ML18044A343
| ML18044A343 | |
| Person / Time | |
|---|---|
| Site: | Palisades  |
| Issue date: | 11/30/1970 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML18044A342 | List: |
| References | |
| TASK-03-07.D, TASK-3-7.D, TASK-RR JOB-5935, NUDOCS 7912190487 | |
| Download: ML18044A343 (130) | |
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CONSUMERS POWER COMPANY PALISADES PLANT
- CONTAINMENT .BUILDING STRUCTURAL INTEGRITY TEST
'::::l
-,.J BECHTEL COMPANY JOB 5935
* . November 1970 L_____
ATTACHMENT CONTAINMENT BUILDING STRUCTURAL INTEGRITY TEST
- Paragraph TABLE OF CONTENTS 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
- 5.0 4.4 4.5 Fabrication and Installation of Sensors Data Acquisition Equipment TEST PROCEDURES 4-6 4-8 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
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-- ..1 6.3 Displacements 6-8 *.-=--
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6.4 Concrete Cracking 6-9
- 6.5 Assessment of Test Data 6-9 ii
-~,
- Paragraph TABLE OF CONTENTS - continued Page No.
7.0 CONCLUSION
S 7-1
- 7. l Prestressing Forces 7-1 7.2 Pressure Test 7-2 7.3 Prestressing Plus Test Pressure of
- 63. 3 psig 7 .. 3 7.4 Prestressing Losses* 7-4 APPENDICES
--.J
- iii
- FIGURE LIST OF FIGURES 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 4-8 4-9 Equipment Opening and Buttress Sensor Locations Sensor Installation Details 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
***-=-
- iv.
- FIGURE LIST OF FIGURES - continued TITLE 6-5 Strain vs. Time-Rebar Sensor (Prestressing) SGL-l-021A 6-6 Strain vs. Time-Rebar Sensor (Prestressing) SGL-l-022A 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 6-10 Strain vs. Time-Rebar Sensor (Prestressing) SGL-l-045A 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 6-14 6-15 Strain vs. Time-Liner Sensor (Prestressing)
Strain vs. Time-Rebar Sensor (Pressure Test) Slab Strain During Pressure Test SA 10-01, SA 10-02 SGL-5-47E SGL-l-002A 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 r::::;
.=:-
--. =--
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- FIGURE
'J LIST OF FIGURES - continued TITLE 6-25 Temperature (°C) vs. Time-Thermocouple Sensor (Pressure Test) TC 6-03 6-26 Temperature (°C) vs. Time-Thermocouple Sensor (Pressure Test) TC 6-04 6-27 Inside Hoop Strain - Typical Section 6-28 Outside Hoop Strain - Typical Section 6-29 Inside Meridional Strain - Typical Section 6-30 Outside Meridional Strain - Typical Section 6-31 Inside Hoop Strain - Buttress 6-32 Outside Hoop Strain - Buttress
- 6-33 6-34 6-35 Inside Meridional Strain at Buttress Outside Meridional Strain at Buttress Vertical Section at Equipment Opening 6-36 Horizontal Section at Equipment Opening 6-37 Load Change vs. Time-Load Cell (Pressure Test)
Hoop Tendon 64BF(25°) 6-38 Load Change vs. Time-Load Cell (Pressure Test) Hoop Tendon 64BF(l45o) 6-39 Load Change vs. Time-Load Cell (Pressure Test) Hoop Tendon 34DF(l45o) 6-40 Load Change vs. Time-Stressing Jack (Pressure Test) Hoop Tendon 34DF(265°) 6-41 Load Change vs. Time-Load Cell (Pres sure Test) Dome Tendon ~2BL25(North: c.;,
- vi
-J
- LIST OF FIGURES - continued FIGURE TITLE 6-42 Load Change vs. 'I'.ime-Load Cell (Pressure Test)
Dome Tendon D2BH25(South) 6-43 Load Change vs. Time-Load Cell (Pressure Test) Dome Tendon D3TZ8(North) 6-44 Load Change vs. Time-Load Cell (Pressure Test) Dome Tendon D3TZ8(South) 6-45 Load Change vs. Time-~tressing Jack (Pressure Test) Vertical Tendon V-94 (85°) 6-46 Load Change vs. Time-Stressing Jack (Pressure Test) Vertical Tendon v 278 (270°) 6-47 Radial Displacement 176° Meridian (Typical Section)
'\ r 6-48 Radial Displacement 85° Meridian (Buttress}
6-49 Displacement Profile 6-50 Concrete Cracks . 6-51 Concrete Cracks
- vii i
I I_
SECTION 1 INTRODUCTION
*z 0
.1. 0 INTRODUCTION 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. ----
- ~-1
SECTION 2
SUMMARY
- 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.
- 2.-1
- 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. C.::; 2-2
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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2-3
~ECTIUN 3 CONTAINMENT I D.~ ri ...
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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
- 3-2
- 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.
3.2.2 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. The met!tods
- --~
3-3
- 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.lnl't'al 3-4 1
at the time of pressure test,
- 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 compression.
f~ = 1.5 ksi. At test pressure fc, on the same basis, is reduced to about 0. 13 ksi of 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
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-1
- 3-5
- 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: 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 3-8
- 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 .
- 3-9 -,
-~
- 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 io 6 psi v c during pres tressing = 0. 26 "c during pressure test = 0. 26 Es = 30 x 10 6
"s = O. 29 Concrete unit weight= 150 lbs per cu. ft.
E - modulus of elasticity
- (b) 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.
- 3-10
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DS TAii... 0 FIGURE 3-1 TY"PtCA/,. C.C.0.55 Sll.CT/01'-I 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 ..
- 4-1
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.
--=-
- 4-3 c..-,
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
--.J
-.J 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.
locations are shown in Figure 4-9. The load cell 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.
connected directly to the system. Strain gages and load c~lls were Thermocouples were connected to the system through battery-powered cold junction compensators.
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- i 114 Re-Bar 3 1-0 11 long See Detail A - -
Smooth And Widen Both Sides By Filing As Req;.iired. Hose Clamps - - - Mount Strain Gage One Side Only. Protective Sleeve _____\4 Tie Wire To Re-bar l__~L___ J L
- Over Wax 3 Con. Shielded Cables Strain Gage
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DE"iAIL A FIGURE 4-1 SCHEMATIC ARRANGEMENT OF L__________;.______________~--~~~--~~----~~~------------~~~--.----~----~~------~ REBAR GAGE I
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- - ..JJ..1'JIL..~!>>.).~W...IJ.i'.NI Compacted Magnesium Oxide Thermocouple Extension Wire Copper/Constantan Junction ,
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FIGURE 4-3 . ;:....... STRAIN GAGE LOAD CELL
- Dial Indicator (.001) r 10,000 psi Pressure Gage
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. Pump Stressing Release Val~ Pump*
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SIDE VIEW FRONT VIEW SENSOR INSTALLATION DETAILS SECTION D-D FRONT VIEW A CARLSON METER-T¥PICAL DETAIL JUNCTION BOX-TYPICAL t>ETAIL 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
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~ 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.
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SECTION 5 PROCEDURES
/Oft{].,,
- I If 93
- 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
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. 5.2 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 Pressure, psig Start of pressurization 0 During pressurization 10 During pressurization 20 Beginning of hold 28 End of hold 28 Pressure reduction for local leak check 14 During pressurization 28 II II 40 II II 45 II II 50 II II 55
" II 60 Beginning of hold . ;. maximum test pressure 63.3
' ' .... End of hold - maximum test pressure 63.3 Beginning of hold
- 55 End of hold 55 During depress urization 40 II II 28 II II 10 Conclusion of test 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
- 5-7
'~
a
- 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*- ,.Ir 0 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.
review of this data showed a 12% sensor loss. Adequate* A 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 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
- 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.
- 6. 1. 2 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. Four*_-:;:, sets
- 6-6
- 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~
- . 6-7
. *=-
'I
- ..1
- 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
+400
+ 200 z
'z ......,,,
"° I 0 0
\. ,
- <(z
°'
I-en
- 200 STRAIN GAGE ;
*1 SGL I- 002A
- 400 r-----;----+---4----+----
- \I i r*----r---i---r-------]I -
, -------~-( Outside Hoop Strain !_
~ Base ___ L- - - - - - * ~
D
- 6QQl-----+------'- I C,~~-~. ~~ ------1---. ! '
- Se1ction '
-800 "-~-------'----~----J...---- ~------------....i....;~--------l..---------~
30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec . 24 Feb . 1969 1970
-==-
DATE ( 60 DAY DIVtStONS) Fl GURE-......6-1 STRAIN vs TIME - REBAR SENSOR ( PRESTRESSI NG )
O>
*-"'~c:
- ~
O>
*-"'"'c:
Cl) l: . Q)
......a J:
"'...Q) c..
Q) Q) c. e0 V') u
+ 400 1------+---~-+------1----~-----.J-
+200
------1-----4--I. . .,. . .-36'-0"--i~
1-r*-- - - r- ----- - - -- -- - -- i__ ---- - - --- - --------- . --* ' ----* -------- z -------,.-r: Inside Hoop Strain !
~
--- o**
I ' ,) Base --* 1 Section
- M)O i---------1----~----+----~----.J------I STRAIN GAGE SGL 1-0llA
. -600 i------+-----+------+------+----~-----1
-800 -...-~~.._------'----...J.--------_._---------'------J 30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb.
1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-2 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSI NG )
! I l i I
- , 9..,
DO J
-rv~-
o-SA - 10 (01) Too Of Base Slab - O-SA - 10 (02) Bot. Of* Base
- L __ -i--
I Slab -
- Radial i
Radial Strain I Strain I I
------- '--A-SA - 10 (01) Top of Base Slab - Temperature -
~*41*"4 ,..
80
-~~ ~
I ( I I 0-SA - 10 (02) Bottom of Base Slab - Temperature . A, 1.:.*
.------- D ----t-- I
- A-. ...
7(}8-. 60-~
.2
...Cl.I
...0
* .....* *A
* ,11&
A
*** ~*
_n( p oD .cr-f. DD O #,IJ 0 :Jc::i [ p o oc:R
-~
---*-- ?oo IA41.
uo A
~ t&.A ... A 4~
A A AA
-n-LJ I;
.--- q D
ED 0 rno oo c 0 ** ... - .... ~0~4"! l...A..t..&.. ..
.a or bo 0
i!J 0 0 d :tJO OD Do DD n~
,. . AMA n' AA> -
*u 50 -uo .qa-Do c:P i 0
~ ElldJlbfi 00( tJ~ 0 D 40
- ----*~--- 50 g
*-"'c Cl>
0 1-.
*-c...
0 0 0 boo0 ( t>o o oc oOOO 000 fl'- .o.** oOQd)C 00°
- A e ** ae ~ .... .c!> .. * ..... ~as * .1 ~-*
-..*aC' *~ u (' ,,.... 0 _ -r(: ~oO 0 0
0 V>
..., u 1J 'i1 --
~ ~~~ 5(50~ Q#' ~P- ...u0
'IQJ:d <Yoo o~ 0 ato C§'P0
*G . c 4.
.2 ~
c IDO 0000 0 000, !fie . . . t> 0 oO ):(:Po ~ CLI 0.. o-- E 50 "'Cl>... a.. 0 ' E u
- i C) 0
...:::> Cl.I Cl.I C) *-"'"'c u cf
-t--*=.
0.. E *-c:"' i
-...CLI l i 100
~...
Cl.I u 0
~
Cl.I.
"'cu a..
i
"'...Cl.I 0..
(!) CLI i
"'O c-~ -c:>
a.. c cu *c, E E --r~ 150
-->. 0 . Cl.I 0 l) 0 CCI u Cl:)
U1 _,_ - 200 AUG. I SEP. - I ocT.* I NOV. I .DEC. JAN~ I FE~. I .MAR. I APR. I MAY. I JUN. I JUL I AUG. I SE?. I OCT. I NOV.. I DEC *.l:JAN. I FEB: I MAR~ I
- - 1968 *
- 1969 *- ----,1970 ~
Time FIGURE 6-3 BASE SLAB TEMPERATURE AND STRAIN
so - ioOofP ~ DA or;jil l 0 oAit. ~ ~ ... 70 0 - A
----t5 Cl- .,.
0 I 0 DO*~ c 10 ~o u..
~
tP co h~o. or*l
*Ae 4AIJj..
0 4t.. tJ ' ,_., a 01 ;loo 0 ..*_ 0 n Mn
~ .... f!
A.
........... a - .... L.J -
. .a 0 o~
~"*a a"0 0 ~ Cb '
c4
- 0 o.~.~ [l:b G>
~lloo
- n. 0 -*
I o rn
. ... CP~ tb:£Po~
E JM
. II> 0 so... .-. n j.pa a ~0- A b?. ,......0
* *
- 4~ !
1.11n 50 c
.2.,,
- c
*-c u ~ * *c
~
G
~* -~
- o*
Ill: 0 19
.... ~ fee G 8f
** (
b Oo( bo o 0°c DCb 00 0 Uc bO u 0 Oo q, 0
~
c 0 J: U')
...u 0
(D oO ~o Jo oooo e ( bo oo .2 ~ c oO oo 4 b tP 0 0 oc ~oCC 00 !;)( 0 0 -rt;- - ..."'G>"'
- . 0 a.
"O oo ov - \
ho
~
0 I"'\ 0 0
*O
. I e- SA - 10 {03) lEGEt~l'O lnner*S~rface of Haunch 50 u
E 0 0
*9~
@ Base Slab - Vertical Strain 0 0- SA-10 (04) Outer Surface of Haunch 100 0
1, , l @ Base Slab - Vertical Strain JI I
....G>G> 0* SA - 10 (03) Inner Surface of Haunch 0 ~~
- a. @ Base Slab - Temperature 150 D
~
-e0 - ..
**- I 1 I T u
Cl
... G> c .__ A- SA - 10 (04) Outer Surface of Haunch
"'"'cu @ Base Slab - Temperature G>
cf a. E C> c
*-"' J:
- 1 - 200 M=
u 0 -~ QJ 4~ * *
~... ...::> c.. eGe~
*' ~
cf
....G>
a..
....QJG>
- I'll *
- 0 4D e *
. **-c "O
G>
- G>
E
- *-c 0).
0... E
** c
* -i.
..,_ 250
--~
0 0 G> u C'( 0
'° ""-.!
I Ir C..rJ
"-'l 300 AUG. I SEP. I OCT. I NOV. I DEC. JAN. I FEB. I MAR. I APR. I MAY~ I JUN., I JUL. I AUG~ I SEP~ .. - I OCT. I NQ_Y. I DEC *. JAN. I FEB. I MAR.
---- --*-1968--------*----*- __.____________ ---*------------~1969'.---*---- -------- ..
- 197_ -
. FIGURE 6-4 HAUNCH TEMPERATURE AND STRAIN
Cl c:
"'"'...Ql NOTE:
Cl c:
"'..."'Ql
..."Ql' COLD SOLDER JOINT IN 500 CHANNEL
-..."Ql' -
0..' Ql Ql SYSTEM MODULE 02 & 04 CAUSED OCCASIONAL 0..
.E E
0 u a. SPURIOUS SIGNALS DURING EARLY STAGES
+ 600 1 ~ OF.POST-T~NSIONING
* ~-
+ 400 1:
** II ---- -* ..
* -* El. 635'-3"
+ 200
\ 1-*-J -
- 1--~
z ** . Inside z **** Hoop Strain
.~.
* .~
Typical Section
-0
.,,, +
I 0 0 ~~* z
*~
<(
0:::: I-vi
- 200 Wi 1..
... ~ ...
~t ...
'\ .. * *
-400
~ +'
* ~
; q\t~l ~~
i STRAIN GAGE
- SGL 1-021 A
- 600
- 800 30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb.
1969 1970 - ....... _,
._ i DATE ( 60 DAY DIVISIONS)
- FIGURE 6-5 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSI NG )
Cl c C> c ......."'Ill Ill Ill 0..
....Ill Cl)
Cl) 0..
....... a.
E 0 u 0
+ 600 I I
+ 400 r----+----+-----1----
El. 635 1 -3 11 I
--+----- 1-**- I
+ 200 1------'1---STRAIN GAGE SG L 1-022A z ' Outside z Hoop Strain Typical Section
"° 0 I 0
- z
~
V')
- 200
. +
* +*
'f + .A,
¥.
* + :r
+
++
t' ++..
~~*
+
~. ,,. +! ".i~;+
*+1 t.j+ +
+
+ +
* * .... * + *
~ 400 i----+----t----~.:----~*~....--. . --4~.----l
. - 600 r----+---+----4----+----~--_j
- 800 ,___ _-..1._ _ _._,__ _ _..J...__ __ J_ __,.__,..._L_;..__-----1 ':::..:::
.:_.1 30 Apr. 29 Jun.
- 28 Aug. 27 Ocr. 26 Dec. 24 Feb.
1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-6 .
STRAIN vs TIME - REBAR SENSOR ( PRESTRESSI NG )
C> c
"'"'G.>
C> c
*"'"'G.>
G.>
..."'... 0..
G.> (I) G.> 0.. a. E 0 E VI u
+600 I-
+ 400 ---1-5. El. 742'-3 11 I.
I
+ 200 z
z I Inside Vertical Strain
"° I 0 Typical 0
z 0::: I-
**++~;;
~
\+...t
~l~-~\ ~1-VI
-200 STRAIN GAGE .
SGL 1-029B t- 800* ._____;.._..;....~~--l.---~....;..__;__L___ _.:_J__ ___::__j'**_ 27 Oct. 26 Dec. 24 Feb. -.. ' 30 Apr. 29 Jun. 28 Aug. 1969 1970 DATE ( 60 DAY DIVISIONS) FIGURE 6-7 STRAIN vs TIME - REBAR SENSOR ( PRESTRESSI NG )
Cl
- C>
c
*-"'m"'
"m'
*-"'"'cm
...m"'
a.. m m NOTE: COLD SOLDER JOINT IN 500 CHANNEL SYSTEM MODULE 02 & 04 Cl..
,g V) u a.
E 0 CAUSED OCCASIONAL SPURIOUS SIGNALS DURING EARLY STAGES
+ 600 I OF POST-TENSIONING.
I JJ;e1-742'-3"
+ 400
* .I I -
j-- - - 1--*--*- .
+ 200 --
z utside i
-0 z Vertical Strain Typical
- 0 '*
I 0
- z
*~
\ *i .,
t ** ~ ..;
~
<(
0::: I-V)
- 200
,*~<
\
*~....
- it *
~
1** ....
~ ....
+ ~
- 400 r----;-----+-----+-----+-----+------1 STRAIN GAGE SGL 1-0308
- 800 .....__ _ _..i.,,..._ _ _..L-_ _ _..1.-_ _ _...,J__ _ __L,__ _ _....J .... ,
30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb. 1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-8 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSI NG )
en c
"'Cll 0) c U'I
"'...Cll ..."'
Cll
.... 0..
"'...Cl) ~
Cll c..
....... a.
...a vi u 0
E
+ 600 I I 2'-6."
+ 400 1------+-----------+-----+--
+ 200 ----- - * - -
z z l. .. i
-0 0
J 0 z
. i t
ii STRAIN GAGE
~'\
'outside
-< SGL 1-044 A 0:::
I-V')
". Hoop Strain
- 200 Typical
- 600 1 - - - - - - l - - - - - - + - - - - + - - - - - + - - - - - + - - - - - - i -
1~
,...~
-800 ~-~---..._ _ _ __.______..___ _ __.__ _ _ _...__~ J :,J .
~~
- '....)
30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb. 1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-9 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSI NG )
-~
Cl c C) C1J c C1J
"'C1J Q..
C1J
....C1JC1J Q..
E V'I u a. E 0
+ 600 I
+ 400 t----+----+------1-----4--
+ 200 z ..
.::::. l. ...
z
"° 0 I 0
- z c::
I-V'I
- 200 lnsi8e Hoop Strain Typical
** * ~. *
**t.;t
~.
- 400
~::./
\ ~
STRAIN GAGE . ~ SGL 1-045A
- 600 30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb.
1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-10 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSI NG )
Cl c
"'"'cu C) c .......
"'"'cu "'...cu
....... 0..
"'...cu ....cucu c...
....... a.
E
....c V') u 0 + 600 I 30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb.
1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-11 STRAIN vs TIME - REBAR SENSOR
( PRESTRESSING)
C) c C'l
"'"'CIJ c .!:
"'"'CIJ "'
CIJ ....
'- "'CIJ
'- 0...
I-
"' "'CIJ CIJ
....CIJ CIJ 0... I-a.
c E 0 V'l u
+ 600 I
+ 400
... . .*t...**.,
+
~
. + 200 z i z- 0 ~:JJF--+---STRAIN GAGE SGL 5-08A ---- * '?o z '
~.El.
11
, 635 1 3
~ - 200 1-V'l !-~
Inside Hoop Liner Strain 00
-600
_ , _ __ _ _ _ _i . __ __J..__ _ __L____ ___L_...:...___ _L__ _~* ~-
- 800 30 Apr. 29 Jun. 28 Aug. 27 Oct. 26 Dec. 24 Feb.
1969 1970 DATE ( 60 DAY DIVISIONS)
- FIGURE 6-12 STRAIN vs TIME - LINER SENSOR (PRES TRESS ING)
. CJ) c:
CJ) "'
"'Q) c: .........
Q)
"'Q)....
..... Q..
Q) .....Q)Q) Q..
......... a.
E
.....c 0 V')
u I
+ 600 I
El 746 1 -4"
+ 400
**~***'*-.- --
. + 200 z Outside Vertical Liner Strain z ~-i-----Buttre~ss ----r-----+-----+---~
0 z
~ - 200 V')
i-----i----,-4-- STRAIN GAG~
- 400 SGL 5-47E
-600
- 800 "---~-~~'"'.:'.""""--~-----..i-,,,,,_ _ _.....J..._ _ _--1._ _ ___.,.j~
26 Dec. 24 Feb. 30 Apr. 29 Jun. 28 Aug. 27 Oct. 1969 1970 DATE ( 60 DAY DIVISIONS ) FIGURE 6-13 STRAIN vs TIME - LINER SENSOR (PRESTRESSING)
"'Cl)
I-
- Cl)
...cu
- I I- "'"'
Cl) ... Cl) 0..
- I Q)
Cl) Cl) 0.. Q. E 0
.E V') u
+400
+ 300
-63.3
*-c..
J C>
-ss
~-
en
--2B cu
+ 200 ~
~*
-20
-10
~o
- I Ill
- 0.....
Ill Q) z ez-
--0 I
0 STRAIN GAGE SGL l-002A
- 100 r-~--r--~--- -------
........___________-.,-i_t: Outside Hoop Strain I . I
-200 i------+------+- Typical Section
~-I~;~~.~ ...... *1 ___
1
' . D J_. _ - - - - - -~ "
Section 27 .29 31 - - - 2 Apr . 23 Mar .. 25 1970 1970 DATE ( 2 DAY DIVISIONS)
- FIGURE 6-14 STRAIN vs TIME - REBAR.SENSOR (PRESSURE TEST)
t - - - - - - - - - - 1 * - - - - - - - - * ---- . ***------*-****------1--- *--.&--.-- -------------- 63.3
- ~----+------<---L--- --*-
D> 55
--+-~ --4------1--- --- --* *----
- 8. 1 I ---- ..*---~ r*>----1---
c01~ :I 28 0===t====;:;:J===Q=-+-=cl.!=--t----t-----+--~f. ----+----* j!_'*'i 70-r
-'----~----1------T+--+------1-----4---- --
r.- 0
~, 11 -----1 I - I JI l t ao 1---------t---------t----------~1--------~1--------~--
--~*Top of Slab -
_/ I SA 10-01
'+"
c 0 60
~.SAl0-02 Radial Strain_
*~ 40 1-----.,-----------t---------l-------..--*-* ----I-f r**J _ Bot!~m ~~ Sla_b-Strain
~ -**. -r 1**1 f Typical Section *
*-l:0c I 20
.... I~'** * .
. I I L~:J_J
'\ I I I
~-~*1----~~~-t-~~~--,
I 1
...i..: . . I
- V> -t---o *** 1 ** '
...u 0
~ I
'!I i ~ ~* .... ....
L. I I
- .--:---r'+'
20 I
'~i . -~I. : :' .i I
. -~ -~ti--- '
j 1: ' I V> I I --t-- I ---1 I ~ ~'
> ,, u ** : , ' ,_ I ,.
'_i i* ,
i ., * * "'O OJ I
~ ~ !~~::
- o V> I . . I
- * I
~~
m G)
-I
-I
~~ C- ~z c
- o m l I "'
-Ir o "
I i I I *
*I '
I
- 0. "0 ft - 0. 0.
' N ' 0
-I 0 I 00 -*'
- o~ ... 0 me "Ore ....
VI ;;tJ Ol o-- 0 zG) 3~t/?3i"" / I,.J i 1~?4 _J ,._ I I Jr 3/29 3/30 3/31
* ~---**------*-****
**---*-----*---- * - - - - - - - - - - - -***-***------ ****-*** ****-****-* **-***-******-~**I*****-*- -****--****--* ....... **--*--- -- . .
t 63. 3 i - - - - - - - - - - - - - - '----------- -
- i
- -------- n; Kr."- ------*-1-----11_ _ _- + - - - - - - - - 1
.~
"'a.
5 >------*------ --------*-Tf- -f-
~------*-- ------+----<i"~\t--+------<
I -----*----- - ,*---** *--*--T7i--- ------- i1 g cu... 2
- -=====&;;;-=;;;;;;;vr .:i\~- . .11
... a *K I j! ~
..Ed:
2 I ) I 1 . i!lf
- 'tl> HY- a --
-L 5 1* ri- I I I I I " l I
, 1. . . . . ; , , ; '4. *- * ,! t t t
'+
c
*-~ ' 0 0
e I) 60 I
- 1*
1 .* I
!I
------~--J~.-----J----..-.,+----'---+--------1
~
- I
.~+*
~
0 D
) ll!>M
- I j,
.-.. ** i' *a t; I . .
- 11** .... *** ** .
- 1.
~. ...... 2 0 ~ --
- I* -----* ----** .*
c
- Jr_,___ __/,r*~' rn ~OJ ,,;;1;i. Ha~ch- ~~iCOI 0
- r: *;;
.,,cu ~ )>
c ...a. D -: '----=SA Strain *
- z E ~' SA ,ID - 04 Outside Haunch ...:~tr!Ji!l .
-0
- o ()
m ::r: u 0 6 I>
,--*1 Typical Section
- i
~ VI :!! F. --i I t.: 1)1---- c -I G>
$! : :_j :
z ~
- o m - - I I 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 N0 0 0 0N 00 "'.., - 0101"""1""1 1
-I m 0 0
.., - .., " - '0 .., 0 0 0 .., Om
.., "' 0 Ill 0 N 0 CDlll ... 0 O!o()
Ill
-N N 1(1 0 0
N 0 ~
"' N
-on ... C'I 0
VI
°'
° °;;;0
-0 0. -0 0 -0 O '(ICD c I 11'1 0. *rt 11'1 .... - 0. """'
3/;;-~ 0
~
-I 0 0 0 0
;;o z °' . 3/2; .,. 3f24 ° 3f2;-N 3;26-- 3/28 3;29 °3/31 G) 1970 Date & Time LZ~L[]tiQ/
"'Q)
I-
.... Q)
"'Q) :::>
I- "'"'Q) Q) a..
"'Q)
Q)
.... Q) a.. a..
..... E
'- 0
.E Vl u
+400 I
+ 300 STRAIN GAGE -
SGL l-021A II . -- --
-- I
--* El. 635'-3"
+ 200
*~.l
---~
Inside
- -t
- Hoop Strain
..t Typi~al Section
+100
,........ +
~
\
- '-...I r "'-"'
~l.r# -0 I 0 :*
z .
~
I-V') - JOO
-63*3 J
C)
~
-55
"'a.
--28
-200 ~L
-20 ....Q)
--10 :::>
=L-o . .,,_
Q) a.. CD
- 300 c::::i 23 Mar. 25 27 29 31 2 Apr. -....;
1970 1970 "'-..:> c;:> DATE ( 2 DAY DIVISIONS)
- FIGURE 6-17 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
"'Q)
I-CU
"'Q)
I-
"'"'cu Q) ...
Q..
"'"' .....cuQ)
Q.. Q)
....... a.
E 0
.E V') u
+400 I
\.
--* ,__. *---1~-
+ 300 t - - - - + - - - ~~~l~O~~;E --+-----~. --*-** *-*.1 ** -- -
--**-1---41---
_ *El. 635 1 -3 11
+ 200
.oJd~--
Hoop Strain
~
.
- r-
~
~*
Typical Section
+100
.. : . i ;
* ( + .: t
- z-
+ * +
z +
+
+
+
~
+
+
"° I
0
*I ~:
* +
i
- 100
_L- J__ \_ C)
-63.3
-55 *-"'a.
-200
__ *-2e
-20
--10
.=i._o Q)
Q)- Q..
-i-
..,. 300 '-----'-------L....---~-----1----l---____;*:b-h 23 Mar. 25 27 29 31 2 Apr.
1970 1970 DATE ( 2 DAY DIVISIONS)
- FIGURE 6-18 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
"'Ql I-Q)
"'Q)
I-Q)
- )
Q) Q.. Q) Q.. Q) Q)
....... a.
E c
+400 V'l u 0
I I Typical Section
~
-~ El. 742 1 -3 11 I
+ 300 ---- -*-**-*'
i' I I I
+ 200 - !
i I : I STRAIN GAGE
+100 - I SGL 1-029A
;:.,.)
z ~~
,,.,.._. t* .-..+ .,-.
~ I 0 z
<(
0 ~ Inside Hoop Strain
~
.......... -1\.,.,..........~ 'li+r
+
+
.,,/ ...
'\:
+
- v *
+
~
+
++ ~
+
0::: I-V'l
- 100 C)
*-.0.,,
J
-63.3
-ss
-200
_L \_ --28
-20
--10
=.L-o Q..
Q)
~-
- 300 23 Mar. 25 27 29 31 2 Apr.
1970 1970 DATE ( 2 DAY DIVISIONS) *:...:...J
- FIGURE 6-19 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
Q) I-Q) Q) I- ...
<II "'...
Q) 0..
<II ....
Q) 0.. ~
.._ Q.
... E 0
.E u vi
+400 I I
*--~ . 'I El. 742 1 -3 11
+ 300
+ 200 STRAIN GAGE d-:~
utside Hoop Stroin SGL 1-030A Typical Section *
+100
/\ :i z A **
+ +
+ + +
,/ + +
~+ + * +
/*/~
+ +
+ + * *
+""'+
+
+ + +
++ *
*+ +* *
--0 0 +* ~ \.: ~*
+ <
+*
- I -,. -#'
~
+*
+ I *+ {
*+ :* ,;
z +t
~
~
<t e:::
1-U') - 100
-63.3 J .
\_
C)
-55 *-"'a.
-200
_L -28
-20
-10
~o Q)
-~*--
<II 0..
- 300 I I I I I
<**n --
23 Mar. 27 29 31 2 Apr. 1970 1970 1 DATE ( 2 DAY DIVISIONS)
- FIGURE 6 - 20 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
-"Cl>'
I-1-
"Cl>'
ll)
- l
"'"'Cl>
Cl>
.... c:
"'"'Cl>
.... -Cl>
Cl> c... 2 V') u a. E 0
+ 400 l I
~pical Section
__*)J El. 742'-3~
+ 300 ... I
+ 200 -
STRAIN GAGE SGL l-029B
+100 ~
Inside Vertical Strain / ..._..,...~+..,.;"'-~-.. 1 I I J
"" I
~~1
+\
er,
.rJ ~ '1~ -0 I 0 2
z c.:: I-V')
- 100
-200
-J
~L- - - - - - - - - - - -
23 Mar. 25 27 1970 DATE ( 2 DAY DIVISIONS) FIGURE 6 - 21
. STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
"'(!)
I-(!) .~ ---* -*
"'(!)
I- "'"'(!)
...:::i
(!) ... c.. )
"'(!)
Ill .... (!) c.. (!) 0.
....... E 0
V') c u
+ 400 I l
~~ *El. 742 1 -3 11
+ 300 -
I
+ 200 [._* -~ -
Outside Vertical Strain STRAIN GAGE Typical Section
+100 SGt l-030B
~
+
*z +\
+
+
+*
+
++
+ + + +
.' V+
+ . +
~ *~ * +
# + +
~ +
~
-0 0 ~
+
+
+ +
~~ /¥ + + +
. +
+ * +
+
+
I 0 + f
+
. \,/ + + +
* + *
+
+
+ ** .t
+ +
+ +/ ++
+ ** + +
* + + +
+
z + *
+ +
+ * *+
+
+
+
+
+
- 0:::
I-vi
- 100
+ +
+.
~
+
~
J
-63.3
. -ss Cl)
-200
_L \_ --28
-20
--10
=..t_o Ill a.
(!)
~-
(!) Q.. cp
-.:t-
- 300 -- ..
Ci) 25 27 29 31 2 Apr. 23 Mar. 1970 1970 DATE ( 2 DAY DIVISIONS)
- FIGURE 6-22 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
~
"'Q)
Q) I- "' Q) Q) Q...
"'"' .....Q)Q)
Q) Q...
..... a.
... E 0
.E! u Vl
+ 300 1---__,1----...;....+.- STRAIN GAGE SGL 1-044A - - - -
I
+ 200 i---+--~---1:--.f_.,,._~ :r. . . ~
--l....-- _ *. ~~* --
l
*' *I
* + + + + +
+ * + I. -*
* + +
* *+
+ * +
+
..+
+ 100
~ : ..... ., +
+ :*.
~
* *
- I Outside Hoop Strain
+ *
-0 0
- Typical Section -
I ~ 0
- 100
.+
--L==-_J_**-~
' "'c..
--28
-20 ...
Q)
--10
-200 =.1-o "'
~-
Q) Q... 23 Mar. 25 27 29 31 2 Apr* 1970 .;_: . 1970 DATE ( 2 DAY DIVISIONS)
- FIGURE 6-23 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
Q.J I-
"'Q.J Q.J
- i I- "'
Q.J
- i Q.J c...
II> -II> II> c...
.E V') u E
a. 0
+ 400 i;L
+ 300
- L~
. 21 -6 11 I
+ 200 STRAIN GAGE SGL I - 045A
-~ -- '
. L. .
I
+100
-~
~.
+
*~ *- -* ti)
+
+
+
z
;*, ..,/\.,........ *
- '\. Inside
- ~
I
~ i.
At; .+ ** Hoop Strain. *
- ~
-0 ~ Typical Section_
I 0 g " z
.ot:.
I-V')
- 100
-63.3
*-"'C>a. .
J
-ss
-200
_L *\_ -28
-20
-10
=L-o (I)
- i
,-Cl)-
(I)
. c...
cp
. *~ t-
- 300 C':.J 23 Mar. 25 27 29 31 2 Apr. (_,.,
1970 1970 ("~
~*
DATE ( 2 DAY DIVISIONS)
- FIGURE 6-24 STRAIN vs TIME - REBAR SENSOR (PRESSURE TEST)
.... cu I-
"'Q) v
.....0 :I"'
+ 60 I
I _- I
=~'
*Inside Thermocouple EL. 744---
1
-4 11 rc-6-03
+50
+40 ... -
*-~~
~ Typical Section cu
.....::::> +30 0
cu a. E cu I-
+20
~~*+
'*.... ~
+ 10 0)
-63.3 J° r "'
-.s.s a.
0 ~L . -
\_ -2~
-2.0
-10' i
! ~
Q)
- I Q)
=-L-o ....c':
-i-cb
,-10 *-
-- - -~-
23 Mar. 2 Apr. 25 27 29 31 1970 1970
*DATE ( 2 DAY DIVISIONS)
- FIGURE 6-25 TEMPERATURE ( °C ) vs TIME - THERMOCOUPLE SENSOR -
(PRESSURE TEsn
~-I....
---+--~,-t--E-L. 744' -4 11
- *---* *-'=-'= --*~""""""-- - -
+50 - --**--** .... *-*--
----+----
.. -~-- .....--*- Outside Thermocol!ple TC-6-04
+40 ......
*--~
Typical Section
~
Q) c
+30 I.
- -J Q) c..
~L_ _ _\_
E "'a. Q) Q) I-
--28 :s
-20 "'
-10 ~
+20 ~o ,_,_---1 c..
+10
- t *
~
+
~
0 1--__;_-----J-----__;_-+--------+--------+---------t--------t::::l c..:::l N
- i,,-,
- k,)
-10 L-.---....L...-----L----..,...l---_~_--,--'---~-~---.,._._ _ _ _-+--J ia Mar. 2 Apr.
25 27 29 31 1970 1970 "DATE ( 2 DAY DIVISIONS)
- FIGURE 6-26 TEMPERATURE ( °C) vs TIME - THERMOCOUPLE SENSOR (PRESSURE TEST)
NOTES:
.1 (1) Predicted strain indicated by a dashed line which appears on the I
. ,. outside of the structure centerline ~
~
(' i? ~'r to show tensile strain and on the
.!..I 0 3
d
~
{ Gj
'1
...: *;:)Q
-s:>
A
*-----~
A
.... ~
inside to indicate compressive strain. The perpendicular distance from.
"l i
.-S'31.*f*0.3":'A. ~:j ----*
*------"-0 . -
the structure centerline to the dashed line indicates the sfTain
..i. -"" .-~L*lro.!~ ~ _
... ... .i.. ~,.- . -~-1-:::J3.:. --+----------4W>--I----- - magnitude.
l
.,,,-S:X.*1*:::.!i A * "'14/0:'* ,q,* ' (2) Strain gage locations are marked I IH---..L.----------~----------~~-----------+------
-E~*l*C~A {3) Measured strain values are marked£
£ 1 -S:>l.* l*::JL":-'.
1 ----------4-----------.t.. I \ I I \ I I \ l I I J I I I
*i :
A~-1-~Z.SA.
~.*----~---_:-*-----+*--------- l I I
I I
-*---------*----.**-A,- ~- 7CJ_:~--
I I
- 1~ **~i--I ___, A>>c:*:_., ,~
I I I
-* ____ _ ___ -*------li~--L------+----* ------1 ~L~~- --..
I I ---+-- I t; IV~L. I I ( '\.. I I I I I l a \
\ i
*-r-----
,,,..SOL*l*Ol.f.:.. :
- A
---------+--------...!!!t:_,..___ __
4 t ..._~1-SJS'*e~-- L - -
\ ! f :
\\ !I I l
I
\ I
\.\ Jtf~ -~trl.*f*:J~.\ I '
\ _ ~.GOl'*O' 1:1 . __,r~~-;::~-------- *-*-----------+-*------A----.~-~~~t.-~~-~;
-: 1----8":..._,--i;---~- -~ --- --- ., -~* I ... --~'!'f
-* -w-* t-".;-~r* ~::> t-:.-~~--=-~~~~-t_;;lr- !o' r----~..,.,.~ ~ ~
L._
~
;J) ..... ~ ~
i
~ ~
I
~
8 ~! 0 C* I 0 I I
~
I
~ II)
() Cl) ~ FIGURE 6-27
/. IS Pl!....E:. SSUl....G.
INSIDE HOOP STRAIN PROFILE AT TYPICAL SECTiON
!IVS/DE:. 1-00P STl!.Alf....J
NOTES:
~,
0 (} V' 0
~ *"'
-.$0
- - ~~/!;.
(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 q * :,@-- ....r..._ ~-~ c
..$0 t' -
0
-~-
~ strain.
-~E ~~.------------_-_i_=f=--*--_-_-_-_-_-_-_~_-_*~-~~:*-::~:~~~~~~~-~--*--~~~:~--~-.-*=
....."" The perpendicular distance from
~j the structure centerline to the
-~i dashed line indicates the strain
~j;I_------------+--------~
I!' magnitude. I 7J : -'oL****"* r
*'--,: / e =-:.~~:;:~----t--- I
~~* l
-:.;.i.*--:-J,-
(2) Strain gage locations are marked (3) Measured strain values are marked&, I I I ! \ I I f I T I I I I I ., I I I 1
- i *1-- I .-...~! *I* 02.6A
.L. ___ *-------.. --- .. - ,-*-:-
I lJ: I .** .,,,,,,(:i. iCJ'- ~*
. _.. L. --- *- .. _ - *-- ----- -
I i I t I l. I
~ *',l'o'I' 1
Il!j ..~ ..~= :.~. J y.*'1**1"*r; I** I ' ~ *of< n1 .}, -1).
!'\ Ir
.o"~I~
J I I I -SGL ./. C24A
-~..e___ __________ .. _____________ , ____ .
I I
--------~-~------------+-------- *,
I- "l
-~---*--------
t;l<J I
- j9f
- I l I i: t ~"~ I t t,: . ~'"' ! .~ =*- ..
l ._ -~
.-SQrC. *I* Ol.l.-4
- --- I!
- I
-------4----------+-~~---""-----
\, ,I 1.' \ -
\
-sr:.L-1-ou:iA. ~----------~~+----------Tf:I--"~~-:----
1>1 I f:al - s,,s * :o* o*
* \~NJl---L*--~e~~~~--1-*~o~JS~A=--------t----------i~
I
. \J..I
_J ,. -S<)L 01!.A &&.&' - c.. rr--{~, ~.sc --- A .! , ~:.-, n,....... .,.sa*
~
tiC.'.l+ ________ _
._JCO --
...co ----------T- Tl ,J of '<f1"(;J ~s::il fj (j 0(,.) ~ 0 0 'l,?'!
~ '";" "'; ~ -;-
;if ;;j~()(J 2 fll II) I:) ,,,
PY!;STZ..CSS .,. i. .'°G Pl....E.SSUl.J;;
- OUTSIDE:.. l-IOOP ST!(..A/!'1 FIGURE 6-28 OUTSIDE HOOP STRAIN PROFILE AT TYPICAL SECTION
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
-~'-J' the structure centerline to the dashed line indicates the strain magnitude.
(2) Strain gage locations are marked (!) (3) Measured strain values ore marked
- I 'I I.
I I
/'
I J I I 1 . ,,, -SGL*'* 01s e I
- I I .
,_..:J_~
~I R~6*
* 'I I ! -soL -1.-0"3 e
-**** __ ____..I *'-~""-----*---~--~---------~!a----------*--t----- *------i!!!~--<<----
1' ;1 I I I - - - f : ~L..:.
, i r--
1 iI I II I I1 I ** -SOI.* I *;,J.l(j !l ,.liJ... ~'- J.
~--.....,_-,1-:.-------------+----------~+~~~---~--------+---------~,.._~~------
I l ~I c:::>
\i . :I -.-:::-
\I :I co I! 1 I
! II 1
.. 1 -....
- I' '\ C..11 I
/,
I
-s~L ::1,e "Tl
- \
\
.r--
I ~~-li!'~-----~-"->---_,-_-o,-1e---------+---'------*~-_._~*~~*~---------t-----------ni-r--~---~-- ..-5~~~s~~~~.:-- c::> I '- ~ csA-/.Q" ~3 c--* " ..°"-.
,.~ G'
- Ot-----~:--.,.4~i--~ *~
II & *--ufl £. I . - - - --- - I- - - - a-;. .
~ - - - --
-G "9
"'I 0
-0 9l 0 t) ~
~ I
.!.I 0 I
.... -1 I
_, ... ~I
~ ~ i'J UJ
() en ()
~) ~
!='/l... E:. 6 'T P... E:. 5 s l/5 P!l..J::..SSU/t...G, FIGURE 6-29 INSIDE MERIDIONAL STRAIN PROFILE
!A..15101!::. AT TYPICAL SECTION
NOTES:
- ~
0 I
*!:1..t.
*--o:Jt-----
£ (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
*Sa t . --........ ~ strain.
0 j&-* --s '
-~-
~..:~-,\
\ The perpendicular distance from C"
~::.:1.-1-=_3_.:_;~b:___ _ _ _ __.__ _ _ _ _ _ ,_;:*~*\* q ;';C:S'
- the structure centerline to t-he
-5'1.L.*l*.:lJ.;;!_ _ _ _ _-+---------~~-~--*--*------- ----+-,.-,- - -
dashed line indicates the strain
-St!>l. -1 -~.;' & -'-~ I magnitude.
(2) Strain gage locations are marked
-----i!r-~~1--...L....;_-s_u_'-....:*'-*~O!~*o~!'--- _ _ _ __.___
(3) Measured strain values are marked &
£ i H+--*----=S.3=L.:....*~I*...=:::=.:...=;,'---------.. +-- __ _
I i I I
\
\
\
\
I
.l. ~§?!_I. :'.*=t.;.e I .
I 1 I I I
* *r-* ..
- I *1 !/,
' I j ' _,S::.t.*I* O:A ~
-1:,1 _,*___ --- - I I
I i -~ W4LL. I I I , I I I I. I I I -,..SOI.* I *OLLt. ~*-,J*
*-*~~
I
~...........-------- -*-*-*---****
CJ CX)
~
~ liD/ 1
- o" c.n
- ~ -.53/.. 1-:li i: /f;:. cs*-~ .;::-
/SA-IC-C'4 _,,A=~ ~*- ".
t-----.---~ :r _* 1*
*:iQ
.. n *II
~
*rf.- . ~
---- -~-------~
. .-1,.
i.:. --~-r -~ -
. ~
~ ~ ~ Jf ~
"' *** "' -~ *>
- CUT SIDE:.
1.15 PR._E:.SSU1'..t::.
$TR....A1"1 Pt-E:.S T t...E:.SS FIGURE 6-30 OUTSIDE MERIDIONAL STRAIN PROFILE AT TYPICAL SECTION \,
NOTES: lI
- (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 I
I
-----. 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 8. I ~ II I I I I I I I II
.I l t I
- I 0 fl
~
I I I ~* :0' I .. I I
-£1..G59~o" PR.ES"TRESS 1.15 PR.ESSLJR.E PRcSTRESS -t- 1.15 F.QfSSURE INSIOE HOOP STRA.IN (Q:) BUTTRESS FIGURE 6-31 INSIDE HOOP STRAIN PROFILE AT BUTTRESS
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* GC.,./*0.,7 A (3) Measured strain values are marked
- SGL.*/*O<fe ..q GL*/*OCJ'5 A
\ I I I I \ I I
( I I II I - I I
-1.,
I I I I I I I I I
~
I 8~cd--i-g-a--r- ' I
~,
... I
-~.
- 1* i * * ; :
- I - fSGL.*l*O:H A I
I I I I I I I I I I I I I I I
\ I
\ I
\_ I I
' \
\
BQL.*1*087 A PR. cSTReSS J.15 PR.eSSLJR.e PR.cSl.'<ESS + l.i5 .:iR;SSi.JRE ,._._ FIGURE 6-32 OUTSIDE HOOPSTRAIN PROFILE OUTS/De HOOP STRA/l-J* (GJ eu-riF<.eSS AT BUTTRESS
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.
, GL. - l*O"IG 8 (2) Strain gage locations are marked (3} Measured strain values are marked &
I: I I 0~110 ;,-~
- ,p.
I 2 I I j I I
">2 t ..
gg I<\ 5GL.*t*08"'1 6 O'~ I I
--- - - - ------~r-
~I),
1* II I 1 1 I l1
~-,/ e--ii-___..<--._---"-!-::-'-*~-::~;-:-. -.. -- . --~~-- ___________
£---..
~
I I
** ""' ",--SGV/*08/ 6 _ *-* __ . __ *- . __ , , _ _
==i'. ..
-~
_J* I
'-$-~---------------- -- I
------£1..-1.P-+-L-----
-E;..~1~0*
*-*--------_-_-_--_-_-_-+-F-------=--==-----~A------. ~_. .~_~-!l.--S-q-5-.. ,---:c.-_*__
. -EJ... S8.'3:.,;'
co c...., 1---------:------J . . -- *--
-l.n '1-1 PRES/RESS 1.15 PRE5SLJRE FIGURE 6-33
- I/.JSIDE MER ID IOJ..JAL. STRAIN (cl) 8 U TT R E 5 S INSIDE MERIDIONAL STRAIN PROFILE AT 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 I inside to indicate compressive strain. The perpendicular distance from the structure centerline to the dashed line indicates the strain
~- --- \ *,.. ~,..,
magnitude.
-.--~*--------- -*--*- _______- +/-----r*-___
I ----- _____________ *.. (2) Strain gage locations are marked
-----i4~-------**-*-- *--* *----*---.
.. - Ir
_ '--~Et...-7~27-
...t__-:Eh._7'58~'f' __
(3) Measured strain values are marked A I . 11 . I 1; I I n I. 1 I I I! II ; 1 i1 1i II III*
- ~
I 14. I I I I
~~
Ii
.1:
----at.U- __ _:_L*.-c;;..coso*-o~
.Ii 11 1!
II . 1! I! i I I' j \. p I\ I I I l I I. I:
+-_'--'s,._,,cu.*!:~_a2~---+-- I ... *-------~ I ------- -~'. __L-:-E..._~,~c:.__
1M--~.c:.-s~_1..:.!.~..:::.o=-ss::..6"'---- *----~-*------- ---- - . '- -EJ._5q5'-10*
.......~-~'---'=-=--- ---+---*------ +--'CM- ------*---**------*- --~---
~--_;
~ /_:EL-~_:~
i I PRE STRESS 1.15 PR.ESSLJRf: PR.E'S/RESS + Ll5 P~ESSi.JR.E OUiSIOE MERIDI01'JAL STRAIN (;;, BUTTRESS FIGURE 6-34 OUTSIDE N11:Rl:!IONAL STRAIN PROFILE
- r:a...a**
I AT BUTTRESS
NOTES: (L) SIR.AIN GAGE l.OCA.llO"NSARE MARK.El) f2)/11cASUR.!O STRAIN VA:..uES ARE MARKED (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
.i>
___ ,~ - --1---
~.s--S"-6_,_-1-o_G_.,_,.._-11<<1---.--._, E~~*1:~ __A______ El..~~~~_:_- CL~* ,., ~t> 5(j:.*t*OoS*8
(*'40 ) - - - ~~ ( ""'fO) :-J] (*50) Lill
~GL.*l*OCO'f 8 ~
(*IGO) EID PR£STReSS PR.£SiRE.SS HOOP ST8Ai1V RAD/AL STR~/N
- SGL*l*O"'l'8A(*qo)
S<r,*1*0'12.A{t5o) e
. ~JL)$
e>QJ. S6!*1-C>604 (-soo>
'"(fl~)
SGf..*1*066t< (~410)
~J~
- 4~
0 OLJIS!OE HOOP Ca> lt.8.IJ (+dl1 i.----l('f'J}
.:..-~-@Z)-il :-11H 1.15 PRESSURE 1.15 PRESSURE FIGURE 6-35 HOOP STRAIN RADIAL STRAIN VERTICAL SECTION STRAIN PROFILE VER TICAt. SECTION ri> DIA. OF P£NciRATION AT EQUIPMENT OPENING .____..___________._.,,,,_.._....,..,___,,,___...,._,,___________..______..,..______________________________________.,._,____________________________________......__ ~ ________,,_____._._________________,______~~
1-",_.___________m_..,.....,._........,....,.__._.______,.,._,.._._...,____,__,____..,_..,_____.,.-______________________________________________~r~-----..._,.,.....=---.....,_.,--._.,--,_,_.__________________
- (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, MICROSTR.AtN (TYPl;;;At..) fl. . P!lE:J~J) Si!W/\i Y..l~UES ARE
- l. ~Nr.J/.CATE.O ba1.J IN MICl/O ST!MIN.
!6 c-eoo ) -
! I
~,-,!!
C..tl.!..J* SGi::*0~,.5
~1'.%j
- PRESTR.£5S ?:<~STRESS RADIAL STRAIN HOOP STPrJ.iN
- 5Gl.*I* o*nA(*'IO)Q9.*
SGL.*i*O,IA (-~)e (0):11
.r-c;o):;.
INSIDE: H00Pt@~5*
@ SGL*l*OSqA("tlOO)
(fU.>* e SGt.*l*OGSA(-tSO)
<-so>~
A..,~~'"' \ .
*./' -
(4-UJ1
! i':oJ 1.15 *PRESSURE *f. J-5 PRESSURE -
RADIAL STRAIN HOOP STRAl"-1
- ,1-f OR. IZONTAL S£CTtO/\J (o) DIA. O~ PENETRA 'TION FIGURE 6-36 HORIZONTAL SECTION STRAIN PROFILE.
AT EQUIPMENT OPENING a..,____________,_,___________________,,,_,,_....,_,,__________,._.-....--.-------------------------.,,_--..,...,____________.._.____..___.......,.,...,.,.,~-...._...------.......--------------------~-----
Q) Q)
.... I-
........ Q) - Q) Q) 0 .... 0. :::>
E "' u0 c...:!J. . V> "' Q) c...
+50 i L
+40 Hoop Tendon 64BF (25°)
I
+ 30 II I. -63.3 0)
J ~-
*a
-55 Q)
- 2 8 ....
+ 20 ~L
-20 :::>
- 1 0 "'
Q)
=...1_0 ....
c... . I
"' 10
.e-+
~
<J I
~
~ +
;*~*~
+
... !"'I
./A...,/.t*~
t..1
...,..... .I 0I I ~- + it\/\ "'.-.41* +
++
~
+ "r.
~
?.: -.::.-
---1 I 'l
- 10 f -._:::....
i *~ i
-20 **-*
23 Mar. 25 27 29 31 2 Apr. 1970 1970 DATE ( 2 DAY DIVISIONS)
- FIGURE 6-37 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESD
5 v;
~
.....~
ae
~
Cl)
~~
0
.....~
.....Cl)~
Cl)
~
~
e u e -~
+ 50 r----i -a---r---r---~i___,_____
+40 Hoop Tendon 64BF (145°)
+ 30 I *I l I
-63.3 C)
-ss *;;;
c.
-2a
-20 e::>
=:=--10 ~
+ 20 ~O-Cl>----1 d:
* *-a
~
~
+IOr-~-----t------'----t------_..,.-t--.;.~.----or-t---------l------~~
++
~
+ +
++
Jt.
;t.I~**
<J
~ ~#
"'\.
+ +
, ~ + to
..~ I j.
"7 \+ .t+ .... ,.i"+*
\.
*+I'
~
+ ~"- ~
.. ... + ~ ~.**
0 .- ....
*-~
---20 ....___-______..__ _ _--l.-_ _--_ ___J..___-_-_-1-_ _ _-1*_-_ _._-"__J" 23 Mar. 25 27 29 31 2 Apr.
1970 1970 DATE ( 2 DAY DIVISIONS )
- FIGURE 6-38 LOAD CHANGE vs TIME - LOAD*CELL (PRESSURE TEsn
Q) Q) c ... VI Q) Q) Q)
- 0. ::::>
E "' 0"' Q) u~ .Q.. a..
+50 i i
+40 Hoop Tendon 34DF (145°)
+.30
+ 20
- a 1*" v
**~
+ +
+
~ +
~
*~
+
\
.J+
t l
\
~ + 10
<J
/
,, IN>#
~
"** +
,../+.
~
\ +
++
+
+
~*~
~
0
+
+ .:
-63.3 . O'l
~.-
-55 *;;;
I Q..
- -;- -28 ...
Q)
-,J
-20 ::::>
l =..i.-10 ~
-10 - 0 - ...
Q) Q... _.._ I c-)
-20 23 Mar. 25 27 29 31 2 Apr.
,. 1970 1970 DATE ( 2 DAY DIVISIONS) FIGURE 6-39 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESn
0 l.C') II -
'° CN ~ C")
l--l ) - I
.... ~
.0 lo-.j * ) -
v u.. 0 C") OJ
. /
/
c 0
~ 1 0 "tJ z ,, .... 0 c .:::t. / ~
_... ~ ~ i!Q. u c _,_ ,~ C")
~ I J: 7 I I I l
~
°"
C") I I I I OJ I ~ C") I I-l::t
;:0 I*
-0_!.._, ~.... -
~
-e-: ~~
I ~ C T- ~,
-~""
' -~ 2.'
}' C"')
c
,__ / Q 7
~-
--( I
< \ ~'°C")
\
I
\ l.C')
\ ~
M
\
\
\
-.:t'
\ ~
~(~ - ~~
~- ~
rt- -~ . C"') ll-~ /
-- '!1;> -.. ~-- /
.. C"') --.:
I
~
C")
~
i 0 ¢ 0
~ ""' N
- > ISd aJnssaJd FIGURE 6-40 LOAD CHANGE - VS TIME - STRESSING JACK
/DDCCCI ICC: TC:CT\
"' Cl) "'
Cl)
.... ~ .... I-0 .._
Cl) -a. .._. C!) Cl)
- i
.... ::i c.n "' E "'
"' u0 "'~
r
~
0..
+50 ~
+40 Dome Tendon D2BL25 {North) .
+ 30
+ 20
-63.3 **-"'
O> J" ~.
-55 0..
I Cl)
-28
.,,::i
"' 10 ~L
-20
-10 QI"
.e-+
~0-d:
I
<J
. +
+
0 ~* ..........
**~ +,f +..
,.,..,,, *~*+\
. + /
It
+ + ,; ~ .-r "'+\
+ ~ v ...it-~ .: !
+ *+ t ~.
... 1*+
-10 +
-20 23 Mar.* 25 27 29 31 2 Apr. (__...,
1970 :-...:> 1970 DATE ( 2 DAY DIVISIONS) FIGURE 6-41 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TESD
a> Q)
,._r--
... a>
c .. - ... Q) Q) 0.. ::::>
..... ::::> E .,.
ti) 0 "' Q) u .Q..~ 0...
+50 i i
+40 Dome Tendon D2BH25 South
+ 30
+ 20
-63.3 .~
J
.-ss
.~.
"'0..
- 2 8 ....
Q)
-~
-20 :J
.,. -10::;
.e- + 10
~
=..L_o. ~
Q-
<J 0 ~A
~
.~ l * ~
........++
~
~
-II ~~
\:++ ..... ~
~
* ./
+
....~
~
*r .
\
- 10 -i-C-b C".
-20 23 Mar. 25 27 29 31 2 Apr.
1970 1970 DATE ( 2 DAY DIVISIONS) --* FIGURE 6-42 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEsn
Q) Q) Q) c Q) ...
-Ec. ....,,
Q) Q)
~.,,
.,, 0 .,,
Q) u ~ c... c..
+ 50 i i
+40 Dome Te.ndon 1?3T28 {N~rth)
+30
+ 20
-~
- -63.3
-ss
**~.
~ c.
I
- - -28*'-
Q) a
- 0. +10 -
f -- ..
-20
.3::..10 ~
0-'- c... 52
<J -
0 ?
.~ ..- ~ ~.
** *+41 *
- ..v .,..,..-.;' -.._ - ...1
+
~
.+
t~
-10
~
c~
- 20 23 Mar. 25 27 29 31 2 Apr.
1970 1970 DATE ( 2 DAY DIVISIONS) FIGURE 6-43 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEST)
V) c ... Q)
... CIJ CIJ CIJ
-c.. ...
Q) a Q)
~...
u .a,. CIJ a..
+ 50 i i
+ 40 t----t----t----+----~---4---.J Oome Tendon 03T28 (South)
- . +2oi-------t-----t-----+-------1-----l-----J
- -63.3
-s.s
- 2 a ...
C> a CIJ a
~ +10 ;.J
-20
-10"'
~O*~--~
. ,o.;
<J
-10r-----+--.;.._-+----+-----l---....--I----~
-~~~...i....~~~~~~~-J..~~~--l~~~--.L.~.....:::.;--~;__J
~-*
23 Mar. 25 27 29 31 2 Apr. 1970 1970 DATE ( 2 DAY DIVISIONS) FIGURE 6-44 LOAD CHANGE vs TIME - LOAD CELL (PRESSURE TEST)
(!)
* ~
"- .I.
en 0... 40
' ---¥* l i \ "
/j I
l
~ t-*
....::>CD m
Q..
- 20. '
. vr J
'l\t- ,/-"'
~
~
CH' '\ 0
~ -'i
-* *- I i .
I "f Vertical Tendon V94 - 85° Jack No. I 9182
+160
+12.D r-a 0 Q + 8.0
)> I
--0-. --
0 "g +..W ()
- c ~
-- -- - --- -eafJ -<t>----- --~-- -$- )>
z G) m
<J 0
. (j) . fa
- ....o
""C Vl
- o "TI m -I G) ,... 8.0 Vl -
Vl 3:: c Cm ;;o
- o m m -12D I
°'t:.
I -I m* I Vl Vl -I -I - ;;o m 3/23 3/24 3/25 3/26 3/27 3/28 3/29 3/30 3/31 Vl Vl {) (' I .,) . U 02.J~/.L,*~' z G) 1970 Date
)>
() 7'
I I I 0
~ ~
N M
!! ---'.)
....... - I
""=t" co co i
I
- - *-tr*-
/ " .;;::.
N I -d- >c: 0 I y '"C 0 z I
~~C:."." .. c: ~
Q) CJ
~
I- c
. :I I - c I I
I CJ I Q) I I I i II I
"~~ '_ ~J~
i: ~l ¥
- 1 I
H-t-H'-t--t---. i 1 1
. ~--*-
z--+1-i . *- __-1---+--...;...;.--!---!---+---1-J:~~--l---l--I I
~
\
I
\
"° NO-.
"M--
~
8 R 1 I \ I I i
!. \
l \
\
\
I _*.:;,,-... I
***1~~- r_,
I --
- ..,q ..,q 0 0 0 0 0 0. 0 0 q q
-0 ""'
I
~IS~ aJnssaid N :2
+
~
+*
a:S
+ +
sd!)l - pco1 \] I
. CD I -
N I
' FIGURE 6-46 LOAD CHANGE VS TIME - STRESSING JACK (PRESS URE TEST)
0.20
~
- r:
u FIGURE 6 - 47 . z I RADIAL DISPLACEMENT zLU I 0.15 176°,MERIDIAN I ~ (TYPICAL SECTION) LU u =5 Bl 0.10 Cl 0.05
--- ------- ' c -600 ~
II 0 PRESSURE 0 V'l Cl-63.3. 1 55- -J---*--+-------1------1--- w
~
~ 28 ~ 20 fl,.. 10 5 3/24 3/25 3/26 3/28 3/29 . 3(30
*-** *--- ..............._. ___ ,,,_______ *----..------r 0.20 Vl LU
- r:
u FIGURE 6 - 48 z I RADIAL DISPLACEMENT 0.15 I- 85° MERIDIAN z LU (BUTTRESS)
- E LU B - 635 I.
j 0... I Vl O. IO 0 0.05 0 0 PRESSURE
~ 63.3 --*----*---* ______ ,, ______ ,, -- _ _ ,,_ .. --*---- - .... *-*-
I 55 Lu ~ (/) (/) Lu s: 3/24 3/25 3/26 3/28 3/29 3/30
'\0
\\\
El. 739 El. 739 El. 739 t\ El. 711 El. 711
~\ El. 711 I I I b El. 688 El. 688 fI a : El. 688 A A
- A El. 675 .
11.. El. 675 \I a,
\*
~t.
El ..675 El. 638
~
El. 635
~B
' El. 636.5
-~ -1=:-
Co A El. 618 El. 618
/.,
El. 618 -...., UJ en 0 El. 600 El. 600 I/ El. 600
- Measured Wall Radial & ,
Dome Vertical Displacements @ 176 ° A Measured Buttress Horizontal Displacements @
- Reference Point All Cases 85° A Average of Wall & Buttress Measured Radial Displacements ___ a Radial Displacements Computed from Measured Strains---- __ o FIGURE 6 - 49 DISPLACEMENT PROFILE
- ~--
T**-~*
- - - ITYPl-*
3'*0" I
*I
*002*_ .....
.:I I
1 2 I 3 1 2 i 3 I ,...2 3 I I I 2 3 I I I I I
.001* .ocn*:
I I
.015' ~I
******-***-- -----+----------!
1--------t--* --~---t-----------1 -*------ ~- I I
.002' COLD JOINT I ~
; -i J.
i.**."oos* I .cxn*: i ! 4 5 6 4 5 6 i 4 5 6 4 5 . 6 II
-----ii--*--:--** *------
** **. 002*
_i
~---r--*
,.002*
I
-q
** *:002*
' lI I
I *001*<< I I
"'..001*
~
7 8 9 7 9 7 8 9 7 8 9 ~
.oori 1.ocn*
LOCATlmJ: DOME 325° LOCATION: DOME 205° LOCATION: EL ?01'~" LOCATION: EL 702'-6" 0 G G 0
- I .001 * '*""002*
1 TiANS!'."0.N BETWEEN WALL
',.) & EQUl">lfNT HATCH I
. --....,.001*
.002" .001'
-~
.001' .001 * .001' ..--- 1 2 111.*of""'r i 3 l 3 I hO**ft..
.002*
.001*3 II ~.001* i
;\ . r--.;;::.::.::::.;**--* - -*--<--
!--------------+--* -*- *--*-*----***-*-* -***-----
I
.i ,.*
CRACK@ 63ps;g
,,,-r . . . ,
I .001' 002 CLOSED@ 2Bps;g .* 001' JJt.11., '
, ,- I
*-r'.001* I ,, \
\
5 6 4 $""' ' '1 6
--~
.001" I .... >." r.,,.
**----------t. ---~:_1*--~~:_-*_**."-*-----1 I I I I
.oOI':
1.j>
*. 002*
----*------**,_ ':'"002*
- I I ....>:a;;;*~** . -
_.L,..001*9 I
.002*
~-- ... 7 ; s ':"ooZ:-~ 7 8 9 7 I
9 I
;.001* I II I
LOCATION: EL 632 -6 1 11 LOCATION: EL 630'*0 LOCATION: EQUI P'*'~NT 1<.ATCH f) G
- FIGURE 6-50 CONCRETE CRACKS
2050
- I BUTTRESS EL 5.?_6.'. ___ 3: 5 7 9 11 l3 15 17 19 23 25
*----1~i;--l , ~ -l" r--=:---;--i-:.;::;:-r---=:-T---r---~t- ~-;;---r--------*
,,_.,___z'-6"--*+-l *,____ .
r .002* G-- ___ /_
/
.oos*
BOTTOM OF RI i*.fG.GlRDER
..* EAST EDGE OF BUTTRESS l ~ J-002**
o1** LOCATION: EL. 748'-6" 205° 001*
.001*
.002*
ABOVE HAUNCH EL. 596' 27 29 31 33 37 39
----i- -- 41 43 0
.003" LOSED@ p>ig
.oos*
.005"
.003" EL. 594' _J __
28 30 32 34 40 42 44 46 48 50 G I I
-~
EL. 51b' ~ 53----J55-! 51 59 61 ~ A ,,-65
)-002" 67 69 71 73 75 I
BLOCKOUT 02 86 31 .()().(* .002* (002* I I ;ooi*- I I I I'-. I
! .005" .OOJ*
~ ' v EL. 753'-3 l /2"
-+-- --- - I I
oo**F
.******** ... * ~ "'"'
\
) .004 I
iI
.002*
I'll 1t'lt1t1crr
- a:x
&*.:I EL. 594' 52
.002" 54 I 56
~
5B w I 62
;.001*
64 ( 66 I 68 70 n I 74 76 - I I WEST EDGE OF BUTTRESS I
-~
ABOVE HAUNCH 3'-10" I I 145° WEST EDGE OF 205'
~4 BUTTRESS 77 79 81 83 85 87 89 91
"- .002* _.fl
}
.001" iI t -+--]
.002*
v--- FIGURE 6-51
- ~
.002*
.002* \
.001*(
(ooi-CONCRETE CRACKS 78 80 82 84 i I 11 I I 86 88 94 96
SECTION 7 CONCLUSIONS I 0.. r! n 7 r. IJ I ~! G3
- 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
- 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. 7.2 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 7-2 C)
- 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
*APPENDICES I 0 ': 3 7 j G8
- 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 wasI measured 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 Load Condition 2830 Normal 2831 Normal 2832 Normal 2833 Normal 2834 Normal 2835 Normal 2836 Normal 28~8 Normal 2839 Normal 2839 1/2 11 offset 2874 Normal 2874 2° inclined Load 0 0 0 0 0 0 0 0 0 0 0 0 kip 0 -
5.06 5.00 4.90 4.90 4.94 4.74 4.88 4.80 5.00 5.05 4.81 4. 94 250 " 10.03 10.07 9.99 10.02 10.03 9.84 9.91 9. 89 10.25 10.31 9.87 10.03 500 " 15.00 15. 17 15.00 15.08 15.04 14.92 14.94 14.94 15.45 15.94 14. 92 15. 10 750 " II 19.91 19.98 19.95 20.05 19.96 19.97 19.97 19.99 20.60 20.66 19.98 20.22 1000 II 15.08 15. 10 15.05 15. 12 15.08 14.97 14.98 15.03 15.53 15.57 14.95 15. 16 750 II 10.14 10.14 10.07 10. 10 10. 11 9.94 9.96 10.01 10.39 10.44 9.91 10. 11 500 II 5. 18 5.07 4.97 4.97 4.99 4.85 4.94 4.95 5. 15 5.22 4.85 4.94 250 0 0 0 0 0 0 0 0 0 0 0 0 0
- No Load Output
-20° Fto +150°F
-. 03
+o. 14
-.05
-.03
+.06
+.01
-. 04
-. 11
-.01
+.07
+. 12
- . 01
+.08
+.03
+.IO
-.04
+.06
+.02
+.04
+.03 Thermal Zero Shift LOAD CELL OUTPUT - MILLIVOLTS PER VOLT TABLE Al-I CALIBRATION DAT A STRAIN GAGE LOAD CELLS
-~
Ram 9182 Ram 9184 Ram 9187 3-1 /2 11 Extension 4-1/4 11 Extension 7-3 /8 11 Extension 4-1 /2 1 'Extens ion 4-3 / 8" Ext ens ion NOTES: P,psig F, kip A, in2 P, psig F, kip A, in2 P, psig F, kip A, in 2 P, psi~ F, kip A, in2 P, psig F, kip i\. . 2
.c ' lll
- 1. P is pressure indicated by Seeger gage.
20 0 - 20 0 *- 20 0- - 20 0 . - 20 0 - 2. F is ram force indicated by load cells. 1010 150 151. 1 1050 156 151. 8 1045 153 149.6 1110 165 151. 2 1025 151 151. 8
- 3. A is theoretical ram area computed by dividing F by 2050 305 150. 3 2080. 311 150.7 2045 304 150.0 2060 306 150.0 2065 310 151. 5 P-20. P is reduced by the zero load reading resulting 2990 446 150. 3 3020 452 150 .. 6 3035 452 150. 1 3020 451 150. 3 3000 450 151. 1 from dead load of apparatus and other fixed quantities.
4030 603 150.3 4045 605 150.3 4015 598 149. 7 4050 606 150.3 3990 598 150.7 4790 717 150. 4 4815 720 150. 1 4800 716 149.9 4410 660 150.3 4440 667 150.9 4990 746 150. 1 5050 755 150.2 5010 749 150.0 4650 694 150.0 4620 692 150.4
- 5215 5390 5605 780 806 838 150. 1 150.0 150.0 5230 5415 5615 781 810 839 150.0 150. 1 149.9 52i5 5380 5600 779 804 838 150. 0 149.5 150. l" 4825
*5010 5205 721 749 777 150. 1 150.0 150. 0 4790 4990 5200 719 748 780 150.7 150.5 150.5 5800 866 149. 8 5810 868 149.8 5860 875 149.9 5810 869 150. 1 5800 871 150.8 20 0 - 20 0 - 20 0 - ~ ,.
l7 1025 150 148.8 1050 154 149.6 I 065 158 151. 1
~ v 2015 298 149.5 2060 307 150.4 1990 298 151. 1
~
3020 450 150. 1 3100 462 150. 1 3005 451 151. 1 3995 596 149.9 4040 604 150.3 4010 602 150.9 4810 720 150.2 4450 665 150.2 4410 663 151. 0
- v ~ ~*
5075 758 150.0 4630 692 150. 1 4390 689 150.8 TABLE Al-2 v 5250 784 150.0 4820 720 149.9 4820 723 150.5 STR~SSING JACK CA.LIBRA TION 5405 809 150.2 5060 757 150.2 5000 751 150.8 l DATA i
/ 5620 5785 840 865 150.0 150. 1 5190 5780 776 864 150. 1 150. 1 5205 I 5850 1 781 877 II 150. 7 150. 5
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
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