES:

(1) Predicted strain indicated by a dashed Ii ne which appears on the outside of the structure centerline to show tensile strain and on the inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

(2) Strain gage locations are marked ®

(3) Measured strain values are marked&,

-

FIGURE 6-28

OUTSIDE HOOP STRAIN PROFILE

AT TYPICAL SECTION

•

•

'

I I

'I I. /' I J

I I 1 . ,,, -SGL·'· 01s e

: I I .

,_..:J_~

~ R~6· I • 'I

I ! -soL -1.-0"3 e

-~'-J'

I

I

-···· __ ____..I *'-~""-----·---~--~---------~!a----------·--t----- ·------i!!!~--«----

1 ' ; I I 1 I ---f: ~L..:. , i r--1 i I I II I I 1

,.liJ... ~'- J. I •· -SOI.· I ·;,J.l(j ! l ~--.....,_-,1-:.-------------+----------~+~~~---~--------+---------~,.._~~------

I l ~I \ i . : I \ I : I I! 11

! I I .. 1 : I ' '\ I I : \

I / , -s~L -1-::1,e "Tl \

~~-li!'~-----~-"->---_,-_-o,-1e---------+---'------·~-_._~·~~·~---------t-----------ni-r--~---~--.. -5~~~s~~~~.:--I '- ~ csA-/.Q" ~3

:Ot-----~:--.,.4~i--~ ·~ I & ·--u I fl I - - -- - - - - ~ -

a -;. .... ~

- - -- . - -"'I -0 -G 9l

"9 0 ... .. "' .. ,, 0 t) .. ~

~ I .!. 0 I . ~ . I I ...

-1 i'J _, ... I

~ () () ~ UJ en ~)

!=' /l... E:. 6 'T P... E:. 5 s

- --- - I- - - -

l/5 P!l .. J::..SSU/t...G,

!A..15101!::.

£.

" ''°" ,.~ G' c--· .. -.

NOTES:

{1) Predicted strain indicated by a dqshed line whicli appears on the outside of the structure centerline to show tensile strain .~nd on the inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

(2) Strain gage locations are marked (!)

(3) Measured strain values ore marked •

c:::> -.-:::-

co -.... C..11 .r--c::>

FIGURE 6-29

INSIDE MERIDIONAL STRAIN PROFILE AT TYPICAL SECTION

I

•

•

•• \,

... ~ 0 I

•!:1..t. £ ·--o:Jt-----·Sa t . -- ........ ~ 0 j&-· --s '

-~- \ ~..:~-,\

~::.:1.-1-=_3_.:_;~ b:__ _____ _._ ______ ,_;:·~·\· q

-5'1.L.•l·.:lJ.;;! _____ -+---------~~-~--·--·------- ----+-,.-, ----St!>l. -1 -~.;' & -'-~ I

i I I I.

-----i!r-~~1--...L....;_-s_u_'-....:·'-·~O!~·o~!'---____ _.___ £ i H+--•----=S.3=L.:....·~I•...=:::=.:...=;,'---------.. +-- __ _

I i I I \ \ \ \ I .l.

1. __ ., __ ~§?!_I. :'.·=t.;.e

I . I I I I • ·r-· ..

:: I •1 !/, ' I j ' _,S::.t.·I· O:A ~

-1:,1 _,· ___ --- -

I , I

-~ W4LL.

I -,..SOI.· I ·OLLt. ----· ~ ........... ''-------- -·-·-·---····

·'

t-----.---~ :r _ • 1· ':"""-

.. - ~ -.53/.. 1-:li i:

/SA-IC-C'4

•:iQ ~ .. n ·II •rf.- . ~ ---- -~-------~ -1 i --~- -~ -

...... ..:_ • .:. r . . ,. . ~

~ ~ ~ Jf ~ "' ••• "' -~ •>

1.15 PR._E:.SSU1'..t::.

CUT SIDE:. $TR....A1"1

Pt-E:.S T t...E:.SS

I I I I I I I I ·-·~~

~

/f;:.

_,,A=~

;';C:S' • C"

~·-,J•

liD/1 • o"

NOTES:

(1) Predicted strain indicated by a dashed line which appears on the outside of the structure cent-erline to show tensile strain and on the inside to indicaf"e compressive strain. The perpendicular distance from the structure centerline to t-he dashed line indicates the strain magnitude.

(2) Strain gage locations are marked ®

(3) Measured strain values are marked &

-CJ ..;:::-CX)

~

c.n ---cs·-~

~·- ". .;::--

FIGURE 6-30

OUTSIDE MERIDIONAL STRAIN PROFILE AT TYPICAL SECTION

• -----.

•

PR.ES"TRESS

• ·--- . ---· ___ ,,,___

I

0 fl

1.15 PR.ESSLJR.E

INSIOE HOOP STRA.IN (Q:) BUTTRESS

·----------------------·· ... - --

'" ~

I ~ I I I I I I I . I I I .. t I I I • '

~ :0 I .. I -£1..G59~o" I

PRcSTRESS -t- 1.15 F.QfSSURE

NOTES: l (t} Predicted strain indicated by a

dashed line which appears on the outside of the structure centerline to show tensile strain and on the inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

I I I

(2) Strain gage locations are marked 0 (3) Measured strain values are marked 8.

-

FIGURE 6-31

INSIDE HOOP STRAIN PROFILE AT BUTTRESS

I I l I

• ··----·--. .....

GC.,./•0.,7 A

SGL.•/•O<fe ..q GL•/•OCJ'5 A

I I

( I I -I I I I

• I I I 8 ~cd--i-g-a--r-·--

~ ! • 1· i • • ; : • -I fSGL.•l•O:H A

I I I I I I I \ \ \_

' \ BQL.•1•087 A \

-1- - - - ·------------

PR. cSTReSS J.15 PR.eSSLJR.e ,._._

_,

OUTS/De HOOP STRA/l-J· (GJ eu-riF<.eSS

\

\ I I I I I

-1 ., I I I I

' I ~, ... I

I

I I I I I I I I I I

I I

----------------------------------------- - --

I I I

-~.

PR.cSl.'<ESS + l.i5 .:iR;SSi.JRE

NOTE~:

(1) Predicted strain indicated by a dashed line which appears on the outside of the structure centerline to show tensile strain and on the inside to indica.te compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

(2) Strain gage locations are marked 0· (3) Measured strain values are marked •

FIGURE 6-32

OUTSIDE HOOPSTRAIN PROFILE AT BUTTRESS

•

•

•

--- . -·-· - -

, GL. - l·O"IG 8

0 ~110 ;,-~ gg ,p. 2 I j ">2 "' I<\ I I I t .. .. ..

I 5GL.·t·08"'1 6

O'~ I I

I : !

I I

~I),

------ ---- ------~r-1·

II I 1

1

I l1

! . _J· !! -E;..~1~0·

I I I I . -EJ... S8.'3:.,;' £---.. •· ""' ",--SGV/·08/ 6 _ ·-· __ . __ ·- . __ ,,__ . '-$-~---------------- -- ------£1..-1.P-+-L-----

~ -~

~-,/ e--ii-___..<--._---"-!-::-'-·~-::~;-:-.. -.. -- .. --~~-- ___________ ==i'. .. ·-·--------_-_-_--_-_-_-+-F-------=--==-----~A------.. ~_ ... ~_~-!l.--S-q-5-.. ,---:c.-__ ·_

1---------:------J . . -- ·--

''-l.n '1-1

PRES/RESS 1.15 PRE5SLJRE

I/.JSIDE MER ID IOJ..JAL. STRAIN (cl) 8 U TT R E 5 S

NOTES:

11) Predicted strain indicated by a· dashed line which appears on the outside of the structure centerline to show tensile strain and on the inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

(2) Strain gage locations are marked ® (3} Measured strain values are marked &

FIGURE 6-33

co _.,, c....,

INSIDE MERIDIONAL STRAIN PROFILE

AT BUTTRESS

•

•

PRE STRESS

•

I

~- --------- - I ----- --- \ ~,.., •.. -.--~· -·--·- _______ ± _____________ ·, .. '--~Et...-7~27------i4~-------··-·-- ·--· ·----·---. ----r·- ___ __ ...t__-:Eh._7'58~'f' __

.. - Ir I . 11 . I 1; I ,

1 n

I I. I I I! I ; i1 I 1 1i

I II I I· I Ii

~ ~~ 14. .1: I --· __ .... ·----- ________ ----at.U- __ _:_L·.-c;;..coso·-o~ I .Ii I 11 I 1! I 1! I . I!

i I I' j \. p I \ I I l I.

I I I :

I ... ·-------~ I --------~'. _ _L-:-E .. ._~,~c:.__ ·----~-·------- ---- - . ' - -EJ._5q5'-10·

....... ~-~'---'=-=--- ---+---·------ +--'CM- ------·---··------·- --~------· - - - - - . ~ /_:EL-~_:~ .,_____ ~--_;

i

+-_'--'s,._,,cu.·!:~_a2~---+--1M--~.c:.-s~_1..:.!.~..:::.o=-s s::..6"'----

I

1.15 PR.ESSLJRf: PR.E'S/RESS + Ll5 P~ESSi.JR.E

OUiSIOE MERIDI01'JAL STRAIN (;;, BUTTRESS

NOTES:

(1) Predicted s_train indicated by a dashed line which appears on the outside of the structure centerline to show tensile strain and on the inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain magnitude.

(2) Strain gage locations are marked ® (3) Measured strain values are marked A

FIGURE 6-34

OUTSIDE N11:Rl:!IONAL STRAIN PROFILE

r:a...a·· I

AT BUTTRESS

•

•

•

--- --------·- - ---

___ ,~ - --1---

~.s--S"-6_,_-1-o_G_.,_,.._-11«1---.--._, E~~·1:~ __ A ______ El..~~~~_:_-(•'40 )--- ~~ ( ""'fO) :-J]

PR£STReSS

HOOP ST8Ai1V

1.15 PRESSURE

HOOP STRAIN

lt.8.IJ (+dl1

CL~· ,., ~t> 5(j:.•t·OoS·8

~GL.•l•OCO'f 8 ~

(•IGO)

EID

(·50) Lill

PR.£SiRE.SS RAD/AL STR~/N

i.----l('f'J} .:..-~-@Z)-il :-11H

1.15 PRESSURE RADIAL STRAIN

VER TICAt. SECTION ri> DIA. OF P£NciRATION

NOTES: (L) SIR.AIN GAGE l.OCA.llO"NSARE MARK.El) ®

f2)/11cASUR.!O STRAIN VA:..uES ARE MARKED .i> (3) VA.t..UES IN MICROST~Al.VARe INOICATeO

(-100) AN;) AR..; R.OT7"£;) W.R. T. NEAR.eST 51./RFACe AT 1 ·~eoo MICR.OSTRAIN

4 : PREDlCTE:J S7"R'4/N YA:.U.!S .J/~e IND/"4760 ~ IN MICRO STRAIN

SGL•l•O"'l'8A(·qo) e>QJ.® S6!·1-C>604 (-soo> '"(fl~) *

S<r,·1•0'12.A{t5o) e ®SGf..·1·066t< (~410) . ~JL)$ ~J~ *

OLJIS!OE HOOP Ca> 4~0

FIGURE 6-35

VERTICAL SECTION STRAIN PROFILE

AT EQUIPMENT OPENING

._ __ _.. ___________ ._.,,,,_.._....,..,_ __ ,,,_ __ ...,._,, __________ _.. ______ ..,.. ______________________________________ .,._, ____________________________________ ...... __ ~ ________ ,,_ ____ ._. _______________ __, ______ ~~

•

•

•

1-",_. ___________ m_..,.....,._........,....,. __ ._. ______ ,.,._,.._._..., ____ ,__, ____ ..,_..,_ ____ .,.-______________________________________________ ~r~-----..._,.,.....=---.....,_.,--._.,--,_,_. ________________ __

PRESTR.£5S RADIAL STRAIN

1.15 ·PRESSURE

RADIAL STRAIN

A..,~~'"' \ . •./'

(4-UJ1

! i':oJ

,1-f OR. IZONTAL

l. ) !6 c-eoo ! I

~,-,!! C..tl.!..J·

SGi::·0~,.5 ~1'.%j •

?:<~STRESS

HOOP STPrJ.iN

· f. J-5 PRESSURE -

HOOP STRAl"-1

S£CTtO/\J (o) DIA. O~ PENETRA 'TION

MICROSTR.AtN (TYPl;;;At..)

(IJ $TRAii.i GAGc 1..0CATIO!\JSA.RE MAR.l(.ED

"' MEASl.IRl:.D STRAIN YAl.L.'CSARc MAFl..1'EO ('3) VA1.1,,·es 1.vM1CR..OS"i.'<.,A,J.'-/ AR;'

INOIC4'T=:;) (-100 l AN;) AR.5 P.orre:o w. R.. 7: NcAQ..f::S'T' s:1R.P:.Acc AT 1 "= 200 MICR.OST~AIN,

fl. . P!lE:J~J) Si!W/\i Y..l~UES ARE ~Nr.J/.CATE.O ba1.J IN MICl/O ST!MIN. -

5Gl.•I• o·nA(·'IO)Q9.· @ SGL·l·OSqA("tlOO) (0):11 (fU.>*

SGL.•i•O,IA (-~)e e SGt.·l·OGSA(-tSO) .r-c;o):;. <-so>~

INSIDE: H00Pt@~5·

-

FIGURE 6-36

HORIZONTAL SECTION STRAIN PROFILE. AT EQUIPMENT OPENING

a.., ____________ ,_, __________________ _,,,_,,_....,_,, __________ ,._.-....--.-------------------------.,,_--..,..., ____________ .._. ____ .._ __ ...... .,.,...,.,.,~-...._...------....... --------------------~-----

-. ; ; '

•

•••

.... .... Q) 0 .... .... :::> V> "'

"' Q) .... c...

+50 i +40

+ 30 I I

+ 20 ~L I

"' .e-+ 10 ~

<J

0 I ~-

I

I f - 10 i

i

-20

23 Mar. 1970

... ,.... .. +

Hoop Tendon 64BF (25°) I I.

... "' Q) Q)

.... I-Q) Q) - .... 0. :::> E "' 0 :!J u .... c...

L

J ~-~ + ... !"'I /A...,/. ;·~·~ . ·~ ~ + t t..1

I

-63.3 0)

-55 ·a -28

Q) .... -20 :::>

"' -10 "' =...1_0 Q) .... c... .

it\/\ "'.-.41 • .I ~

+ ++

+ "r.

?.:

25 27 29


31 2 Apr.

1970

-~

-.::.-

'.::::> ---1 'l

-._:::....

·~

··-·

FIGURE 6-37

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESD

....

•

••

..... ..... ~ ~

~ Cl)~ ..-- ..... ..--..... Cl) Cl)

5 e - ... v; a ~ ~

~ 0 ~ e u e ~ -~

+ 50 r----i -a---r---r---~i ___,__ ___ +40

Hoop Tendon 64BF (145°)

+ 30 I · I l I

+ 20

-63.3 C) -ss ·;;; c.

-2a e -20 ::> =:=--10 ~ ~O-Cl>----1

d:

a ~ ~ ·- +IOr-~-----t------'----t------_..,.-t--.;.~.----or-t---------l------~~ ~ •• + + •--:..

++ ++ Jt.

<J

0

~·· + \. i"+ • . ;t.I "7 \+ .t .... ,. • .. "" : ......... ; "'\. + + j. •• •.

~ ~# , ~ + to .. ~ I •+I' + ~ .. ... + ~ ~.·· ~ "- ~ ....

.-.... ·-~

---20 ....___-_____ _.._ ___ --l.-__ --_ ___J..___-_-_-1-___ -1· _-__ ._-"__J"

23 Mar. 1970

25 27 29

DATE ( 2 DAY DIVISIONS )

31 2 Apr.

1970

FIGURE 6-38

LOAD CHANGE vs TIME - LOAD·CELL (PRESSURE TEsn

•

,.

-... "' .!

... Q) c ... - ::::> VI "' "' Q) ...

a..

+50 i

+40

+.30

+ 20

a ~ + 10

<J

0 : .. ,

,J --10

-20

23 Mar. 1970

,, / • + +

I

-

--

~ ~ ' "· ,../+. IN># + \ • • .:

-;-

--

25

-"' Q) Q) _ .... Q) Q) - ... 0. ::::> E "' 0"' u~ .Q..

i

Hoop Tendon 34DF (145°)

• .. + + ·~ ... . ·~ ~ + .J+

+ \ t l

1*" ~ + ,; \ v ~·~ ~

+ + :

++ + •

...

~. --

I

27 29 31

l

-63.3 . O'l -55 ·;;;

Q.. Q)

-28 ... ::::> -20

=..i.-10 ~ 0 - Q) . ...

Q...

2 Apr. 1970

_.._ c-)

,-

·---


FIGURE 6-39

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESn

0 l.C')

'° CN

l--l )- I

"" lo-.j u.. OJ

·)- 0 -,.._

.0 v .... C") .

1 c 0

~ 0 z "tJ

_ ... ~ ~ c .:::t.

i! u c Q. ...,

~ J:

I

I- ;:0 -l::t ... I·

-0 ~ _!.._, -I

.... ~

• T ' - -~ ,__

~---( I

~(~ -~- ~

ll-~ --

-- '!1;> I ;

i ; .... 0 ¢ 0

~ ""' N

:> ISd aJnssaJd

; '

.... /

,, .... /

_,_ ,~

I 7

I I

I I

I I

I I

€"-~ ~~ -e-:

''C ~,

}' /

,;

7

< \ \ I

\ \ \ \

\ \ ~~ rt-

...... / -.. ~-- ..

I I

.... ~ /

-~ / '

-~ C")

0

~ C")

l °" ~ C")

OJ

~ C")

"" -~ C"')

'° ~ C")

l.C')

~ M

-.:t'

~ C"')

. -·

C"')

~ C")

FIGURE 6-40

2.' c

Q

---.:

.. . : ' ~ ·-'

LOAD CHANGE - VS TIME - STRESSING JACK /DDCCCI ICC: TC:CT\

•

•

••

.... .... "' ~

.._ Cl) 0 .._ .... ::i c.n "'

"' ~ 0..

+50 ~

+40

+ 30

+ 20

"' .e-+ 10 ::.:::: ~L

<J

0 ~·

-10

-20

23 Mar.·

1970

..........

I

.

.... "' Cl) Cl)

.... I-C!) Cl) - .._. a. ::i E "' 0 "' u ~

r

Dome Tendon D2BL25 {North) .

J" I

:

#"

··~ ,f + + .. . +

·~·+\ .< .. ,.,..,,,

+ + ,; ~ .-r + ~

"' .... +

25 27

-

~. + +

/ It

"'+\ < v ... it-~ .: !

*+ t ~. ... 1•+

+

-

29 31

O> -63.3 ··-"' -55 0..

Cl)

-28 .._ ::i .,, -20

-10 QI" ~0-d:

2 Apr.

1970

.. -:-:-...

... _, (__...,

:-...:>


FIGURE 6-41

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESD

•

--·

,._ ... a> c ..

..... ::::> ti) .,.

+50

+40

+ 30

+ 20

.,. Q) ...

0...

i

.,. .e- + 10 ~ -~

<J

0 ~A

- 10

-20

23 Mar. 1970

~

.~ l •

25

~

..... .,. a> Q) ,._r--Q) Q) - ... 0.. ::::> E .,. 0 "' u ~ .Q..

i

Dome Tendon D2BH25 South

J .~. ..

... \:++ ..... ~ .... ~ ~

........ ++ #" ~ ./ .! ·r . ~

~~ • +

• -II

·' • ., .

~

\

-----

27 29 31

-63.3 .~ .-ss "' 0.. Q)

-28 .... :J -20

-10::; =..L_o. ~

Q-

- - -

2 Apr. 1970

-i-

C-b - _ .. C".

-...... - -


FIGURE 6-42

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEsn

•

• .,, 0.

52

<J

•

.... .,, Q) .... ....

... Q) c ... .... ::::> ~.,, .,,

Q) ... c..

i + 50

+40

+30

+ 20

-

+10 -f

0 .~ ?

-10

- 20

23 Mar. 1970

..- ~

25

.... .,, Q) Q) ........ Q) Q) ' - ... c. ::::> E .,, 0 .,, u ~ c...

i

Dome Te.ndon 1?3T28 {N~rth)

-I -

;

~. &.

- .. v .,..,..-.;' . -.._ .. ~ - ... 1 • *+41 • + : •• :.

27 29


..

··~. .. - -

-

t~ """"'· . .,.

+ .,

--- --

31

-63.3 -~ -ss ~ .,, c. Q)

-28·'--20 · a .3::..10 ~

0-'-. c...

- --

2 Apr. 1970

FIGURE 6-43

-~

-"':..:---- -c~

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEST)

•••

:.

-- "' "' Q) CIJ CIJ ,_ _,... - Q) Q) ... CIJ c ... - ... - ::::>

c.. ::::> V) ... a ~ "' CIJ ... u ...

a.. .a,.

+ 50 i i

+ 40 t----t----t----+----~---4---.J

Oome Tendon 03T28 (South)

+2oi-------t-----t-----+-------1-----l-----J -63.3 C> -s.s a -

~ +10 ;.J CIJ -2a ...

-20 a -10"' ~O·~--~

. ,o.;

<J

-10r-----+--.;.._-+----+-----l---....--I----~

-··--

-20--~~~...i....~~~~~~~-J..~~~--l~~~--.L.~.....:::.;--~;__J

23 Mar. 1970

25 27 29


31 2 Apr. 1970

~-·

FIGURE 6-44

LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEST)

r-0 )> 0 () :c )> z G) m

_< ""C Vl

"TI ;;o m -I G) Vl -Vl 3:: c Cm ;;o ;;o m m

I

°' -I m· I Vl Vl t:. -I -I - ;;o m

Vl Vl

z G)

'-)> () 7'

• (!) en 0...

CD .... ::>

m .... Q..

a

~

40

20.

0

+160

+12.D

Q + 8.0 I

"g +..W ~

<J 0

- .... o

,... 8.0

-12D

I

~

3/23

'

' J . vr CH' -· ·--'i

:

--fa . (j) .

3/24 {) (' '' I .,) . U'' 02.J~/.L,·~'

-- --

3/25

• • ,

' , "- .I.

"' "' "' ---¥· l . !'

i \ "

l /j I

~ 'l\t ,/-"' ~ t-· - ~

I i '\ . ....:. "f

I !

Vertical Tendon V94 - 85° I

Jack No. 9182

--0-. - -eafJ -$-- . -- -<t>----- --~-- . --.....__ '

!

3/26 3/27 3/28 3/29 3/30 3/31

1970 Date

•

•

••

! ---'.) -! .......

i - - ·-tr·-I / I -dy

~~C:."." .. I . : I

I

i

I I

I

I I

I

0

~ N

I ""=t"

co co " .;;:: N

> . c: 0 0 z

'"C ~ c:

Q) CJ I- c - .., -- c

CJ ·-.... ... Q)

> '

'

~ I I I I I

I I

"~~ '_ ~J~ i: ~l ¥

I -~ M

: . ~--·- I H-t-H'-t--t---. z--+1-__ -1---+--...;...;.--!---!---+---1-J:~~--l---l--I - - ~

! I 8 I i i . ·- ~ "° R 1

1

1 ! \ NO-. . \ "M--1 I \

I i ! . l '

···1~~-

I 0 0 0 -0 ""' N I ~IS~ aJnssaid

0 0 0. :2 ~ + +·

'

0 q a:S .., + +

sd!)l - pco1

I \ \ \ \ I I

0

\]

q .., I

_·.:;,,-...

r_,

--q q

. CD N -I I

FIGURE 6-46

LOAD CHANGE VS TIME - STRESSING JACK (PRESS URE TEST)

~ ::r: u z

0.20

I 0.15 ._ z LU ~ LU u =5 Bl 0.10 Cl

0 V'l Cl-

1

w ~

0.05

0

63.3. 55-

~ 28 ~ 20 fl,.. 10

5

FIGURE 6 - 47 . I

RADIAL DISPLACEMENT 176°,MERIDIAN I

(TYPICAL SECTION)

------- -------

' c -600 I

~ I

PRESSURE

-J---·--+-------1------1---

3/24 3/25 3/26 3/28 3/29 . 3(30

·-·· ·--- ............... _ .. ___ ,,,_______ ·----..------r

0.20

Vl LU ::r:

FIGURE 6 - 48 u z I

RADIAL DISPLACEMENT 0.15 85° MERIDIAN I-

z (BUTTRESS) LU

:E B - 635 I.

LU

j I 0...

O. IO Vl

0

0.05

0

0 PRESSURE

~ 63.3 -11---·----·---· ______ ,, ______ ,, -- __ ,,_ .. --·---- - .... ·-·-

I 55 Lu ~

:::> (/) (/) Lu

s:

3/24 3/25 3/26 3/28 3/29 3/30

•

El. 739 El. 739

El. 711 El. 711

A El. 688 A El. 688

• A El. 675 . 11.. El. 675

El. 638 El. 635 ~

A El. 618 El. 618

El. 600 El. 600

• Measured Wall Radial & ,

Dome Vertical Displacements @ 176 ° A Measured Buttress Horizontal Displacements @ 85° A

• Reference Point All Cases

' \ 0

' \ El. 739

\\ t\ '', ~\ El. 711

I I

I b

f I El. 688 a :

\ I El .. 675 a, \•

~ t.

~ El. 636.5 ' B --~

<::> -1=:-

# Co

El. 618 -...., UJ en

/. 0 ,

I/ El. 600

Average of Wall & Buttress Measured Radial Displacements ___ a Radial Displacements Computed from Measured Strains---- __ o

FIGURE 6 - 49

DISPLACEMENT PROFILE

•

•

•

~-- 3'·0" --- ITYPl-· ·I T ··-~·

1 2 I I

I 3

I I

.015' ~I ······-···-- -----+----------!

4 6

.• ! i.··."oos•

I i 5 . !

I i I ;

~---r--· -----i --·--:--·· ·------' l I

7 8 I 9

LOCATlmJ: DOME 325°

0

I

.002" .001' ...... ,,... .001' .001 • .001'

I hO··ft.. .

.002· .

I ~.001·

.. ---.001•3

I ;\ . !--------------+--· -·- ·--·-·----··•-·-· -···-----

! I CRACK@ 63ps;g

--~ .001"

•002.i ,.• CLOSED@ 2Bps;g ·-r'.001·

. -1- .. '... I .... >." r.,,. ··----------t. ---~:_1·--~~:_-·_··."-·-----1

I .oOI': ! 1.j>

; s ':"ooZ:-~ .002· ~--...

•. 002·

_.L,. 9 .001· 7

;.001·

LOCATION: EL 6321-611

®

1 2 i I

3

I

1--------t--· --~---t-----------1 4

.002· , .... .,

7

; - i

_i I ,.

•• ·:002·

5

LOCATION: DOME 205°

G

.001 • '•""002· . --....,.001· I

. 6

•• ••. 002· ...

9

-~ 111.•of""'r

1

r--.;;::.::.::::.;··--· - -·--<--

----·------··,_ ':'"002•

7

I

2

5

8

i : i

!

LOCATION: EL 630'·0''

f)

.• 001' JJt.11.,

3

6

9

• 002·_ ..... ,_----

I

-·------

4

7

l

4

7

: . I I . .

2 3 I , ... I

.001· .ocn·: . I . I .

~- . I J.

' ' .cxn·: •

5 6 i

I ',

• 001·« . . I

8 9 I

.oori

LOCATION: EL ?01'~"

G

1 TiANS!'."0.N BETWEEN WALL ',.) & EQUl">lfNT HATCH

:

* 3

:

I .001'

' ,,,-r ...... ,

,- I \ I , , , \

$""' ' '1 6

I I I

! I .>:a;;;·~·· . : ... I

I ' 9

I

I I

I I

LOCATION: EQUI P'·'~NT 1<.ATCH

G

I 2 3

.002' COLD JOINT I I ~ ..

4 5 6

---- -q . . "'..001• . .

7 8 9 ~ ~ 1.ocn•

LOCATION: EL 702'-6"

0

-

FIGURE 6-50

CONCRETE CRACKS

•· r l

•

•~

BUTTRESS

,,_.,___z'-6"--•+-l ·----1~i;--l ·,____ ,,~ .. -l" .002·

~ J-002··

EL. 753'-3 l /2"

G-- ___ /_

.. · o1•• 001·

LOCATION: EL. 748'-6" 205°

0

I ! ! I

BLOCKOUT 02 86 31

I -+--

I i I

I I

! I

3'-10"

WEST EDGE OF 205' BUTTRESS

I

--- -

.002· I'll 1t'lt1t1crr • a:x

.oos• /

BOTTOM OF RI i·.fG.GlRDER

.001· .002· .. . .

-~

;;-......

... &•.:I

-~

2050

EL 5.?_6.'..___ I 3: r--=:---;--i-:.;::;:-r---=:-T---r---~t-

5 9 11 7

EAST EDGE OF BUTTRESS ABOVE HAUNCH

EL. 596' 27 29 31 33 37

.003" LOSED@ p>ig

--.- ·----.005"

.003" EL. 594'

28 30 32 34

G

EL. 51b' ~ 53----J55-! 51 59 61

(002· I .002· .()().(•

I I

I'-. !

I ) .004 I

.002" I ~ ;.001· EL. 594'

52 54 I 56 5B w 62

77 79 81 83 85 87

"- .002· _.fl }

v--- .002·

.002·

.001·( .002· \

i 78 80 82 84 86 88

l3

39

40

~ .....

.005"

\ 64 (

15 17 19 23 ~-;;---r--------·

41 43 ----i- ---1-.oos·

_J __ 42 44 46 48 50

A ,,-65 67 69 71 73 )-002"

I ;ooi·-' .OOJ•

~

oo··F ~ .········ ... • I

66 68 70 n I 74

WEST EDGE OF BUTTRESS

ABOVE HAUNCH I

145°

25

75 I

I

"'"' v

-76

89 91 ~4 -+--] -

.001" i I

I t (ooi-

I I 11

FIGURE 6-51

CONCRETE CRACKS

94 96

I 0 r n 7 r. G 3 .. ! IJ I ~! •

• •

SECTION 7 CONCLUSIONS

•.

•

•

•

•

7. 0 CONCLUSIONS

Design criteria were met during the tests showing that design methods were

sufficient to proportion and specify the structure for the intended purpose.

Measurements confirmed the expected structural behavior during the test.

These major conclusions are based on a number of observations and conclusions

which include:

7. 1 Pres tressing Forces

Strain measurements corroborate construction records showing

prestressing forces which compressed the containment concrete. No

structural instability or loss of equilibrium resulted from the initial

pres tressing forces which are predicted to decrease as time progresses.

!:::::Figures 6-27 through 6-36 compare predicted and measured strai,n and

show the relative agreement. The trend was to measured strain-which (_.I

exceeded the predicted values; however, excess strains were wit~in the

expected range. Concrete creep is a major reason for the larger

measured strains and is indicated by graphs showing measured strain

changes with time. The expected range for creep was from 10% to 70%

of the strain resulting from the relatively quick application of forces

which affect a particular sensor. Figures 6-27 through 6-36 and the

gage time histories show that the comparison agreement, on a numerical

rather than range basis, could be improved by subtracting creep and other

time dependent effects from the total strain accumulated during pres tressing.

7-1

•

• 7.2

•

-- ----- ----------

As predicted, the cylinder hoop strains and those for the dome were

among the largest. The vertical cylinder strains and those at

discontinuities such as the ring girder were among the smallest.

The strains measured at buttresses differed from those away from

buttresses but not significantly so when compared with the strain

variations that are attributable to creep.

Strains predicted and measured at the difficult to analyze equipment

hatch opening were, at the largest, of a magnitude similar to the

largest strain measured in the dome. In some instances the sign of

the measured strain differed from the predicted. However, those

' strains were closest to zero and hence considered smaller than the

accuracy tolerance range for the predictions and measurements.

Pressure Test

Strain measurements agree with predictions which show that compression

caused by prestressing reduces with a pressure increase but that the

containment is still compressed at test pressure. The strain change

due to test pressure, shown for convenience as an increase in tension

rather than a decrease in compression, is small compared to yield for

reinforcing steel which is on the order of 1300 to 2000 microinches/inch.

The comparisons show about a 5/6 ratio between predicted and measured

strain. This is attributable to the assumption of conc~ete modulus io:i:.'.::'

predictions that differed from that for the actual concrete by the same·J .. ,

C)

7-2

• ratio. Creep and gross temperature effects are less evident than

was the case during prestressing as would be expected because of the

shorter time period involved for the pr.es sure test.

The strains at a buttress and at the equipment hatch opening did not

differ significantly from that predicted when compared to the amount

of compressive strain from prestressing and to the strength of the

reinforcing us ed.

·Agreement between measured strains and measured displacements is

illustrated in Figure 6-49.

• 7.3 Prestressing Plus .Test Pressure of 63. 3 psig

Comparisons showing the agreements between predicted and measured

strain are shown on Figures 6-27 through 6-36.

The concrete is still compressed showing that the pressure could have

been higher without reducing the compression strain to zero. As

expected, the pressurization of the containment resulted in only a

1% to 3% increase in the prestressing force, an amount that is considered

negligible. This demons tr ates that containment pressurization ca us es

negligible cycling of loads in the prestressing tendons which are an -important contributor to the containment strength .

• 7-3

• 7.4 Prestressing Los·s·es

As exp.ected, pres tressing forces reduced from their initial value to

a value intermediate between the initial and final one. The reduction

is estimated by subtracting the average measured compressive strain

in a direction parallel to a tendon from the average initial tendon

strain of about 5800 microinches per inch. In the dome, for example,

the average strain to the end of pres tressing was about 200 microinches/

inch leaving about 5600 microinches per inch average tendon strain .

•

1:::::::> -~--

• 7-4

·AP

PE

ND

ICE

S

I 0 ': 3 7 j G 8

•• •

•

• APPENDIX 1

Load Cell and Stressing Jack Calibration

Load Cell Calibration

The strain gage load cells were calibrated in a standard testing machine.

Applied load was measured with a standard load cell having a calibration

traceable to NBS. The millivolt per volt output of each cell was measured

at applied loads of 0, 250, 500, 750, and 1, 000 kip (1, 000 lbs.) after an

exercise load of 1100 kip had been applied. One cell was subjected to the

loading cycle with the load applied one half inch eccentric to the cell axis.

The load was offs et by directing it through a small diameter ring located

• between the standard cell and the cell being calibrated .

One cell was subjected to the loading cycle y..rith the load inclined at two

degrees to the cell axis. The load was inclined with respect to the cell

axis by loading the cell between plates with surfaces machined to a two

degree slope.

In addition, the no load millivolt per volt output of each cell was measured I

at -200F and +1500F to determine the thermal zero shift between the

expected extremes of operating temperature. Calibration data for all

cells is giveninTableAl-1.

'··=> ·.--

--: ·.1 •

•

•

Stressing Jack Calibration

The stressing jacks used as hydraulic load cells were calibrated by the

supplier prior to being installed on the tendons. .The calibration was

performed in a frame fitted with a load celL

Force output, as indicated by the load cell, was recorded for each jack

at the cylinder pressures and ram extensions listed in Table Al-2.

Pressures were monitored with Seeger precision gages (0-10, 000 psig -

0.1% accuracy). The same pressure gages were used with the jacks when

the latter had been installed on the tendons as load cells.

The calibration data (Table Al-2) is a listing of ram areas computed from

measured cylinder pressures and ram forces. The computed ram areas

are relatively independent of either ram extension or ram force and are

quite close to the actual areas.

C.:)

-. _._,, -J

• Load Cell 2830 2831 2832 2833

Load Condition Normal Normal Normal Normal

Load

0 kip 0 0 0 0

250 " 5.06 5.00 4.90 4.90

500 " 10.03 10.07 9.99 10.02

750 " 15.00 15. 17 15.00 15.08

1000 II 19.91 19.98 19.95 20.05

750 II 15.08 15. 10 15.05 15. 12

500 II 10.14 10.14 10.07 10. 10

250 II 5. 18 5.07 4.97 4.97

0 0 0 0 0

• No Load Output -. 03 -.05 +.06 -. 04

-·

-20° Fto +150°F +o. 14 -.03 +.01 -. 11

Thermal Zero

Shift

'

• -~

2834 2835 2836 28~8

Normal Normal Normal Normal

0 0 0 0 -4.94 4.74 4.88 4.80

10.03 9.84 9.91 9. 89

15.04 14.92 14.94 14.94

19.96 19.97 19.97 19.99

15.08 14.97 14.98 15.03

10. 11 9.94 9.96 10.01

4.99 4.85 4.94 4.95

0 0 0 0

-.01 +. 12 +.08 +.IO

+.07 - . 01 +.03 -.04

LOAD CELL OUTPUT - MILLIVOLTS PER VOLT

2839 2839 2874 -

Normal 1/2 11 offset Normal

--

0 0 0

5.00 5.05 4.81

10.25 10.31 9.87

15.45 15.94 14. 92

20.60 20.66 19.98

15.53 15.57 14.95

10.39 10.44 9.91

5. 15 5.22 4.85

0 0 0

+.06 - +.04

+.02 - +.03

TABLE Al-I

CALIBRATION DAT A

STRAIN GAGE LOAD CELLS

2874

2° inclined

0

4. 94

10.03

15. 10

20.22

15. 16

10. 11

4.94

0

-

-

-

Ram 9182

3-1 /2 11 Extension 4-1/4 11 Extension 7-3 /8 11 Extension

P,psig F, kip A, in2 P, psig F, kip A, in2 P, psig F, kip A, in2

20 0 - 20 0 '

·- 20 0 - -

1010 150 151. 1 1050 156 151. 8 1045 153 149.6

2050 305 150. 3 2080. 311 150.7 2045 304 150.0

2990 446 150. 3 3020 452 150 .. 6 3035 452 150. 1

4030 603 150.3 4045 605 150.3 4015 598 149. 7

4790 717 150. 4 4815 720 150. 1 4800 716 149.9

4990 746 150. 1 5050 755 150.2 5010 749 150.0

• 5215 780 150. 1 5230 781 150.0 52i5 779 150. 0

5390 806 150.0 5415 810 150. 1 5380 804 149.5

5605 838 150.0 5615 839 149.9 5600 838 150. l"

5800 866 149. 8 5810 868 149.8 5860 875 149.9

~ l7 20 0 -

,.

~ 1025 150 148.8

v 2015 298 149.5

~ 3020 450 150. 1

3995 596 149.9

4810 720 150.2

• i

v 5075 758 150.0

~ 5250 784 150.0 v 5405 809 150.2

/ ~· 5620 840 150.0

5785 865 150. 1

L

Ram 9184

4-1 /21 'Extens ion

P, psi~ F, kip A, in2

20 0 -. 1110 165 151. 2

2060 306 150.0

3020 451 150. 3

4050 606 150.3

4410 660 150.3

4650 694 150.0

4825 721 150. 1

·5010 749 150.0

5205 777 150. 0

5810 869 150. 1

20 0 -

1050 154 149.6

2060 307 150.4

3100 462 150. 1

4040 604 150.3

4450 665 150.2

4630 692 150. 1

4820 720 149.9

5060 757 150.2

5190 776 150. 1

5780 864 150. 1 I

Ram 9187

4-3 / 8" Ext ens ion

P, psig F, kip i\. . 2 .c ' lll

20 0 -

1025 151 151. 8

2065 310 151. 5

3000 450 151. 1

3990 598 150.7

4440 667 150.9

4620 692 150.4

4790 719 150.7

4990 748 150.5

5200 780 150.5

5800 871 150.8

20 0 -

I 065 158 151. 1

1990 298 151. 1

3005 451 151. 1

4010 602 150.9

4410 663 151. 0

4390 689 150.8

4820 723 150.5

5000 751 150.8 l

5205 781 I 150. 7

5850 1 877 I 150. 5

NOTES:

1. P is pressure indicated by Seeger gage.

2. F is ram force indicated by load cells.

3. A is theoretical ram area computed by dividing F by P-20. P is reduced by the zero load reading resulting from dead load of apparatus and other fixed quantities.

TABLE Al-2

STR~SSING JACK CA.LIBRA TION

DATA

APPENDIX 2

Displacement Measurements - Reports Submitted by Wiss, Janney,

Elstner and Associated.

1. Deformation Measurements During Containment Pressure Test

of the Palisades Nuclear Power Plant

2. Further Investigations of In.var Wire Extensometers

• -

•

Documents

CONTAINMENT .BUILDING STRUCTURAL INTEGRITY TEST