ML20211E610

Technical Rept TR-20422(842), Seabrook Nuclear Power Station Unit 1 Reactor Bldg Structural Integrity Test Results. App J & K to Containment Structural Integrity Test & Chronological Log Encl

ML20211E610
Person / Time
Site:	Seabrook
Issue date:	04/25/1986
From:	Ellis R, Wallace L TELEDYNE ENGINEERING SERVICES
To:
Shared Package
ML20209E304	List: ML20209E299 ML20211D986 ML20211E040 ML20211E144 ML20211E226 ML20211E331 ML20211E403 ML20211E458 ML20211E494 ML20211E574 ML20211E585 ML20211E591 ML20211E603 ML20211E610
References
FOIA-86-678 TR-20422(842), NUDOCS 8610230096
Download: ML20211E610 (165)

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i TECHNICAL REPORT TR-20422f842) TO PUBLIC SERVICE COMPANY OF NEW HAMP5 DIRE SEABROOK NUCLEAR POWER STATION UNIT I REACTOR BUILDING STRUCTURAL INTEGRITY TEST RESULTS [ h j (_. E -r. =d. E t Q SEABROOK STATION Written By Approved By l i [ (f, - .{lr.M M Richard I.T Ellis Laverne F. Wallaca April 25, 1986 7eTELEDYNE ENGINEERING SERVICES BREWER ENGINEERING LABORATORIES ! E 4 E . ? N C A V E *.u c I POST OFFICE BOX 2a8 W A L 7 H A M *,1 A i A C H L H ' ' - 4*" roc.1"r M AHION M ASSACHUSE T T5 02738 68fa.lH 0103 t . ~ -..

Technical RGport "WN TR-20422(842) -C-N SENICES i TABLE OF CONTENTS Item Description Page ABSTRACT E s

1.0 INTRODUCTION

1 1.1 General 1 1.2 Containment Vessel Structure 2 1.3 Test Measurements 2 1.4 Structural Integrity Test 3 2.0 PROCEDURE 4 2.1 Measurement Locations 4 2.2 Sensor Instrumentation and Installation Techniques 5 2.3 Instrumentation 7 2.4 Test Procedure 8 2.5 Data Reduction and Analysis 9 3.0 RESULTS AND DISCUSSION 11 3.1 Containment Deflection 11 3.2 Crack Patterns 12 3.3 Predicted Versus Measured Results 13 4.0 MEASUREMENT SYSTEM ACCURACY 14 4.1 Data Acquisition System Accuracy 14 4.2 DCDT Data Accuracy 14 4.3 Test Data Printout Anomalies 15 4.4 Crack Pattern Measurement Accuracy 15

5.0 REFERENCES

16 FIGURES 17 1 Radial and Diametrical Taut Wire Installation 18 2 Vertical Taut Wire Installation 19 3 Diametrical Growth as a Function of Elevation at Containment Internal Pressures of 13, 26, 39, 52, 60 and 0 psig 20 4 Radial Deflection as a Function of Containment Vessel Internal Pressure for Approximately -25' Elevation and 87.5*, 180.8*, 272.5*, 350.0* and 359.2* Azimuths 21 5 Radial Deflection as a function of Containment Vessel Internal Pressure at Approximately 10' Elevation and 42*, 130*, 222* and 310* ( Azimuths 22 --m

~ Tcchnical R:p;rt TM TR-20422(842) -D-N NES i s TABLE OF CONTENTS (CONTINUED) Item Description 'h FIGURES 6 Radial Deflection as a Function of Containment Vessel Internal Pressure at Approximately 33' Elevation and 38,128' and 308* Azimuths 23 7 Diametrical Growth as a Function of Containment Vessel Internal Pressure at Elevations 59.4' and 89.2' 24, 8 Diametrical Growth as a Function of Containment Internal Pressure at Elevations 114.6' and 131' 25 9 Vertical Deflection as a Function of Containment Vessel Internal Pressure for 25' to 115.3' Elevations 26 10 Vertical Growth as a Function of Containment Vessel Internal Pressure from 25' Elevation to Apex ( Average of Two Measurements) 27 11 Radial Growth Along the Horizontal Centerline of the Equipment Hatch 28 'f 12 Radial Growth Along the Vertical Centerline of the Equipment Hatch 29 13 Radial Growth Along the Horizontal Centerline of the Personnel Hatch 30 14 Radial Growth Along the Vertical Centerline of the Personnel Hatch 31 APPENDICES I As-Built Instrumentation Locations 13 Crack Pattern Charts 1-10 III Deflection Data 1-7 IV Test Exceptions 1-13 V Photographs of Crack Patterns 1-7 VI Predicted and Measured Results 1-28 l

YM Technical R:p:rt TR-20422(842) -E-N3 SERVICES A8STRACT Public Service Company of New Hampshire commissioned Brewer Engineering 1.aboratories, a unit of Teledyne Engineering Services, to provide, install and monitor the structural response instrumentation for the structural integrity test of the Seabrook Nuclear Power Station Unit I containment building located approximately 6,000 feet east of Seabrook, New Hampshire, at the termination of Rocks Road. The test began March 15, 1986, with the integrated leak rate test being conducted by United Engineers & Constructors Inc.'s start-up group after the 39.6 psig depressurization level had been reached on March 17, 1986. Upon completion of the integrated leak rate test on March 19, 1986, the structural integrj ty test continued. The test was successfully completed on March 21, 1986. The integrated leak rate test is not within the scope of this report. Measured data included containment vessel radial, vertical and diametrical deflections, radial deflections in the region around the equipment and personnel hatches, horizontal and vertical diametrical measurements of the equipment and personnel hatches, and concrete crack pattern charting as a function of containment vessel internal pressure. A computer-based data acquisition system was utilized to provide real-time data analysis on site. I

Y Technical R port DJGNEBWJG S8WICES TR-20422(842) t

1.0 INTRODUCTION

1.1 General 1.1.1 Brewer Engineering Laboratories, a unit of Teledyne Engineering Services (BEL /TES), was contracted by Public Service Company of New Hampshire (PSNH) to provide, install and monitor the structural deflection instrumentation and perform crack pattern charting for the containment structural acceptance test of the Seabrook Huclear Power Statied Unit I 1ocated in Seabrook, New Hampshire. 1.1.2 The work was conducted in accordance with BEL /TES Report Nos. TR-20422(836) and TR-20422(837) to Public Service of New -( Hampshire entitled "T'est Plan for Seabrook Station - Unit 'I Structural Integrity Test"I and " Installation Procedure for Temporary Frames for Structural Integrity Test of Primary Containment Structure Public Service of New Hampshire Seabrook Station - Unit I"2 respectively, and Technical Procedure No. TP-13 (Structural Integrity Test).3 F u r t he rinu re, the BEL /TES Project Quality Assurance Plan, BEL /TES Report No. TR-20422(835) entitled " Project Quality Assurance Plan for Containment Structure Structural Integrity Test, Public Service Company of New Hampshire Seabrook Station Unit No. I"4 has been issued in conformance with the Specification for Structural Integrity Test i No. 9763.006-5-55 and the contract from Public Service of New Hampshire covering this work.6

Tcchnical R: port Y TR-20422(842) ENGNEstlNG SERVICES i 1.2 Containment Vessel Structure 1.2.1-The containment structure is a conventionally-reinforced concrete vertical cylinder with a horizontal base mat and a hemispherical dome. A welded steel liner is attached to the inside face of the concrete containment structure. The nominal thickness of the steel liner is 3/8" for the cylinder and 1/2" for the dome. The cylindrical concrete wall is 4' 6" thick, the , base mat is 10' 0" thick, and the concrete dome is 3' 6-1/8" thick. 1.3 Tes+. Measurements 1.3.1 Sixty-six radial, diametrical and vertical displacement ~ measurements of the containment and 1ocal radial displacement measurements at locations around the equipment hatch and personnel hatch were made during the structural integrity test. In addition, diametrical measurements of the equipment hatch and personnel hatch barrels were made during the structural integrity test (SIT). Direct current differential transducers (DCDT's) were utilized for the displacement measurements. 1.3.2 Crack patterns were charted at six whitewashed and gridded locations on the outside surface of the containment vessel during the SIT. I

Tcchnical R: port W F W NE TR-20422(842) ENGNEBW4G SERVICES i 1.4 Structural Integrity Test 1.4.1 Structural response data were recorded prior to pressurization, at five pressure levels during pressurization, four pressure levels during depressurization, and after depressurization. 1.4.2 A preliminary analysis of the data was made at each pressurization and depressurization level before proceeding to the next level. 1.4.3 The procedures for recording structural response, along with a description of the instrumentation and monitoring equipment, are provided in Section 2.0 of this report. The test data have been analyzed and are tabulated iii Section 3.0. A discussion of results is provided in.Section 4.0 of this report. l l i l i k i l

Tcchnical Rrport TF M TR-20422(842) N SEMCES 2.0 PROCEDURE 2.1 Measurement Locations 2.1.1 Measurement locations were specified by United Engineers & Constructors (UE&C) and modified as necessary due to site conditions by BEL /TES in consultation with UE8C Representatives. The as-built measurement locations are carried in Appendix I. 2.1.2 Diametrical displacement measurements were made at four elevations along the 90 -270* azimuths and three elevations al ong the 0*-180* azimuths. Two diametrically-opposed radial measurements were made at the fourth elevation (114' 7") along the 0 -180* azimuths. I 2.1.3 Radial displacement measurements were made at four elevations along six azimuths on the containment structure. The equipment and personnel hatch areas were instrumented at 12 locations each to determine radial displacement around the major l discontinuities. l 2.1.4 Vertical measurements were made at the containment wall at four azimuths from the 25' elevation to near the spring line. Two vertical measurements were made from the apex to the 25' elevation. Four vertical measurements from the spring line to an intermediate point approximately one-third of the dome height, four measurements from the spring line to an intermediate point approximately two-thirds of the dome height, I and two measurements from the spring line to the apex were also

l Technical Report YN TR-20422(842) ENGINEERING SERVCES and two measurements from the spring line to the apex were also made. 2.1.5 Horizontal and vertical measurements were made inside both the equipment hatch and personnel hatch barrels. 2.1.6 Containment vessel exterior cracking was charted at regions near the base, mid-height and at the spring line, in addition to regions around the equipment hatch, personnel hatch, and electrical penetrations. 2.2 Sensor Instrumentation and Installation Techniques 2.2.1 Displacement measurements were made using DCDT's with i integral signal conditioning. The DCDT's compri se two functional parts: a moveable soft iron core and a transformer coil with primary and split secondary windings. The primary winding is in the center of the coil with identical, symmetrically-spaced secondary windings on either end. The iron core, which has a -controlled, homogeneous magnetic permeability, when displaced along the axis of the cylindrical coil, varies the mutual inductance of each secondary to the primary. The mutual inductance determines the voltage induced from the primary to each secondary. The differential voltage between the secondary windings is a linear function of core displacement. The integral signal conditioning allows a direct current excitation voltage and a direct current output signal.

Technical Report WE WE TR-20422(842) DJGNEstlNG SSWICES 4 2.2.2 The transformer coils, which are the stationary portion of the transducer, are encased in a stainless steel cylinder. This cylinder was attached to the reference frame using steel col 1ars welded to the frame. The frames, in turn, were fastened to ref erence structures mechanically isolated from the containment vessel. 2.2.3 The DCDT core is attached to a spring-loaded plunger. The plunger was preloaded to impinge against the containment wal1. As the walI was displaced, the plunger fol1 owed the wal1, thereby moving the core, which in turn induced a voltage change proportional to the wall displacement. 2.2.4 Diametrical, vertical and equipment hatch radial displacement measurements were made utilizing a taut wire device and a DCDT (see Figures 1 and 2). Relative motion between the taut wire device and the fixed end was transmitted by the level arm to the DCDT. The taut wire material was 1/16"-diameter l Invar steel. The coefficient of thermal expansion of the wire was less than 0.2 parts per million per degree Fahrenheit. 2.2.5 Each DCDT was mechanically calibrated in the field just prior to installation. A precision micrometer head was used to l determine the sensitivity and linearity of each individual DCDT. l 2.2.6 The six crack pattern areas on the containment exterior l ) { were painted with white paint and marked with one-foot-square l

TE WE TGehnical.RGp@rt TR-20422(842) DJGNEstlNG SONICES grid lines prior to the start of the test. The white surf ace provided enhanced contrast for both 1ocating and charting the cracks. In addition, sketches of the crack pattern areas were drawn to scale. All obstructions in the crack pattern areas (such as penetrations) were shown on these drawings. Photographs of each area were also taken at each mapping interval. 2.3 Instrumentation 2.3.1 All DCDT instrumentation cables were routed to and terminated at the test instrument enclosure provided by PSNH adjacent to the containment vessel at the O' elevation in the t el ectrical penetration room.. 2.3.2 Prior to connecting the instrumentation cables to the data acquisition system, each cable was checked for proper l identification. Each cable was then checked for continuity and i l leakage to ground. l t 2.3.3 The computer-based multichannel data acquisition system l has the capability to perform signal averaging, monitor data channel stability, and convert DCDT input signal s to displacement in inches by storing calibration factors for each DCDT. The system has the further capabilities of data storage on magnetic disk or tape as well as generating the tables of l measured and computed data used in this report. l l l l l l

Technical R: port TN TR-20422(842) N NES 4 2.4 Test Procedure 2.4.1 The structural integrity test was conducted in accordance with the Specification for Structural Integrity Test No. 9763.006-5-5,5 under the supervision of United Engineers & Constructors Inc. Upon reaching each specified pressure level, and after observing a one-hour hold period, the test team insured that all data were recorded and evaluated before proceeding to the next pressure level. 2.4.2 Prior to the start of the structural integrity test, all data channels were monitored to insure instrument reliability. 2.4.3, Three data scans were recorded at each pressure hold point (containment internal pressure of 0, 13, 26, 39, 52, 60, 52, 39, 26,13 and 0 psig, and 0 psig af ter 20 hours). Data for the three scans were averaged. Corresponding data points for each successive scan were compared and unusual scatter for any data point was automatically noted by computer printout. 2.4.4 The crack pattern areas were charted prior to pressurization, at each pressure level during pressurization, and af ter complete depressurization. Crack patterns were recorded for all cracks. Any crack exceeding 0.010" in width during the test was noted as well as at the conclusion of the test. See Appendix II. l

Technical Report ihTl WE TR-20422(842) DJGNEstlNG SERVICES i 2.4.5 Photographs of the crack pattern areas were taken at each pressure level where mapping was conducted. Those taken at maximum containment pressure, 60 psig, are incl uded as Appendix V. 2.5 Data Reduction and Analysis 2.5.1 The computer printout of the DCDT deflection data was di rectly in units of inches. This was accomplished by preprograming the computer with each DCDT calibration factor as well as taking into account any necessary scale factors and initial electrical zero offsets. Three data scans were made over a period of approximately one minute and then averaged at I each measurement interval. 2.5.2 Dome height calculations were based on deflection measurements made from near the spring line (114'. 7") to points approximately one-third and two-thirds of the dome height as well as to the apex. The taut wire systems used for the dome measurements formed a series of triangles, and the actual height change for the one-third, two-thirds and apex points with respect to the 114' 7" elevation was determined by calculating the height of the corresponding triangle. 2.5.3 The crack pattern data were acquired by visually inspecting the crack pattern areas. All cracks were charted at each pressurization level, at 52 and 39 psig during depressurization, and after complete depressurization. Crack

Technical Report TN TR-20422(842) NNG SBWICES i width measurement was performed using an optical comparator. The charting-procedure consisted of outlining the crack on the containment with a felt-tip marker next to, but not on, the crack and then transposing these markings to the chart of the crack pattern area. Crack widths of 0.010" or better were indicated on the charts. Cracks which extended outside of the painted area were indicated as to direction and distance the cracks extended. After complete depressurization the crack widths which had exceeded 0.010" were again noted with their actual zero pressure width. { I t 1 l i l I 1

Technical R: port i%' E W E TR-20422(842) BCM SONICES 1 3.0 RESULTS AND DISCUSSION 3.1 Containment Deflection 3.1.1 The deflection data are shown in Appendix III. 3.1.2 Diametrical growth versus elevation of the containment vessel between el_evations 59.4' and 131' is ;) lotted in Figure 3 for two diameters, 0*-180* azimuths and 90.-270* azimuths. 3.1.3 Radial deflections of the containment wall as a function of containment internal pressure are plotted in Figures 4, 5 and 6 for elevations at approximately -25',10' and 33', and eight azimuths. Measurement point IG9B (33' elevation, 218 azimuth) data were lost due to the DCDT being jammed for the duration of the test. 3.1.4 Diametrical growth as a function of containment internal pressure for diameters 0 -180* azimuths and 90*-270 azimuths is plotted in Figure 7 for elevations 59.4' and 89.2', and in Figure 8 for elevations 114.6' and 131'. It should be noted that the value for the 114.6' el ev ation, 0 -180

azimuth, diametrical measurement was obtained by adding two radial measurements (IG3A and IG3B).

It was necessary to break up this diametrical measurement due to interference from the polar l crane. Also, the data for the 114.6' el ev ati on, 90 -270 azimuth, diametrical (IG4) measurement is valid only up to the 52 psig pressurization level, after which a shorted-signal lead i l l l

NE NE Tcchnical Rnport TR-20422(842) MEBElG SERVICES I was discovered. Further investigation upon conclusion of the test showed the IG4 taut wire device had become unbonded f rom the wall and ceased functioning. 3.1.5 Vertical deflection measurements at the containment wall were made from elevations 25' to 115.3' at four azimuths (0, 90, 180 and 270 ). The data for these measurements are plotted in Figure 9. It should be noted that the data from measurement point IG22 (elevation 115.3', azimuth 90*) is questionable as the DCDT exhibited erratic behavior during post-test calibration. Furthermore, upon inspection of the taut wire device it was found that some of the metal counterweights used I with taut wire device IG4 '(located directly abo've IG22) had fallen onto IG22 and resulted in damage to the IG22 DCDT (Serial No. 010). 3.1.6 Vertical growth from the 25' elevation to the dome apex is presented in Figure 10. This plot represents the average of data from two identical measurement points, IG24-9 and IG24-10. I i 3.1.7 Radial growth at the horizontal and vertical centerlines of the equipment and personnel hatches is presented in Figures 11 through 14. 3.2 Crack Patterns 3.2.1 The crack patterns, as charted for the four painted I areas, are carried as Appendix II. 1

YM Technical Rzport TR-20422(842) N SENICES I 3.2.2 Photographs of the crack patterns as marked after reaching the 60 psig level are carried as Figures 1 through 6 of Appendix V. 3.3 Predicted Versus Measured Results 3.3.1 A table of predicted and measured results for 13, 26, 39, 52 and 60 psig pressurization levels is presented in Appendix VI. ( i

Ttchnical.R port TE M TR-20422(842) N SBNICES 4.0 MEASUREMENT SYSTEM ACCURACY 4.1 Data Acquisition System Accuracy 4.1.1 Stability and accuracy of the system primarily depends on the strain gage and DCDT power supplies and the analog-to-digital converter. The power supply voltages were monitored on a regular basis to ensure all test data scans were performed with equal and stable voltages. The Fluke dataloggers, in which the A/D converters reside, were calibrated prior to the structural integrity test and were found to be within the manufacturer's stated accuracy of 0.05%. 4.1.2 This system has proven to be a highly effective means of ( data col'lection for a variety 6f reasons. It al. lows important test parameters (i.e. channel stability, time and date) to be monitored and recorded with the data. In the case of the computer-based system, the data are output in tabulated form in engineering units for insnediate interpretation. By taking three scans at each pressure level and averaging all three, the effects of random noise were reduced. 4.2 DCDT Data Accuracy 4.2.1 The installed DCDT's were al so monitored prior to the start of the SIT, and likewise three sets of data were taken at each data scan and compared and averaged. Based on stability and field calibration data, the DCDT accuracy is within 0.005". i

Tcchnical Report 'Y TR-20422(842) N SENICES 1 4.3 Test Data Printout Anomalies 4.3.1 Test data printout anomalies occurred for channels IG10, IG3A, IG20, IG25, IG26, dome calculation IG9B, 1623, IG27, IG4, IG25 and IG22 during the conduct of the structural integrity test. These anomalies lead to the generation of ten test exception items. Test exception items 1 through 5 and 7 were resolved by computer program revisions during the course of the test (see Appendix IV). Data for channel s IG10, IG3A, IG20, IG25, IG26, IG28 and IG27 are valid as presented in this report. Data from channel IG98 are invalid throughout the course of the test. Data for channels IG4 and IG22 are invalid af ter the 52 j psig pressurization reading. Data from channel IG25 is in question throughout the course of the test. Appendix IV carries a detailed discussion of all test exception items and their resolution. 4.4 Crack Pattern Measurement Accuracy 4.4.1 The optical comparators used to determine the width of the cracks in each charted area were calibrated against precision gage blocks (Serial No. BEL-1) and allowed crack width determinations to 0.001" or better. (

Technical Report i %' N TR-20422(842) N SERVICES r

5.0 REFERENCES

1. Brewer Engineering Laboratories Technical Report TR-20422(836) entitled " Test Plan for Seabrook Station - Unit I Structural Integrity Test" dated March 4,1986. 2. Brewer Engineering Laboratories Technical Report TR-20422(837) entitled " Installation Procedure for Temporary Frames for Structural Integrity Test of Primary Containment Structure, Public Service of New Hampshire Seabrook Station - Unit I" dated March 5, 1986. 3. Technical Procedure No. TP-13, Structural Integrity Test for Public Service Company of New Hampshire, Seabrook Station Unit No. I dated December 22, 1983 by United Engineers and Constructors, Inc. 4. Brewer Engineering Laboratories Technical Report TR-20422(835) enti t l ed " Project Quality Assurance Plan for Containment Structural Integrity Test, Public Service Company of New Hampshire Seabrook Station Unit No. I" dated January 23, 1986. 5. Specification for Structural Integrity Test for Public Service f Company of New Hampshire,. Seabrook Station Unit No. I No. 9763.006-5-5 dated December 22, 1983 by United Engineers and Constructors, Inc. 6. Public Service of New Hampshire Contract No. NHY-21 dated February 26, 1986. I

Technical Report TF WE TR-20422(842) DJGPEstlNG SENICES I FIGURES l l l l l l l l l

~ End Plate H Crane Wall DCDT f / h bb Signal Cable / E 9 8" /// /- / Containment Wa11 m g Taut Wire / \\ / \\ \\ / i "A - ---r A \\ k /' N Fixed End N 4 ,\\ To Readout \\ lT-T- "" ^* Wire Tensioning Weight $Ri \\ 8 I m FIGURE 1. RADIAL AND DIAMETRICAL TAUT WIRE INSTALLATION.

'RTA WNE Technical Report _19 TR-20422(842) ENetNG SERVICES ////?>/sssssss,,sg O Fixed End Taut Wire 4 r / j / / l l f l /., ~ / / /,, / DCOT j / / ,,( i a 5 n End Plate Wire Tensioning Weight /[ Lever Arm l \\ f f i FIGURE 2. VERTICAL TAUT WIRE INSTALLATION.

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\\ Elevation 100 Figure 3(a) (Feet) I i 1 1 80 ',1 k i i 60 l'3 21 3'9' 5'2 ' 6'O psig psig psig psig psig Residual 0.000 1.000 2.000 Deflection (Inches) AZ 90 -270 140 -- 120 - g y g. I I Elevation 100 -- Figure 3(b) (Feet) I i 80 -- i l i I i l'3 12'6 39 5'2 50 psig psig psig psigpsig Residual 0.000 1.000 2.000 g Deflection (Inches) FIGURE 3. DIAMETRICAL GROWTH AS A FUNCTION OF ELEVATION AT CONTAINMENT l INTERNAL PRESSURES OF 13, 26, 39, 52, 60 AND 0 PSIG.

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~ I ye e.s g ye e,a g gg ti U ) e e ii W t k-n. w ~ N aC o eE o '%g '%g w o

4. m 8

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• ZD-at=

- 8 8 8.: o = c. M N* g Li o t N E 3-NO 99 u-m at o g> e to D

• m D-saa we e

en wa H L M O o L C QEN v ee J K "" to .C o eC had

• =*

&nd g ** g C e .O =oC +0 8 ~L R "U \\ -o. N. .A v. w t S e x t 8 ~ ~ o o i N N, o 8 o x o e o o N M, o

• o N

(F4 M o o o to to M N e go en M g u &Le W 3p km en De 3 en w-em e4 Gh en en Lw GG kw A

L' 8~, E> en F ' e . * = > a k ~- ~ ~ &ad 2 N'~ 5 O g$ ~ d \\, ~ w i k ns f ~ a N.,' y s : a s !s a a N m m 8 "E F I. ~. o 2 ~ od s E s g = F EE S s \\ f a ~ A 8 .~ o n o u p of "2 g 2 t; eo 8 ^o UL o 50 A N L ~8 g M. a a' 8 E* W E a.: j~, o c ~ gC ~ o & E e, - b ,A oe w-R E =~ = 43 S ~% m'. 2 O h og ,g ~w ~ W f 80 %m N y': g"~ ~ o a m y g ~5 a M ~ o o s g% e 2 .b n. o o o b w w g ~ M Ch M M h N M o e o g

to:

a

M 1 's t h"8. %% lt x~ e EE W.-.4-t .E d 6 g s 1-E R '2 a v e .E 3-R -{c g .h e u ej u ,y 6 g A," e = ,5 A -5 W a a s..\\ * ,,~' -.E ~ a h 'I 'N,~ 2.- E

• d.'

S 2 2 2 'd -S O m 2 M m E 50 E 3 ".e 5 EE . EE U. ~ = EN wo<c ,w -8 "5 8-c~ o o n S.,; d; Ea E 2 8 8 .v ~~

• o 8~

E 8-E g .,= ' '. 5 8 W- ~ u eg o* N

• a og o

.s. e i ( C 40 43 6 %g 9 r 8 8 \\ ~ '% \\ g 's ~ g s = m 8 6 ~ 4 e s o. e s a 4 o e e a u o e e n u o E n, ^ f n. a sN. e4 to 23 = = m O me s

YU bi 2t 60-I / I "E I A 52-- = l / 39-Pressure p/ (psig) / 26 - k / Y / / / 13 y / / 0 l l 0.000 0.200 0.400 0.600 Vertical Growth (Inches) FIGURE 10. VERTICAL GROWTH AS A FUNCTION OF CONTAINMENT VESSEL INTERNAL PRESSURE g FROM 25' ELEVATION TO APEX (AVERAGE OF TWO MEASUREMEr1TS). m U)

.. -4 Azimuth 78 (Deg) (( 122.7 -- I-I- N I I bE l/ / 7 132.1 - -: 138.3 ) 0.200 0.400 0.600 0.800 Radial 150.0 l l l l Growth (Inches) } l 161.7 - 167.9 -- n x 4 s s i ( N -1 177.3 -- : \\ - T i i \\ 'J 13 26 39 52 60 4 psig psig psig psig psig Residual FIGURE 11. RADIAL GROWTH ALONG THE HORIZONTAL CENTERLINE OF THE EQUIPMENT HATCH. r m' M

j

• mEkE Eu L?

J10 h YE$Ebv min ) lhs at e iwh doc arn RGI ( 00

8. ;

0 EN 0 I 0 LR

6. :

E 0 TN E C g 0i L 6s A p C I !e g T 2i R 4

5 s E

p V \\ E

\\

HH TCT e \\ g GA la 9i NH j\\ - 3s O u p LT d i-AN s. i E s HM i e TP R g WI 6i OU / l ! 2 s RQ Vd ' p GE t - 'i e l i g LE 3i AH 1 s IT + p D n + o AF i )t t 0 0 6 8 0 RO 3 5 e av e 2 9 1 7 2 4 5 7 5 5 3 2 1 e (T l E 2 1 E RUG I F \\- / ~ M E

d. #

n E$E Azimuth (Deg) g-' bu 307.9 J-j 7 i a i l 31,0.0 - 1 s l 310.9- - -\\ I J J 0.200 0.400 0.600 0.800 Radial E 315.0 l l ~ l-Growth (Inches) L, i' 318.5 - j = i 320.5 - - I 1 } T ~~ 1 I l 322.1 4 13 26 39 52 60 g Psi 9 Psi 9 Psig psig psig m Residual FIGURE 13. RADIAL GROWTH ALONG THE HORIZONTAL CENTERLINE 171 U 0F THE PERSONNEL HATCH.

I he 23. Elevation MO (Feet) j] Sj 38.3 -- : 2 e I A s - -} t 35.6 - 9 7 I 33.8 -- I A i 0.200 0.400 0.600 0.800 Radial ( 29.5 l l l Growth (Inches) a7 25.3 I 22.3 -- l I ) I 20.8..- 13 26 39 52 60 psig psig psig psig psig l l Residual FIGURE 14. RADIAL GROWTH ALONG Tile VERTICAL CENTERLINE M 0F TiiE PERSONNEL llATCH.

W TF1 Fry / m Technical Report _1_ TR-20422(842) ENGNEstNG SBWICES t APPEfEIX I AS-BUILT INSTRUMENTATION LOCATIONS i

Technical Report WTA N TR-20422(842) B GREERNGSERVICES i APPEleIX I AS-8UILT INSTRUMENTATION LOCATIONS Ins nt Mea ement i Location Azimuth (Deg.) Elevation (Ft.) R1 Radial Equipment Hatch 150.0* 51.5' R2 Radial Equipment Hatch 161.7* 37.0' R3 Radial Equipment Hatch 150.0* 22.6' R4 Radial Equipment Hatch 138.3* 37.0' R5 Radial Equipment Hatch 150.0 59.3' R6 Radial Equipment Hatch 167.9 37.0' R7 Radial Equipment Hatch 150.0* 14.8' R8 Radial Equipment Hatch 132.1 37.0' R9 Radial Equipment Hatch 150.0* 72.0' RIO Radial Equipment Hatch 177.3* 37.0' ~R11 Radial Equipment Hatch 150.0* -5.0' R12 Radial Equipment Hatch 122.7* 37.0' R13 Radial Personnel Hatch 315.0 33.8' R14 Radial Personnel Hatch 318.5" 29.5' R15 Radial Personnel Hatch 315.0" 25.3' R16 Radial Personnel Hatch 310.9 29.5' R17 Radial Personnel Hatch 315.0 35.6' R18 Radial Personnel Hatch 320.5 29.5' R19 Radial Personnel Hatch 315.0 22.3' R20 Radial Personnel Hatch 310.0 29.5' R21 Radial Personnel Hatch 315.0 38.3' R22 Radial Personnel Hatch 322.1 29.5' R23 Radial Personnel Hatch 315.0* 20.8' R24 Radial Personnel Hatch 307.9 29.5' IG1 Diametrical Cylinder Wall 0*-180.0 131.0' IG2 Diametrical Cylinder Wall 90.0*-270.0 131.0' IG3A Radial Cylinder Wall 0* 114.6' IG3B Radial Cylinder Wall 180 114.6' IG4 Diametrical Cylinder Wall 90.0*-270.0* 114.6' IG5 Diametrical Cylinder Wall 0 -180.0 89.2' IG6 Diametrical Cylinder Wall 90.0*-270.0 89.2' IG7 Diametrical Cylinder Wall 0 -180.0 59.4' IG8 Diametrical Cylinder Wall 83.6* to 270.6 59.4' IG9A Radial Cylinder Wall 38.0* 33.0' IG98 Radial Cylinder Wall 218.0 33.0' IG10 Radial Cylinder Wall 128.0 33.0' IG11 Radial Containment Wall 308.0 31.5' IG12 Radial Containment Wall 42.0 9.5' IG13 Radial Containment Wall 130.0 9.7' g IG14 Radial Containment Wall 222.0* 10.0'

Technical R: port TR-20422(842) WE WI SERVICES t APPENDIX I AS-BUILT INSTRUMENTATION LOCATIONS (CONTINUED) In Mea rement [nt Location Azimuth (Deg.) Elevation (Ft.) p IG15 Radial Containment Wall 310.0* 9.3' IG29 Radial Containment Wall 350.0* -23.0' IG16 Radial Containment Wall 359.2* -25.0' IG17 Radial Containment Wall 87.5' -25.0' IG18 Radial Containment Wall 180.8 -25.0' IG19 Radial Containment Wall 272.5 -25.0' IG20 Vertical Containment Wall 0 115.3' IG21 Vertical Containment Wall 180.0 115.3' IG22 Vertical Containment Wall 90.0" 117.3' IG23 Vertical Containment Wall 270.0* 117.3' IG24a-3 Radial-Vertical Dome 2/3 Point 180.0* 182.4' IG24a-4 Radial-Vertical Dome 2/3 Point 0* 182.4' IG24b-1 Radial-Vertical Dome 1/3 Point 180.0* 152.0' IG24b-2 Radial-Vertical Dome 1/3 Point 0* 152.0' IG24c-9 Radial-Vertical Dome 2/3 Point 0 182.d' IG24c-10 Radial-Vertical. Dome 2/3 Point 180.0 182.4' IG24d-7 Radial-Vertical Dome 1/3 Point 0* 152.0' IG24d-8 Radial-Vertical Dome 1/3 Point 180.0 152.0' IG24-5 Radial-Vertical Dome Apex 180.0 189.0' IG24-6 Radial-Vertical Dome Apex 0* 189.0' IG24-9 Vertical Dome Apex 189.0' IG24-10 Vertical Dome Apex 189.0' IG25 Opening Vertical Equipment Hatch 150.0* 25.0' IG26 Opening Horizontal Equipment Hatch 150.0 37.0' IG27 Opening Vertical Personnel Hatch 315.0* 25.0' IG28 Opening Horizontal Personnel Hatch 315.0* 29.5' i I i L

i TE WE Technical Report _y_ SENICES TR-20422(842) 4 APPENDIX II CRACK PATTERN CHARTS j l l l l l

W $C =s. %% ? g 27 e a \\ w$ m ( / l 1 ^ J 1 n E, xt_ -! } ~- f f ~ ~ x { g \\ s; \\ n l O MO V a s = i i \\ u i-*'""" O 1 w I 53 y e f r 5 N m g N L .kE ~- ( .=o a S ~k f = \\ g ) I ( m a sn l sN W a h hd 5 &n# t \\ 3 s m 3 m \\ y f / 4+' t <= i I A ,_1. E s ~ n g k'- . h o.

k. N s

I (' n '.d _t / E = 4 o ) k i n - a u n A \\ s .g

M 1 I e C 8.- -. e. ~ u $g M 1:* 5

m mI3.

sy ' mm m2 c

• • C Jd W e

b b k p i .i E1b8 i .f i = . F s-N A N / N ' w. t: 's M ^ o - r - g If h -Il L =*%.' 5 tt :'N-- - o ~ y g ~ ^ r x,: 1 / E a a t-t It 1 % 6 .a a y ',l f ~! " l A f E'- I, - '\\ F L- ~m m y // r .c i w O w _l J = c_ h-c t.. n g%* m e e e e e e ee#- e se e e e e W2 8 Y Y Y Y Y 1 i g g m /~~ s. ~- g '%-,. f Q ~ .-~- =- s g y k N 1 ,, 2 _1 -4, e. a g I: \\ er, $ % G - t.E ^"~ ,s 'y - 3- / m u A w 6 u 4.-2 x,~p ~n ~ /' 2 x W 1 7 m e la. .L ./ N

• M
• g E

~ m = - -c \\ U ' l N- -_4 g.e a s.a

• .e #

=T e m at. e M Y5 I f Y. N L8 = g m g /-N ^ g' , r s l 'e 4-N

' L

.a . ( ---r g 'ha { / .e - 2 ._w u _r-m n m u !s N 2_-m>- m m g /' 1, -p m g N_ , b- s/ b +{' hN N w g ' 7 s N- -'- G WD e #- si;. e '. A 53 m S

Technical Report TR-20422(842) {. =... F _s ) ) i r t-j a .u _ y e f- --l -1 \\ l j ,) \\ e e L L- .f ( \\ i ) _g n e g I l 1 r~ 3 k-A I \\ ( t .g e y l 0,13. 26 psig (No tracks Detected) 39 psig 52 psig ) ) ,4L L -c s ,4/ 1 ?, ,44 I -m s ) v v v b l k ) b [ k ) b N k ,,., U j Ud lI k f" ~[j ~11 f [~k r I I ~ r# h ~h NOTE Musbers in T \\ / k M\\/ paren: theses are I j k. M[ L M T M(._ I \\/ k j 6.e w L'c crack =idth5 at .i j j j j 60 psig. 8 ,.( .( .O I-j.( ~ La 'l l 'I l ( l) ( I' L i i i 1 1 l' 1 { 4 -{ -{ j -= 'i.......i,- p_, . u.... n.. i.- i, .......i, l =" .w .w 60 psig 39 psig (Depressuri:ing) 0 psig (After Depressurization) l ) FIGURE 3. CRACK PATTERN CHART OF REGION AT THE SPRINGLINE OF THE CONTAINMENT VESSEL. 1

eL ,n,. 308 h I I. I 1 e f.- ,i ) ) t' d}i / / 4 / ~ e <2 / / a v. n ,/ / 11 / /t -._. / / Y / F-i [. : l ff ( / / jr n s Y s% g t ( = K, e s v ,,L8 > g l.I f,i LC6.. ' 8 o O 4 i 5 ~ s i us-s a i. i a. m. g E m 4 2 2 .h g c I A l 1 1 I l l u / /

_2

/ / 8 / .t / = ,/ / 2 / / 8 = / / 5 / / 5 W = l 8 ) / s ((s ,/ } .g O p.g' O O O t 4 n.- u. v. I

Technical Report TR-20422(842) c )f NOTE: A similar crack located on the i4 opposite stee of the opening / measured 0.040*. ,sY [ ,t ,g N l'

• ~

N i \\I A x s x / i k h d \\ \\ \\ h ( ) A i A i l I ( ) { i, s. t.. . y. 39 psig e1 Ff NOTE: A similar crack located on the opposite side of the opening reduced down to 0.020*. At 60 psig the crack measured ) 0.050-0.060". ..7, ,'e i / [, !N \\ k N s -,h N il A x r I h D NOTE: Nisbers in parentheses are g l h f crack widths at 60 psig. O pstg crack pattern data i, ( Ih were taken approximately (f ) two hours after reaching h { h l ' '[" D7. T. i .s . :. u. . y 'O psig FIGURE 4b. CRACK PATTERN CHART OF AREA NEAR PERSONNEL HATCH (DURING PRE 55tRIZATION). ___.m.

W U ECs % 4 r,- v~ s CdV

• ,5 to

.), N a 'zn ' t. 'f- -[ } 1] Tgg' ~ i =. 3 O I. t ~ M _ _t __ f - y* E /.g ,I*.'# - s" g y / e a = j ll ~ h q r 4 i- % u / i b.- x x E //I N- - / _u / / 5 = w / 5 ,/ r ~ p' i / / s e a = 5 m k g a.sg hi T W A 5 I f. T. '- f. %. j M. 't. d i ~ y / 5 5_ n / / / 2 y y [ 2 / 8 4 / //I / J 4 / ,/ as e / si / b b 9 9 = a

trop) e2 R48 - l(a2 8 c2 - i4 n0 h2c-eR TT era. g sies sp e h0 t6 net ra aps h nt id i sw rek ) ta g c g iur g Nc yg g E g T g O g N gg gg s p 8 3 g g G N 6 g l t i t ) I ( ( i R t / O ( H C 'N Nq- ) TA / H T v l K / r / E 1 7 y b M,% L .g = m M A l g U g a q=.. is ED i g JgV s F o .Y p r L R l 0 A 9 g 3 t \\ gg, A \\ B \\ l g R N M' i% A N \\ = A h F O M \\. )=f E \\. l' T r.N\\ i R A HC y, M R E N K / ,h / TT c A ,t P a f,\\ . ~\\ tH K C ,f A c R R C bS ERUG I F

y,- b ^ ., ~ h9 E3 0 '. ER = = 55 ) ^ ~ )

J f

i y j '~ i ~- e a = w 4 A. /, g E E a m 3 5 e g 6 6 W ( 6 s e M -li-1 ,s /_e s i I h 4, W 1 / 4 I I h b s T h .L .L d .e T_ T- \\ UL l h A_2 ~

I t

ti .= Oy a e O F. m p f g 4 1 g i = t' 4_. h.u. Wt.. jut e .c.. .z.s.-- e. i "s..L. " '. o' 4_. v'. ' =..*. :- ~. 2.. w o

E tc UR,E c r""s: i s' o.

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9. ~s. ' 13'

n..'~'.i c

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q. ~. ". ?.

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n. ~.. ' 1 "

s 3..,..-- e.e,, .... = - ...,e 1... c.c. L.3 -. .s. o. .... Us-o*.s-v I.,e-u. 1 a .os s-ss ii. .v PADIAL DE.:LECTION EQUIP. HATCH (INCHE5)

== CAELE# EL_ AZ =- ~ c1 "s 1. " ,' "s. 9 A s u. . t'in. d. . n. e. si

1.,c e

..'~.o., .~ss. . s." e. ..' b' s. .. A' e' n s ss

p..m

-. n. s o g.. L, ..d. - .sc .c_ 4 ~ss .ss . t:0 . a,s 5 .sy, a =-- s s s c'

e. n.. n.

(,

n..o.

(.9. s; .esr. -e-as . -m .__ec . vecses ~ ~. O, e s. .as a .+= ..e.1 ..,...2 .s2,. . a.. r .-c; ... =. ~ ... = n ~~ - g-- r3 s i. L, ssse. J . u. . (. 4. v 1e- ... e.,e ..:c. s. .. e... ... e c, ~ e e c.. a-l ef.. (., L. (. e. e. s . su .v s s s .c:00 . b.- .=sa.e: e -= a bi. o. s, . s, s s .sco s;sO . eg,s ,-w cb" s i. fs. s .s.. 6w s. .s ic p..- a.q. c s.m s,7 ..O. ..c.a . e. c. = ~~ o- .t 4. e 1 en.. L, s, .V4. .c.. so. w s s s ...m -c .e.- . e -a. b l, s. cc s r..-d 1 v m. A U U4.. It44 v-~. ?- e n.. sl .s. s. w ~ o c. ?. ". n. 1 en.. n. n. nin. 00.0 .'n. c. .s.'". 2 n_ _* ~ - ' 4.' ~ s s,. ~~ - 0 . u se n, e - c.. o:o

c.. e-

.e_e F,.,e-x.U 1<.. r -e-e. 6. o. ,. t..- 4.9 :. .ss- . q *. e v,. .s.: 1e-s U., n._ U.-,

M11,

e...1 e

s a' m a.. 9 . cJe-6

• t'.

4.* e. .c1'. a#. c. .c*o .~.t'. o c.1. -.. rJ n c ss ..4 .w... ss s RADIAL DEFLECTIOH3 PEF. HATCH (INCHES) _______==--==__=_= CABLE # EL AZ -n. r. 41 1 -. e. n. n. . b. -., . c.. a.. . q_ s . =... e. .o. -.o v2s s .s. ss v a s s .s . s oga .ec.. e. ~ g e. e n. .g~ 2.4 . e t s.

v..- e c =.,.

.=.< i e. (., U . (J s. .n. r) g n_ ;. . e - (, .d. .ts . e. t,c. ~. -. q o.1 e. .. e. s. s s.. .<s. s s i. 1 c0. 's u . 03:-

s 4.-.-

.004 ,,1 . e -e . =.... ole- ..r. e

4. ' n.

.e.'.- .c..t. -e. t s e.. n. n. .Us. ..n. -lo' 4 n. 0 ^* 4 14 s .u ss s.. s s ..4-p1:.:: ."> c.. e ~ ^ n.. e n. . L,4 ? 4""_ . A..t n. ?.'c 4 =. n. .e.-.. l s. s . i. g. -n_. 4.- . t.,,.e. . c i:: .=..e 4s ..c. c. .o. l o. ..m. s ?le. n_ n_ s s .c. U- -o.. e l U. U U . ds. n .,. c 4 s,. .0e .~,. .c: . =. s.- . c.,. e e s a w. U ,~.* .t.t vac .t ? i,c. U . U,. -.

m.,

sc. s s,

r. ec,

. ea; .. c... P, 4.. ..e.. e. 1 J . U4 s ....1 4 ~. ~. .os. s ..o. s... e.., s ^n.. v i e. n. 0 . n. o 155 41' . e' n_. ?. c.- .c4~ . ".. ~ '. .'..?. '~ o s . i .o.. 4 oc.. e sU.. o c' . cJ 4.- .^c 4'sa 41s:- ?. - - ..c =s - ~. o',' a . s . ss .s.. DIAMETRAL DEFLECTIONS (INCHES) CAELE# EL A: IG1 1 ~ 1. 0 0-1?O O . 064 212 .511 .767 912 . 9 4: . 702 55: IG' 1 ~s 1. o.

o. n..' a.n.

n. . n. c.' 144 .,' a n. .. n. '.

<:,* ~.

... ~. ... ~. ~ IG A 114.6 0-190 0 . 077 156 . 346 .50' 582 .5a5 .467 .412 IG~.E 114./ 0 'c.:n_ n. . n. t l an. . ~.... 4 0. '. 4_0. 4 2 "..' .~.4_- IG4 114.s 90-270 0 . 0.,70 4,'. .600 1.048

1....

1. 2-2

1. :.~ 7

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1.., s.d i.-o.

1. s..,

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o. n. -. n.

n. .O_s.c. 41a . c. : g.

1...1. o..

,. ;. a

1. ~. 4 2

.. i n..' ..:...t m IGT 59.4 0-180 0 . 087 496 .949

1. 371 1.635 1.436 1.221

.921 IGO ".o. 4

o. n.'. n.

n. . n. 4 w' ' ', .. 4... s

1. u.. o.

.i..-. e. .i. t..- . c. c : s

Y Technical Report ENGNEERNG SERVICES TR-20422(842) t 5EAEF00K STATICN-UNIT 1 STFUCTURAL ACCEc'ANCE TE5? 'JEOC SFEC IFCATION NO. 9763.006 *-5 FEE 55UFE(PSIG) 0 _ = _ _ 1 sw.:. _ _ o - =_--- 13.1 26.0 38.9 51. 6 51.9 U.,s,.,9 n_ v,0. 2 39. 2". : O.- . i C.,H s E

n.,1 =, t3,., c u s,,, e us,l e-e v

s e -1;. q_,_ o i. s.: TIf.,E a_..,.. 1,s. .o.. .m,...- .e,4 ,e- .q.o . c.. & _. _,1..,, _, c_ ...e s CONTAINifENT RADIAL DEFLECTIONS (INCHES) CAELE# EL A2 y uvH sv. 0 ~.e.. n. o. . u_ ~<2 . 44 .J'o

3.. ^

. ~.,- J.' .~_~.0 ~~ ^

• ~-

v IG98 33.0 218. 0 0 .9M .-999 . i+7- . 9 :- . 2:- Iut0 ~~ - ,1 ^c. Lt . n. v 2 . 10. ~. . ~o s 7.4 . c. o. '. . o'

• t^

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v...

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1. e e s_. n.

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o. es 4. V-U

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595

. 671 ..52i 7."5 l ~ IG18 -25.0 150.8 0 .005 .017 .040 .070 . 09' .090 .061 . 0:~ IG19 -25.0 272.5 0 .008 . 020 .051 .100 .135 . 124 . 100 . 074 UERTICAL CONTAINf1ENT DEFLECTIONS (INCHES) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - = - CAELE# EL A2 I G^G. 1 1 s*. ' Lt. *.* t* . n_ b' . n.. o. . 1 '.- 1 . s.T4 . 4n. o. . s o.- . vi3 .7t' - s s { rd=m e g g e. s g r.r.,. r, r., . l, s D . L,o., . e o... oc .s.e . s..s s o 4 -e .s evvs s ~. I b..m 4 1 ~..,

o. U. U U_

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• ~

^ ..n. 0 tt . n_ 4 . L14 0 .1*s~ 7." ~7 . s.,' .~s..' ..' c..- .. _ = _. v v PADIAL-VEFT. DOME DEFLECTIONS (INCHES) IG241-3 182.4 180.0 0 . 047 .167 .378 .588 .719 .661 .550 .427 IG=^4s-4 18.'. 4 is:c 0_. 0_ 0

0..^n.

. n_ ~, 1 . 14_ A_ .'40 . ~ o_,~ A.M. . '. n.. ..' a * ~ IG24b-1 152.0 180.0 0 .043 .187 458 .693 .931 . 762 .623 468 I r.*4 b ~ 1 *s.'. O o.. n. 'i . u. n. ~ .n..o . n. A. R. . l.'c. . 1 ~, 4 .117 '^ a ..n__ . n...-"' Ir +4 s._o. ie.. 4 r_i. n_ Lt . n. i . n. 1 ..i - . 'O'. ~ ~ ~ _..'ao. ..o. d .. ~. o. a v. d v .v. IG^4.-10 1^^.4 1c^n. n. . (. n. s .Ivo. . :: G. . d.' ~. 77' . ~. J ~ . ". 2 .. n...* o s i s. IG24d-7 152.0 0.0 0 . 007 . 028 .063 .112 .1*5 .1 ~4 .096 .051 IG24d-8 152.0 180.0 0 .050 .188 .455 .691 .829 . 757 .626 2'1 IG24-5 189.0 180.0 0 . 030 .087 . 193 .354 .456 . 426 . 35d . 295 IG24-6 189.0 0.0 0 . 0!! .041 .106 . 240 .3~r . ~06 . 242 .190 IG24-9 189.0 ---- 0 .0~4 .052 .113 .311 468 .441 . 2d J . 30~ IG24-10 189.0 ---- 0 . 029 .046 .103 .307 . 455 . 4 ~4 . 35.3 .299 I

Technical R;p rt Y TR-20422(842) ENGNEERNG SERV 1CES I SEAEFOCK STAT!ON-UNIT 1 STRUCTURAL ACCEPTANCE TEST 'JEIC SPECIFCATICH NO. 9763.006~5-5 ________1986-PRESSURE (PSIG) 0 13.1 26.0

30. 9 51.9 60.2 51.9

~9. 5

25. 2 DATE 03/15 03/15 03/15 03/16 0?'16 O!/16 03/17 O!/17 03'!?

TIME 07:14 13:29 21:03 04: 36 12:06 19:23 01:03 09:11 23:5! EQUIP.& PER. HATCH OPENItlGS (INCHES) CABLE # EL AZ y,$3 3fOlbd U U .b$3 . iib' .9 0 1*0 0 o ^~ m l7 ', 5d5 -.595 ~ " 35II l 4ii .' $li 455 I IG27 25 0 315.0 0 .001 .014 .027 .044 - 050 .050 . 04! .0!! IG29 29.5 315.0 0 .000 .001 .001 . 002 .002 . 002 . 002 . 005 VERT. 00f1E DEFL. (INCHES ABOUE SPR!NG LINE) CAELE# EL AZ lit 1/3 POINT 0 .005 . 010 . 030 . 077 .112 .099 .050 .000 2nd 1/3 POINT 0 .006 .010 . 027 .066 . 09~ .074 .046 .002 15t 2/3 POINT 0 .016 .020 .050 .f29 .192 .17- .12G .10! 2nd 2 '3 POINT 0 .004 . 021 .051 . 139 .205 . 217 . 196 .1 ~5 AFEX TO SPRING LINE O .003 .049 .106 .057 .005 . 00? .017 0.000 NOTE: Data for channels IG9B and IG25 are invalid. Data for channels IG4 and IG22 are invalid after the 51.8 psig pressurization reading. I

Technical R; port TN TR-20422 (,R42). C e. A n.wi m. C.,.C m... W. R w u. i e.:.::,., y, e.. A r ti.y. _ m.. t r, .e c. re n. 7q. c.w,_ s, r. e..:-'a. r_ e 'i _ c. i .rc.. r 7 w. _,,.y. - - r-n,, , i

2..e. _. n.,.,,.z _ = _ e 4.

o.c ec c..! 'F.E / F c I G )

6. n.

L n. .. ~ ~ ~ s E,b1E n r. 64'* ,,I: b3 s,b h U[: 5'* 55: 53 U I T PADIAL DEFLECTICH EQUIP. HATCH (INCHE5) - - - - - - __=__________ C1 51.5 150.0 .155 .101 .094.094 R. . U-l t.1..- ... 1 .11 .1.4 ..1 s 1 en..., .n. - ..e= ,0... n_.,e. .....t. s s ...e. .-.4 m.O 1 so.. .. c. c. .14.

e

.c. e o.. _

1. 0..,.,

. 1. a. . n. o. . o. p t.

e.

s,.,. l e....' .e .s 1"0 .15 .096 .090.390 P7 14,8 pq l0 .8 s e. 1 e . 1,... .1sv- .s-4_.* e.. n. . 1.. . I n. <. . Oc. 4.. . 0.: p o. ... n. P10 37.0

1... s

. v i e. . 1 c. .16" . 154 Pi,l

• .0 150, 0_

.165 .097 .097. 09 ". .n.. v..U 1... ....e .. c..e . 1 e- .. e. $ s CADIAL DEFLECTICils PEPL. HATCH (INCHE5) CABLE # EL A2 e_. 1.. v- .e.. . 1.. e,

4..

c s v.. s se .4. -.'s." ..tv" . 1,' ',- ' 4 '. P14

o.. "s

^ .".>. o ^~ s . s . 1 e.. . 14. e. e. F. i e .. e.

1. 4.e.. c e..

+. . ~. s R16 29. 6 ~10.9 .260 . ! 49 .14e 125 p.1, - e. t. 1 e.., 14 2 .ee .4 .1.. se .s

o. g e..

..c.. e ..c e. . 1,. e. , a a. t.y .e e s ... s w .s c,o. . e., g e.,, . 1 c n. . 1 e.1 g e. s e.., -o.. e ..t,.,.._, .te, . 14 c~. 2 .a. s R..,, .e. <- 1c..u- . t4 . 1 1e,. .1ae a v F.. ..e ... 1 t. ..e. , a. ,e 6, e.. .. c s O.*.. -(,. - { e. (_9 . 7s . 1 g ;, . g e. l 2.'r,.s.. o. .e. . 1 4.. .14 14 - p...4

c.. e DIAMETFAL DEFLECTIOtl5 (IllCHES)

CABLE # EL A2 I b. l l e. i. L., L,_1 c..n.

m. o.

.-e.. ._.e., . e..., .... 4e. Ib, I.1. U v

4v e,

..o. I2 s 114. e.. U-l e. u. U o . ~,. .-s . s e t. e. ..~. IG~B 114.6 0-180 ,.244 . 138 . 124 12' i c.,4 114. g,

o. n. _....,

....e- ..e.... .e IG"

s. o...'.'.

n. - 1 A. n.

. " ~.~.' . in. c. ..~.s*~ .n. o { (J p-q c.... Q(q .-.f.g .e.-

• .q

?.e -' g.* sbs . v.. . vAJ . s s { g e* eQs. 4 Lg.,, &.4 .Dv4 .w.e -. O.* --e -.e -* g e s *:. s e <... g g.. eo. 4 c.,,_..,, . e,,,s .c. o

o..

s i. v. . S

Technical R port TR-20422(842) ENGREstNG SERVICES 6 .: c e. ei_.y. .:,,t-I 7,m.j_o g n., .: P. .:se_ _- ; c t r_4 710t4 no. 'r. TI.'.C ' L r^a.'. r. ePT6Tt .r. _ T. C.: ~e

w. r <

ve m -s _. e e.. :.- o7dv'.006 = "_ _ __ _.;c c.__ _ PRE 55UFE(PSIG) 12.5 0.O O. 0 ~. ci DATE 0220 03,'20 03/01 u ~_....! TIME 04: 28 14:!7 0-':19 Oe:52 4 RADIAL C0t1TAItir!ENT DEFLECTIONS (It1CHE5) -- - = ____ Ib..fs . O ...se .. ~.......-- .o e. ,s o. s

u. E.

s. -

I,6 1 U ~.. U _1.. .~. U 1..o e-e .1., .~ e.- IG11 21.5 ' ?08. 0 . 254 125 . 141 . 141 IG1"' o I,G.1: z.. ". 4 4:~ si

• -L:
• :59 4"

'~* 1"- Iv0. u. .~4e: Leo ...e .i3 .ug4 p,.,, ..e- .. t,,, 1... .e .. t.. IG., e 10.. U- ... e.e.. s. 1_ a. t.- .U., . 1 e.. s ,_s I u..".d - s. U ,,v. U . d o... .U,su .o. IG16 -25.0 359.2 . 026 .011 .010 .010 IG17 -25.0 87.5 .026 .011 .010 .010 IGIS -25.0 180. 8 . 020 . 008 . 008 .00G Ir21 o. .e. Li .."..e e- . i t.i . r.i.o. 5_,.. 6~.. s . s s. VERTICAL CONTAItit!ENT DEFLECTIONS (D1CHE5) CAELE# EL A2 IG20 115.~

0. 0

. 204 .131 .119 . 113 IG21 115.3 150.0 . 171 .105 .102 .10! I G =" ="' 1 A' ~

o. f.,. c.1 2 3..

.. ~. ~ ..".,e IG.' 11<. - ..,- J. U .s ..e.e ..-d .11. s RADIAL-UEPT. DOME DEFLECTI0 tis (INCHE5) CABLE # EL AZ IG24s ~ 182. 4 180. 0 . ~01 .186 .181 .151 IG24s-4 182.4 180.0 .174 . 113 .110 .107 IG24b-1 152.0 180.0 . ~ 10 .169 .163 . 164 IG24 b-2 152. 0 0. 0 .008 . 021 . 002 .022 IG24c-9 192.4 0.0 .171 .111 .109 .107 IG24c-10 182.4 180 . 395 . 2~8 . O!d .2~6 IG24d-7 152. 0 0. 0 .011 . 021 .022 .022 IG24d-8 152.0 190.0 .315 . 175 .170 .170 Ir 4 e 1 co.. c. l o.sc. r., ..n..e . 1 ~se~ .l~'. . 1 ~ l. a a IG24-6 189.0 0,0 .114 .065 . 06d . 06d IG24-9 189.0 ---- . 213 .148 . 14 ' . 1 4.' IG24-10 189.0 ---- .214 .145 . 140 .120 t l I

Y TGchnical RCport TR-20422(842) N ES i 5E4ER20K STATION-UNIT 1 STFUC~UPAL ACCEPTr.HCE TES7 '.E.;C SF EC !~IC ATI0tl t10. 9763. 006-5-5 'oG6__-- PRE 55URE(PSIG)

12. 5

0. 0

0. O ~

0. O DATE O!'20 03/20 03/01 33/21 TIf1E 04: 29 14: 37 07:19 05:52 EQUIP.C PSEL. HATCH OFEt1It1GS (IrlCHES)

IG25 25.0 150.0 .112 W W 17 : * -,. n. , e n.. n. ... n... .g-_ . i e. .. L e. Iu-c s. IG27

25. 0 315.0

.025 .017 .003 .017 IG28 29.5 315.0 . 000 .017 .033 .0-~ UEPT. D0i1E DEFL. (It1CHES ABOVE SPPING LINE) ___________-_ A2 CAELE# EL lit 1/3 POIrlT .O!S . 055 .054 .055 2nd 1/3 POItiT . 034 .056 .053 .052 1-t 2 '; POItIT .057 .028 .037 .0~0 2r.d 2'3 POIflT .101 .052 .062 .055 APEX TO SPPING LIllE .046 .041 .028 .037

• NOTE: Data for channels IG98 and IG25 are invalid.

Data for channels IG4 and IG22 are invalid after the 51.8 psig oressurization reading. I

Y Technical Report TR-20422(842) ENGEEBBG SERVICES t \\ APPEIGIX IV TEST EXCEPTIONS i

Technical Report WNNE TR-20422(842) ENGINEERING SERVICES I This appendix contains the Test Exceptions List which was generated during the S.I.T. The resolution of each problem is discussed here. Item 1 The data from 1610 appeared to have the wrong polarity. Upon investigation it was found that the computer program had the wrong sign associated with that measurement point. The data presented in this report have been corrected. Item 2 The data from IG3A initially had an incorrect scale factor applied to i t. This problem was corrected after recording the 52 psig data. All data for IG3A have subsequently been corrected and are correct as it appears in this report. Item 3 The data from IG20 appeared to have the wrong polarity. A post-test inspection revealed a reversal in wiring between the instrument room and the instrument itsel f. The data presented in this report have been corrected. Item 4 The computer printout had elevation identifications on instruments IG26 and IG27 transposed. The problem was corrected af ter the 52 psig pressurization reading. The data presented in this report have been corrected. Item 5 Initially there was a problem with the printout of the calculated dome deflections due to an inappropriate data format. The problem was corrected af ter the 39 psig pressurization data scan. These data are correctly printed in this report. Item 6 The DCDT at measurement point IG9B appeared to be inoperative during the test. A post-test inspection revealed that the DCDT had become Jamed and failed to respond during the test. Item 7 The data from IG28 were suspected of having a polarity reversal. A post-test inspection revealed no problem with the polarity of IG28. However, it was found that the instrument cables for IG28 and IG29 had been reversed. The data presented in this report are corrected.

Tcchnical R; port TN TR-20422(842) N SONICES t Item 8 The instrument at location IG4 became inoperative af ter the 52 psig pressurization level. A post-test inspection revealed that the taut wire apparatus used for IG4 had become detached from the containment wal1 and was no longer operational. The data for IG4 after the 52 psig pressurization level are therefore invalid. Item 9 The data from IG25 were scattered and in question. A post-test investigation revealed no technical problem with the instrument. There was, however, leak testing ongoing outside the equipment hatch (where IG25 was located) during the test. It is likely that the personnel performing the leak testing could have interfered with the instrument and taut wire device due to the confined area in which both instruments and people were located. Item 10 The DCDT used for measurement location IG22 could not be recalibrated because of apparent damage sustained when counterweights used in the taut wire device at location IG4 fell on the taut wire device at IG22 (which was directly below IG4). Therefore, data from IG22 are invalid af ter the 52 psig pressurization level was passed (the point at which IG4 failed). \\

TPI-64-F03 REY. 3 Technical Report Test No: $,jT' TR-20422(842) -4 Sheet / or 6 TEST EXCEPTIONS LIST Iten g No. ah Exception: D.C_,D.T 4 cit d w i d s% nons a m + o o,uh T G-I Q th'Ak ? n bb

t. A 'k mao ao e

r-h u IV ,./ Resolutton: bw M/ cf - v.Ve an @ CM I 5ocM O c sY kMh 0 e -r-Ya Y V / t J I 0 --t B n & T AM ~ L UY l b ~ /O OC f)I (Ato e ke!ide d w f ['i / FN aEifV el lt 0, N O kN LcU Ht CC u ?u In> WeeWaM &cudh hr op I t I \\ I Prepa.ed by: ct4f O. Date 3-/ 7-9/o Reviewed by: m, Date ,1-2/.Yb JTG Approval: Date h I 4 8 e

TPI-64-F03 REV. 3 Technical Report Test No: $.l.1 TR-20422(842) Sheet 3 of (o i TEST EXCEPTIONS LIST Ites p No. Exception: S. C DY. 4 I tt SM -W Jad wecove N or,.kS \\ G' % bh* O'd e, e oh k e c-a hA ko N ,u u a .kg

o..u-\\- 1 rs % A Gk b.

AW d '* kk.Mw nm ) Resolutten: bh bb P1' mLu L ' L we d " s hEk I n We ko r 'M 'M

• ~

,, r- % w 0 ll / i rze1 9 h. edAQst Date f-/ l-8% Prepa.ed by: d' R Date 2>. 2 /, Reviewed by: Date JTG Approval:

TPI-64-F03 RE7. 3 Technical Report Test No: M $,([' TR-20422(842) . 6-Sheet [ or 6 ( TEST EXCEPTIONS LIST Ites No. Exeeetion: hC. N. 4-ct.vh-w3v 4 _t.,<a. T G.20 uA.k Lk J-k~ a:o w $ -n A w;-N o (,) sti y u MM I Resolution:- bm 5 f /ULA v, h A. n ur s m c.N.w $o v.w n mA -he sb w:o c$ -k e t-a v 0 es, % caose c vn u L mlu

nuw, A

nbi,:??b.,1 10eCf. w:a b c. ) $ c o s.n., h w J m.A C.u.~J h h ovo or in,,6 m..uw/ a a I I 8-/ 7' bd)

1. 2e/9 [j aff L,

Date Prepar ed by: T 2/ ' ( f Date Reviewed by: v Date JTG Approval: )

[ TPI-64-F03 REY. 3 Technical Report Test No: 3.k TR-20422(842) Sheet 3 or G TEST EXCEPTIONS LIST Ites 4 No. \\ S 7E l[:r l b.' Exception: D. O.T Sua he (o m k new h h A h , _N e lO+2b Ib22 'b%

hb t

w 6h. c a Resolution: T c wM n sE h w 'LC N o u Mh n#k

1. 1 es 4

>w j on,b F-u- l i i k \\ O' f ~ !4af 2 b <- '. 'I Date Pre;:a. ed by: 3'El' Date Reviewed by: Date JTG Approval: i J

TPI-64-F03 REY. 3 b' [' Technical Report Test No: TR-20422(842) Sheet Y of 6 L TEST EXCEPTIONS LIST Item g No. Ih % @ rb M c-x iX ~ Exception: M W (3/1.0. e c4r 'r & I / 4 O J ~'LW L' L A i s c \\ he,b -o-vh d bras c o r re-c / Resolution: h 'b4 os a 4_ W ~-?-*- et u,d. AlI" & L 4 & rs ae+dL y v 3 ~[ 7' bU M. /Mt Date Pre;:a. ed by: Reviewed by: Au Date ,5 O' ' Date JTG Approval: .s T -r, -.-,,---.-,v. ,--,r- --r-- ,vr.--- -anem-

TPI-64-F03 RE7. 3 Technical Report Test No: . h-[-[' TR-20422(842) _g_ Sheet ($ or (, j i_ TEST EXCEPTIONS LIST Iten b No. )dr93 w m D C-D Y 3% Exception: do k s% a m =. b U f Resolution: No a_ c.- h CA

• E--

i .A 1.- +A rs. %At 1(.wew Nt; die ,.t 9 /ttan. mat )d.IIN G 4 /LLCbe 40b DC nT Qker Yr i i Y % bibc]? Sb Se I Jof ncel;ae44lo 'A 0 I, J).Al3 7-M 4 b E21-% O l Pre;:a. ed by: cu(# h, M/ Date 8-/ 7-8d b2/ M Date Reviewed by: ~ _ _. Date JTG Approval: __.__.__..__.__.,__,_y .-.y._ _,..__,m_- y_

TPI-64-F03 REV. 3 Technical Report Test No: $'['[~' TR-20422(842) Sheet _ fl of \\ TEST EXCEPTIONS LIST Lten p, ry No. D / [ b NT bC DY bu//f LO /I24 TU9hul Exception: $1rf C /7 r*C0 Gr)/// l(9n l8 t?I A e U eil L u // / I 1 k i Resolution: $7uuV //ifR e Cll Shits f(1Yff A emtrN? E' 0 /// SLW $ 1I kt! t) > Y) $cCh h'C 1 10/0k w h ',1 e ai 4) < ael<rdhu : rdova sal-r t. - tu,0 I J 1 / C*Uk StiS ft%t LK4s'bantr i EdWY br he b Wo ' 0 19 $ $ (w S ~ () P9 Qeve2 te<Y i Date b~A ~ Y b t W /JI f8 Prepa.ed by: ) ' 'l ' b Reviewed by: h - __- Date Date JTG Approval: t i l l

TPI-64-F03 REY. 3 Technical Report Test No: $f[ TR-20422(842) -11 Sheet 9 of ( TEST EXCEPTIONS LIST Item o l No. 0 k h bec u,W 181/0('M bib e ^C >bM ^ Exception: 20d (:q ;w f!Y le M{ [A QSIE bitR(50. s A Re SC Uf?' O /0 M i I. 4 < L cc.e ec! a C }enf e.> < lf I i Resolution: F J a a:2/ p locle Tubes?nce { ll, s act h$st 1)gteile L h h{p Tauaf wri>v hR a c ke tt 'hulr[ h vame b a b e k b 20 Al & lSM i 1 i /'I[40 M [/[$ Pre;:a. ed by: M 'N67 d uk[f7/ Date l'2/" Date Reviewed by: Date JTG Approval: i h

TPI-64-F03 REV. 3 Technical Report t es No: $(T TR-20422(842) I Sheet-9 or TEST EXCEPTIONS LIST Item No. 9 Exception: 1.(a h$ lt ac Ci$ n () $ta.11 o Mir, h Sect /{cstd n Oo k ' Resolution: M pes 7 (ry//hoff/Mr/ C d e c [- Cer a c, IT!crtN CX \\\\ c-1A n r?ralSitrclll>>4 c' r u l d l2 e atw Prepared by: _ / ' O u i(1 0 irdh) Date _ l$/ti.!. dl,/9 ((o Reviewed by: N Date 7-2/, b l JTG Approval: Date _ l l

TPI-de-F03 P.E 7. 3 Technical Report TR-20422(842) Tes No: S (, _; Sheet /C of TEST EXCEPTIONS LIST Item No. l6 Exception: 0*N O C D T /1)o c 0asof h e ,) ess,;1,,J? tjeon. n m s v a.l M ar~h JJr svlr /N h h?bSf MbAs?dr f ResolutLon: [ S j_g f;eactuc/h Ykik Op BCD/~ c4' ci e cdnu,,,,,sJ A u Stlaw n+ b k -Vacw TG u - d J l v l s -= l 6 I f l Prepared by: la/pd Date 3 Y6 / 0 Reviewed by: Date JTG Approval: Date _ i ~

i%' E W E Technical Report N NES TR-20422(842) i APPENDIX V PHOTOGRAPHS OF CRACK PATTERNS f l l l [ I l

p. '

A. 'l >g 1 .i It I .7 N Dif I wehF;. ~.3 J 4 'a/d$ 4[ [ j 's 9y ,?- y :;' s, s 't .--'p- .W , f ,t f-

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s ,s E - -- ? g.; w, e.

.; j,, x

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.-h; I

--i 4 o F [ [i 4 d p l V 'j ! 9 W 2 g' k ,,,.u w

• M!?

P4f }^ ps$:._. rL h { s x r:M_. F .g._ r.p- "x, ^-. L. -,-g a,. ~Ns M :;?l91 %- a.. gjy;,9,*% : gN \\ ne 5Is j \\ kt. f ?U . 'r. s -i. g J f.. ~.5 g)_.g.Q: " M a E&k_ ,6 ,\\;= u w , - v :. [, Ie, " YC, ' ~ Mi.1 \\ /' IO b

• E;@l r

WA '/d.;A- \\ -.5 t%7'- l L e '. :. '; Q;9 e ~' +'

• .a,

  v,:0\\l'\\

a.. s C',?s;i101:.. s -l, i. V :lh. Qp;p!.irg,> h :,' ? Vd. q : s E Z, -. ~ y2. wY.z;rp-3.

h"*

a eges.. '^ 4 E t m. 'r

.vu q.p.t.

w

= "N! .[. 7#~ f S1 I - ' T f.T.:' S; '"- .~ '^J M :4 n<u4..A'g e. L '. Si? ; .Whe 6 -eb ?.L =' y . _ _ _= FIGURE 1. CRACK PATTERN AT 114 AZ, -23' EL NEAR BASE E OF CONTAINMENT VESSEL (60 PSIG). h

f ,, 6 4- # 1 - W. " ', {. r,

4. e ' ' 5 g

l ( f ' f e i. r t ? w Yl, \\ f trb ? i.

• s

'~ ?i 1 Li 1 1 'n.. 4

• .I LW

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/ y h.1(( 1/ \\ - c..ve:j.9 [,$' ,1 ')YYhh.1:kg a' 6 p 9 "r, ..v - >rs a c -,

y

?g ..l{f 's

• R

_9 Qe: L: n: "L' i Y II ~ h -, L ?h'**%1$.$ AH _ ltas:- ' ' _ _ _PsppWWT5U.EEV$ ^~ 3. - ~;r. .$ $$NW4$khhbb.f s-fr W. $$rhif$ h I FIGURE 2. CRACK PATTERN AT 109.7 AZ, 42.S' EL (60 PSIG).

k l N. -' w. %\\ g H'1 s,4 q... b i . g.. e,, - J.' N.,

• 9 *., '
• j

= i 5 f v i s i ,c # S' W \\ i s 7 0 I #' p o a d \\ i / 'e .L #., o .-t Ys s j~'.;iL-. ~, &f 4 DI Est?FC%df.,:. ') n; ,r-y i. y ? } ;. y.e - - -- . i', ' "ey .;[l j.rdjifs "'A 1 1, y;2 .qww$ / .c. /- ..,@9 e r - e ..g y .n 8;;;?/ u ;;fk Y h

• f

.h {c. w rW / s< stL4.,, y i / <Q 3.I $Q ..:s,11W..:.../'.'; - l' ', ' ' 2y . & ?! ! $ $ E $ W, M *, n y g,,q l ,..rf 93 3,, a%g7,; ;.a., .rev e s .,s .. y, o.c :..,, '

s ff' h..

f? $ E .<- fy

+b

. f ,k jfi,,'! l ?'E' 'f 'NfddMt.9,',7%. ,l ff/,Mi.?g f53ElfjdADl( l?!G lldlif.:::[;';:?I.;.3 ;.4* :. 34'h i T.G[8 IT e.' L*'ikf'i"** .l,[ r 'lN f k. T6 l.$ To - h l f4 2,$; ;.,l I -m:y ~ .:l.We%.qc. ; 1 .,: l l}, ;., *., -=; a - ,.. % y. ;~. ; ' i j.' : .x; CSj;}s j w.,,,/ l /.f.,, l- .,,;s_ s ~ - r- ,i FIGURE 3. CRACK PATTERi1 AT 114' AZ,114.5' EL NEAR SPRINGLINE OF CONTAINMENT VESSEL (60 PSIG).

___--,__.-.w. e**~* 9 v '\\ O D / ~'W 'h 44 e i 9 3, i 4 4 f' -e. e;,, Q' ~ g / p~ ~ ',/ / C ~ A ,.}? S \\. h-f ,e w v ). ~ ' l-6 g,4::^hf,*_,y., l wA: w y h? k';

..,;l" ff y

-). s. .s. O y?h$ ,. h, ,j s e ' s, 9, k g'. y$hh> ,, l' $)! Q

y

\\ ., s #e h? , Y .+n' .y' j .,'? e

~ ] i )E ' ' i r...< - kj ' t 1 x i I/I, L.g.. W,

l

,; m. -' h t 3 ,,g [ q l l l l' k, D, i, [ [' d ,7 g%., e N;; V 4'". g, ' 1 .s-4 )(k!' '* I IGURI. 5. CRACK PATTI RN NEAR f r)UIPMI'il PMui A! 125" AZ, 48.5' EL (60 PSIG).

n q I ^ .._. T ~Q f ; - 4 f. .2 5 '.'. h [. w;,:.:. ;...,. t.. 7 . a....... e.

e....

..g I'.... ,,. 4 = ~. ,, [' h - l .;..g q.2 : (g y:9... ; g g T ' {.. l '.. '. '.... f. l l.' ~ i L e :.... :- ..a. . f:... ~,:*/) . /.. m.+.: +f5 h . e :.',l' 1 ; _, l ~ N4 'h ':,. l ; ';:..... t :,. 1 9 ' ;' ; lll.}.;.L-W a - t I h1 I T,.I'h 1

• b 0 H. v j 3,

l ] i ,, t g 1 m a .n ' 'p( b t' h.i[5 N i U ' it d .a i e s.. (%d$f p5-fr f E SI'm 5 j M s h. e ~. f

. 71

/ [ t FIGURE 6. CRACK PATTERf1 AT 59.9 AZ, 5' EL (60 PSIG).

SPTA MWNE Technical Report _1 TR-20422(842) ENGfstlNG SENICES ( APPENDIX VI PREDICTED AM NEASURED RESULTS i i i l i

Technical Rip:Irt W TAFTT(NE TR-20422(842) 2 SENICES t .3 p a e k E'" v 3 0 a w o e E h d 4 + e c u u J L e v e N vi ' 4 g e 1 1 @ ~7i 1 --+. L i - [~ ; - (- l, J 4-C. 5 i. <a!

u 5

5 v i d l i, c. 1 i x a Cf 91 6.cl T 4 m b m i m tf u u V c d d C ,.3 fA F bO O C l j 2 w m I N i.f. p y I + J' h j ,S

> '.c F C# #

F d ~ U i c e e N OI N c o g c 0 0 C G C C o o o! 3 M O ? d d d 7 o' d e d d d o c o 5 = e = 8 w = , s '= 5 I l w s e e e m: a.. e .o m m 9 = g e me .n m m m ~ ~ ~ n e o d;'l 66 6 s

• , 5 6

o o 6 6 6 6 0 0 e ~ = c i I c =

• i-lN e

4 N a +' e o. e c 4 ~ a ~ ~~ m oe E = 7 ' n l e- .vT"f T T * ~~ = 7 .~. S to = v O d d

0. 6 O

d O O ?O 3 6 o Ig l [ T ~ D IT c 4 ! E E E E E E 4 h E S eo ,s .r 3 = = 2 : = = = = = = n o i W A ,3 g-P l j O E: 3 2 2 2 2 2 = e 5 e_ 4 1 e 5

o 2.:

= a e g F " 1 a = = ] 2 T 3 @g i e E = i g S e u af o w E d r E tl cs y x E C i S gl 2 "A e g =i i. e e o ,s* r 4 3 I .i. - es t b. 2 2 o !f u h: E a zo e _a m a a e t E st, 2 g I-I 5 i E a t t t = 6 a a = y '- y u I I k I k I I tii4 2 "1 ' k" E 3 q E i I ] :$ ~ e ( f 8 8$ ra 2s is' t

Cl :-

3 ~ N C-u- 2 u a a u u t m,a 8 8 8 8 8 5 8 8 3 Se Cu u.1 N @ E =Elr. l ~ cc, s .= = e en 3 3 3 E-5 e = .t a aa 3 = = = 3 = 3 = g a 3 ,e s 2 WE M 22(842 ENGNEERING SERVICES ~ m e b 4 m o b V _.p w a ~. 4 m s E O I 0-I = .c m 4 tri a 3 ,3 M F 4 'O ( F +% g u:) @g M M y 9 -t c f. 9-no o o o e o W O o O O o d l 6 o b d $ b b d b d o' I

==.,a a ss '.r. = ~. Ft- !!.s.E. o !N d l J ~ I W r .3 \\r. oo J % +r O O O o M d m s n C b, + v c o O O O O o. E. -c o o o I o 2. o o o o 6 C$ O c o O q O o j o o o G d d d i c i t-e

w + + e m l o ,a v v m e n n n o o u E 6 d' 6 6 6 d O 6 6 d d d 6 6 o 2 2 i u 8 l y, u a a. -c a 5 s n n n e s s o o o o o n n n a e a w S s s 6 6 6 6 6 6 d 6 6 6 6 d O d O d <:c R

l

. a t. J+.. o n.i e . t.,q -t s a a 8 .~ , n l 01 - e 8 ~ ,. v. s.-.s! m a a a s at :o4 t; a e 4 'a 4 ?

w ae ss we

=m E-e2 ~ 2 = me no d + e-: g

= ===

=w 0-a [ j E C h I E 2 W E N d 5 Io 52 12 O e e e o a C 9 0

• =

+ = N = g g g" = = e a a I 5 3 3 g% t o d 5 I c d u "w t u g E S 2,. 9, Sg Ed Eg E I k I g r i 2 go di dg gr dr er ya g d g d = = = = s E E E E ao ER 38 2E 3 2 at it it s 'a u u u [ ~, ~ l = E t' E 3 ER E3 ER gt

• -gw E

I I w, I =d :IU I% =% s 'E 9 9 9 d d d d a a O C 1 = = e n a w o =R8w$ ES E$ = = 21 gi =T ':1 T 3

~.

g t' E O EW E D Ew I = 8w 8w g g g g ES -S ES Es w 8* 8* 82 8" a 7 tI ? ? ? e e e. E El G G U G E G G G G G .G .U G G G G

Sheet Pf3 -3 of Pl3 -5 DATA RECORDING (CONTD.) $ co sistetut ersentritour Tuvan vier /tvsuspucres fron't.) Pressure = [3.l psig 4n c ::s hN 9I3PLACEN5WT (INCNES) M os. loc 4 TION erscstritou

• A2tHUTH Ettv.

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_N './' / / c-12 sot..rt siir2. to o 2s.o e N% /,./ N _f' N 'N SASE cleitti. te (-)2( '_'s. To obtain displacement from the one-third, two-thirds or apex measurement points to the base mat, it is NOTE: necessary to add the vertical wall displacements (IG20 for 0 AZ,.IG21 for 180 AZ) to these calculated ~~ values of dome displacement. m U)

I!!b)E$}s$$$ " WN ENGNEERNG SOMCES e ( $7 l l I. l

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8 ~ N a m N, N N N N O O 7 o o N w g 0 6 6 6 d 6 5 0 d O O d C d d 0 0 0 O'C l.a l. 8: t I a

,m =t' I

,, n s = s = s 3 = l .j Q y i i ii i i i i i a i i i i ilni

il i

e i l 2 i I = y = a = = n a n = = n = s- = = s =

== = s -I. a e = i i 5 e i 3 5: j 5 5 5 5 5 5 5 5 5 = 5 5 ~ d i g a a = m E 2 2 2 = 2 m = = g g g a a a a a a a a s s s s au E G Bo 5o E = E E 33 5 EM i av 2 i E ef 3 e i i i a d d d d d d d d d d d U"

• E d

3 c' C' d d 35

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S .S g S S 3 S S. S s.8,2 2 S.,.S ) a a a a m i = e E E5 3 E I' 3 3 3 E 3 3 33 4

Technical Report YM TR-20422(842) ENGMEERNG SERVICES S t e 1 Cw w O i e t 1 }i n E .O

• • e 5

e 4 en N fA 4 r4 p +- Q +TT d .c

• n v

'n m g O G Q O O C C C d 4 Q' d d d G c a Y N N O g m E 6 .a. T t v v T 0 O f 0 0 c O 9 C E f d d d d 2 o o ou a a w ( 0 z s s s s m 4 g.. m N. N. N. N. N. N a N N e u g O o o o O O O O c w sc d 8 5 w cr. se a h Q h h h h_ N ~ N N N 2 f .j d 5 5 d d 5 5 5 e 1 _I = = d s y o y e m e e e e E u g g U U M M i S S 5 S d a ,3

.

= =. =. Y Y Y k 6 g g g g i e i e i e i e d 4 .d .d..d W d. d. u 2 3 E EE O. = =. =. =. 2 " * * * - ~ ~

R$8aldW" Sn'TELEDYNE ENGNEERING SERVICES t. .n u { i a- .La l i 5 c o E 7 5 c i L q ( G. .) 6 + u ! G I e = h I M En i i"I 6' -G: f i l t T I c,! y ^ s' e A W Q. Q l d~ 2 a e i j i = i v W f E c *M c-6 'V c-m e - v v N., N e v N = 4 d d d d o' d d dd; o cl O. lI j e* g to N' b dI a N Q F C S T c 6 + o e e e g -{ c4

e. d t T

T N. o 3 - v. N 4, ( x a u_ C 0 0 G 0 0 0 0 Q C C C O E e = 8 l l w l = N N D N U e m m w O O = E ase# 'o*\\ ' 'o'N4 Gr. w 9 9 9 e a e W.,: t a o s : : a d o o o o = u n. a i l b la a 4 ~ ' ~ Q } g t y N 4 4*4 e s i O_ a E g N O O m M g e e m R1 Q c = en v e e. =g e-e v n m v v m b. I 6 d d d d d d6 6 6 6 d d I [g 8 M T I C.. G 9 D a l :- r. = =

6 :

= = = s ,t. n i +- a m o O ~ 4 ~' ~~ S E S E I E T N

• o 5

s a e

3

o 2

2 E 2 2 l { I 2 1 3 e. g g 5 9 d-l w ~ d o 5 g b 4 k g D' hw N I ., ~ g c e n e e g g g i g = 5 n l j l g 6-2

u. ttg2

=3 o o 7 ~y a y,3 I = u v t v u c

zto 7

t i s 4 [ E I l l.h I I h I I I sl I N 3 'u ho I ~ r e qw = e = e = }y 4. M L 2 E E Eo 2E E E E E k k 5 8 8 s c. t 8,82'!88 0 '* l 8 8 M O 7 E I 1 N@ es I". g i $l5 L m N e g E! E I I E I !i E 5 5 3.5 i E,2 $ i .5 5 I WF M R-22(842 ennemassavices m 1 P s + 4 a c ~ o c-O w. o P -t ~ 1 6 ~c- = 8 o o I c- .c 4 0 .o O g r e r o o 9 6 is Z C 3 c) O o 5 o G o o l f b b O O d o d C O b 1 0 o e$. s.5m ws. --$z a 4-~ i O c-O 7-r;- W cr J c O o 2 <s li2 6 i i N r-T N N N 'o' c-F o = = n m n g g c3 o o O O o o o ~ N e s a .j: h O c' o o' d d d d 7 d d O b d 5 d ~ n e. c m t: = 8 2, o o o o e-c- e. c-d e3 o i m o w w m o o o o p e-e m e c O l e u ~ 6 6 5 6 6 6 6 6 6 6 0

3. '

E l ~ Q u ~ c g l 2 J g a. .c 8 ~ m m w La g = m m w a m w in w n m o o o o

= o. ~ ~ ~ m R f 6 6 6 6 6 6 5 b b b $0 .c l i-.

• c i

f 8 g I. 3 Ib 3 3 O d" m .o E* R C. MC Ro 74 ~3 *2 035i 2 g f. O ,4 4 0 (N s 0 5M 5N E D ES 'l "g ~ E I t 5 t I y a s 5 In si 85 a a a e o o 1 = c. c. c. c. a = i u i l = o u = = g J W C E E E Sw Sw S,. P, Sh 2d S S .h b h I d%

E d I d5 g.

dI gI do d y d d E Nt 5t 32 5gzo 3' a8 5E 3 2 5 3 E E E 5 E ti g = ta kg t4 ga t tt gl% n c a 2 i I II I I Im E II s d_ d a 3 d ei : e -t U me d = e o

h :ut 1

9 ut ut tu te tk gw t

t

V V

h Sa Sw 8* 8= 84 8w Sw 3 g W W ES E8 08 E8. o 5I e. 21 U. U U G. E G. G G U U .U U U U U

b

• O N g. d g * =

l N4E nT m0 ) ~ sd i e t 5 t a il 4 u 2 ,c P tlaa f mc o p 3 E ee '7 ss E ae 6 D bh 2 l. P E t T E e S t E E D h o e B l tt A e M E h E O o) S R tZ A s t ,W g N /' .\\ 9 o n0 O i8 \\ 4 s L o1 L A O. ' o, 0 o, \\,', p U s 0 \\. r T C 'p A O g \\ O t o _ ( nf i e oL u**c g \\ ) $g m*IM o ta 4 t ? 1 N m1 aA N4 4' Wg i t e2 s rC o s $'2 rG T2

o. n*2 0,

t a 3 3 G D uI '[, t orM o c*'t g u 0 O 9 s E 0 cv g e T a, 4 ) i l eZ i 7 E Z'w % o s a M 3 mA D p s 3 S i T g 0 i ( S 0 9 N o. x p e0 A O 6 p D 0 O o O p C 2 ar u N \\ ( 7 o E rf t t o G e a A ) ) 0 N r T ) 4 c ) 4 4 I u w F 4 s2 o D. W o. 4 2 t 2 2 7 D s a e c dG c 3, c 2 0, R s c s rI I s O e e A ( g ( ( 'f G o i( g f C r a x h F P ( t s R L t 'r ? on 3 4 5 c - 'N) NN. we e t m t A a t e T i ) ) 3 A 'o C ) ,c 9 2 4 I 4 9 4 4 F ( o ( 0 ( f e 0 d a D D 2 2 2 9 s z rl 9 0 c 8 c t c 8 s s I ip h s p c t i \\ - d e s .s o J e. 6 6 6 o f 2 2 1 nl

o. 0. 3 e4

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o. 3

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f. "

S 2 e i e 1 1 2 o 5 o 5 o s L h 1 f fa 8s t s 1 j-2t 2t 2 t E '- s 1 C tl t f f i l 1 f a. c mct ( oin s H rt e s T 0 I 0 3 frm e U 0 r H 0 0 u 7 7 o S 0 ee 0 s 2 2 9 s 1 e w t o o 8 o 8 3 t vc D 2 8 1 1 s a a 1 n a u a t eel s mh p T T / et s t a c i s e. v e E t ot o add i e rL T S ld o T t T f oA .A pae a A a A A t L s m t a t. a t i t I v w m rw n n o D aS ioo u n o r t t E o 0 t o c x x n H T 1. =o w 0 dtd o O 7 W a e e a L i e t o i a r t r t sI li r T T n yf tu 'o P n. r t T t T t t A t O 2 IT r t u u N u ra [' g 4r rR t t f e iro t I t us F A A s t t A A, I. n aF aa t T. s 1 o B ) ) ) ) ) ) )u )w t s TT .T ST tss t ns L,a ',, a nT SN rW K t C a n n a L L A a T aT t T t bse i S A ^ A A ut .H 0N LN oeu c r I c e e c c c eC cc ia c D tC C $_ F. C t D i t t i i i r t cl 'l rs sP f s T t t f f T Ts i e a a' aE eE t t a t P E Et., .E oea e r r r t* rH rh rx tt t s TS er Gf O A I .S Tnv e v v v* vO vu vo vo V y vo S B5 L D TA s ( ( (* (D (D (o (r ( E SE c Tw r 0 T-E w 7 s 9 1 s 6 2 0 s o 4 4 s c 0 1 2 0 T 4 4 4 4 4 4 4 4 4 2 3 2 3 l s 2 2 2 2 2 2 2 1 2 f i ,8 4 c c c c c c c G c

$_$jyjf rt "RTA WNE ENGNEERING SERVICES s ( l2 l I

b. e,m 1

i i d ! -t l ., b e, i in l l a 4 9 w g l 6 N e e i t 1 E f! ~i I a-j l i i O 8 C I s E J" l E I i. l 4 I I i o g W A N N 0 % i 4 i N A O Q 4 e t "- p a,, d @,c; C = d 6 N '.,2 O -s = O a m O' .C. N. O N, 9 N N N N O o o 5 o d ci d d -O d G G O ce cJ O d o d e c g Se N 4 Y '# O g) ge to 3 ,:) ce c B r^ G j 3 r-a a 00 9 9 ? C- "g d g O 3 .T - g N ea O O p Q r o. r8 O N .ca a ~ g O .l O, C c. n d d d O O C D O O G OlClC; p] fd o 0, o t e = i i l = 1 I i t;- l U lo 0 4 3 9 '1 E ' m. Q o o ~ 3 o m m .o e m n ,e .o q 8 o s 3 e- = e-o: o v v e o a m = d O O D 0 3 g d d d d 0 0 d "0 d 0 0 0 d O O ' u e u u u d e o. ( l s o e e. e r-m m m 6 mj a n n e = = = = m e. o r-m m e e-o e-u g 8 w w m m n n v n y e w e e o o qm 7 n .I d 6 6 6 6 6 6 6 6 6 6 6 6 6 6 o e d o,6 i 5-4 i' a j* 4 mm 3 3 3 2 3 3 2 3 3 i m .j E h d d d d d d d5 d d d 5 d 2ld d ' c% d i d, g e 3 l E, 1 = a a a a a a

.aa,=

.= s: = a a a I a s u 0 t==[ = I = g 4 i l l l3 5 i g g h E E b f E E E E E f 5 b b 5 E E E E E E E El 2 E Ei" f 3 3 3 3 ~ g s s a a c a ~ g g E E E g g Eg E g E.51 5 Ei E E E8 3 E Eu 5o E E E qE 32 i EM i a. 1 i at 5 a l a. l t

• a a.

a g a a a a a a a a a a u

E "E

2. , 2 ) :2 l 2 ' S l c" an 2 S S 0 = 8 a a a .S .S,. i :. 2

3. 8

.;..i. t t g l l i i Es E E E E E !! E Eli 5 Ej

Technical R port WP WNE TR-20422(842) ENGNEBBG SEFNICES l e i n c t s e l l I 2 S x ~ E E = s \\n c-s 0 e N & c-e a y.N N N N N d G d d d d C d o

1 g

- 5 (Nd d Q a = p E O g N u e a s N (N3 6 6 d d d d d o ~ CO s a v as t E E E E Q E Q G & Q = f d d d d d d d d 5 E E ~ e 8 w m a m a m m N m m w = m e o o-o o o U M M 7 M v v t t 3 b b d b 6 6 c O N E E e e e a .E 5 5 b 5 5 b b b b .b l S l t 0 2 0 2 R 5 a n ~ e i 3 y 2 2 = u g =

.

=. = E g g ,g g i i e i e i e n ( d d d d d d d d k = 3 3 :: 3 :: s l E-e e as = = = =

12-TM 2 (842 ENGINEERNG SEMCES i in i, .p t s a. t 3 o T t., d -t-c o s m' a ( E I 6 L i ' s C u C q o ' G o 9 u c i. m -q c +: 8 1; M I f I l s4 p v l V h !, '.I i A 1 i: l u i s. olm

1. a g og.. W &

g, e e a e m c-o e l ,'O 9 M R o. c . Fj".! o 0;, 0 ~ .M *. 5 O 0 6 6 c c c oi o Q O C b I N cA I o 7) o y c, g j

• M N

-ci s N T 9 ,- r o A e l 4 e W e @ m e r g 6 o' 9 e ", ' [ d O d O' d d o' d o' G d o' E o = e a 8 w r-5 I = o o N o m = m, h ,t = = tw 80 4 4 LA - S S D D 9 ll" 3 w g a 4 ci a a ; a a o o o O o .5 w a. s- ~ g l a

e s. 4 i

i

a 8

= II ,0 e, e a .a c m e I a a o a J a 6 c o O ,c 3 g:l f . C" Q

n i

= m s

a = !8 i i'n .? g i s i i i i i i i i k ! - ls u e .I z g <in e e s ~~ [ m' s o l = = E i,$ j; + g 2 o 2 2 2 = i a E 1. .t = cc g g ~ 5 u g ~ UE I 'di C I B a S '* - N. i. i.

5. h. Sfl;,8

~ w ~, = 5 5 5 5 e w. 2 2 g 5 E 2 3 E E E E 3 i 2 t, 3 5 a d a g! $.t g ~ g =u 5 E C E t = E L* C A 4" E t g C

• E f

I I l 5 I E sili I d Et E i I j :$ 4 f "l m -I I u g :b ;s E e

l e

e, l23yI g-g-g-g u 2 4 l l l l gu t g an. j& 2 g g O # = e g g = I, A < i a e = a o-e- en = 8 8 3 is s a.s

; s.

,s e

s 3

az t

Technical Report TM TR-20422(842) 2 ' 3 3- ' SENICES 1 ( Wa W T Uv m m u c w o Q l [ s ~ $t r m. a.a 8 I CL. = .c a t r^ P 4 o p m A G o in v m e v v w s 'n in m ( + 6 t v Q Q O O [ O C, a h b b b b b b b b l 0 2 3 .E. n. s i =

==z a an o { N A 2 !$2 d 4 [ G rA I 4 O ~ a ao a E In 4 m v v T 'A c-G LA p 3 ; i j 4 e t + 0 9 c 0 0 c- .s i 6 6 d o' 6 o d ? o 6

• ,; gQ is,

~ o n C I e E a m E E i o o 9 o e o e w 2 s e m-w p O m ( S = = t t C 9 9 } d. C g o 6 o o o o o g g i 5 ~ ~ eg a e-H I e. C i m = 8 eg g S e. f% w a en e e N N _U f% f* I' b e4 +3 + d as D w 2 O o O o e. o. m + a o i d d d d' d d N d d N d f F a. 4 i C E. k E. I E. 2$ 3E 3 +., I 3 I $. ** i o O. =; u b E T' ~,: o4 "g

• 2 O d !-

sa m e e e e w w s, w m 7 E f. 9 0 9 Ao R o. Ao 4 4 4 4 da 50 EO D ES E%~l g 3 O t. a N- .a. t. .e .n .es O ,o o o e o e E a-E *' - L' ~ ai E 4 ~ g =- g i i u l I = o a g g g g a N y n i Sw Sw R, 9, Eh SU S E r as at u t. to WT to uo u= W "W d d a E a* .= am av s at "I do u = d -o a e =

== mw 2 a = 5 a 5 5 2 =gs o =CIl' [ Ew 0 D 5 E E ?,. 1{ WM $d C 0 0 0 0 E_ i _E _I, _5 o 1 10 _I=ola _I *f s at _a s m a e "a e a a a a a a e t 6 g g C E -o _a t, a =w ~ 0. a d

== = = tw a 2 Ba 8= 8* 8= 8% Sw 8* Sw g g g g ts ~6=xgz g= tw tw E 16 ta Es ta l = = = = i w 8 ~h ~S l C 5 7, ?. g E* O O O 2 O 3 0 0 C 5 g [2 g 3 g g,

=

g g g g 3 ,3 .3 ,s 2 3 h

DATA RECORDING (CoNTD.) e-44 M ID usT9HHFNT Disr83FTION: INVAB UTgt/TW ANSIMICESS (Cee't.) Pressure = 39.jpsig k Q. S3 0 LOCATION DISPLACEMENT (INCMES) ,gg, 0. DESCRIFT10W

• A2fHUTM ELEV.

FREDICTED ACCEPTA8tB AS HDMITOttS ACTlfAL BEM&BES g -' b A) c24-3 (VteTICAL) APtX toHE 18 0 fif.lise (sc24) (Ic24) O, it]"3 [,N g,49 g,94 _ O,t OL S c14-6 (VtBTICAl.) aft 1 DOHE O .ges.sg g c144-7 TICAL) INTIBHIDIATg O 115 3 to (scase) (sc244) 4g3 gQ*,f' C s244-8 (Vt TICAL) twTraxtntAfr 180 157.0 10 I 24 IU O' 0.455 o. c27 Dour ve5.33 rowmA Iff.3J ee (sc24c) (ic24c) On Ig vErsscas c24c-9 (VttTICAL).tWTERHEDIATE O Dont ygg*y ta 24 c O,O M q,$g l.95 c14.e-10 (VtstrCat) INTraHEDraTE lip 182 44 O OTI DOME te II).)] e b .c24-2 (vtsfrCAL) Att 70 m, 110.33 \\, ? Fotnn Cnaus natt. se she.ss OELETED '\\ '\\ '\\ \\ \\ / Ic24-0 fvrtTICAL) AFtt TO 320 110.13 7' CraNg aAIL se ass.ss 210 33.0 ( tG 24) (IG 24) 9,93 flyy!Q l"$j'fu,g'll *jn.'** .c24-s EG 2A f' 4p f' 94' O'I5O VE ' T * '^ ' ^ P' " ** **

• sc14-no 90 33.0 or sG setstLo WALL O. ib3 0.65 0 ac-2, courAINMENT WAM. To 350

-2).O 0.07 0.10 'o,gg3 c,, og g 30PPORT FROH St AD y (c-10 ST. FL. ETERL TO 91 22.02 ~~ ./ SA$t CllThr to (-126 7 '\\ D6LETEp M p tc-Il EDGE CONC. FL TO 100 25.0 RASE CNTNT to {.)26_ _f \\ / p Ibit 807. *FLa STEEL TO O 25.0  % f'\\ N BASE CHtNT. to (-)2f. s, '\\

• NOTE: To obta'in displacement from the one-third, two-thirds or apex treasurement points to the base mat, it is necessary to add the vertical wall displacements (IG20 for 0 AZ,,IG21 for 180 AZ) to these calculated values of dome displacement.

m U)

Technical Repsrt Y TR-20422(842) 3 g3 SERVICES x i a \\ + l i 3 '7 l i( l +< S, i, i S-ii i 1 s I l .et sa t o w y i l i r,

=g 3

i c. i m i. i i i e s i o n e-3 4 e n o s # m nf + n N i 'j p c-t (p 'r 4 O c^ 9 5 w-+N .g 3 a CP r N N 3 Q +N ' e d 6 e g n ~ m e e + g d d d d d d ddOO d d, f d dddC AGIl i - j 'is

S 4 9 d d. s E.s*s$ $

C 2 ~ i u o r-e m e P = S ,j c . W.I . x 9 T e Q O 0G g O c5 o o o G Q o o o G o -G Q g ~ i = 1l s 1 z e [

m.,f 6 O

b e4 6 C eg M c.).o e-a. .a 5 cc m m - w.=

e. m

=m le e o-e. g g o a n e e-c- e. ri u o 'l o o o o o o o 'o o o o g o 4 o-o o o o w 3 l d e n. z a a mtw w w n c c. e m. .a o a c. o e e n v c e c m m m o ,c,, m;o c. n o S

e. l m ; c,.

W" g o n v w v m n w m e e m 8 m o o m E 6 6 d d d d 6 o 6 6 6 6 6 6 6 6 o d d'6l 1 ec% J

1. 1 se i. are 114.58

f. 66 2.16 l.048 l,043 n

cowrainen onw. l tes cownsmen enn. e e'e sse es.se ( gif

2. 2O __ _

I.'2 3S l.'lYI JJ tes counseamt osaw. so se ne es.to

f. 6 f4 2.20 I.1iO l. *1 IO sca muniman enn.

e i. us so.se f 572, 2.05 l b'7 l 1,3 '7 I sca cowtatieuwt stam. Se se als 5s.4o f.571 2.05 1 e OM j_._O,% ice 4 avta n rosunorr sa n.se o.99: s.oj euo.62 L o.611 M'i k.. _.._....._..Forc* d0 onsz v.o3 - o, 5 74-O,5H P y=,1;igat, u ji ra icn =

o. nz 3.o3 0,bl9 0.6W 1636 coarArnmeur ro 88 0 114.58 0.8) 1.08

(.y,4Q Z Q, f qz mAHE iccer?.c. e-P O i y e. Tfm.08 co AniMEMT 'fD 218 31.0 0.791 1.03 g, 3 'b3 \\ o A Tli t at crit erla may be univeil I f recovery ultliin 24 no.it.s 1:.,;..%. r B lum lii)I ( t yp t rial ).

Rchnical Rip?rt I TR-20422(842) SEiMCES l i g W4 .n u e c. 'o c. 0 w 0 S.. ~ i e 4 e u x 8 2.- = N e- + P-tp F h +0 _+B p y .= u r-N c-o O m D ,a t. s g m p o n a to 4 -Q O O O g g a h b b b b 1 Eg;e ;c 55m 35= c l ~ t act t + h o Eis c; ! g = p F C-O O O o ,4 r^ = = 0 k 3 l $ 3 h ] P F G 6 8 a r m c. c-c_ e c e n e 4 O O O t. l 8. O 4 e a G O G G O O O O t O O O c' d 6 6 ~ 3 m O 3 i a m t. a. w 9 n % =. S. l / 8 5 "u 5 + + O N U N e o. e o 4 d d C d c l m g ~ C I 5 i c t oc 8 a n a = g g O E d el m m o e a 4 m o. 4 o N N N ed U U D D D D N j'i = 6 o 6 o o o o O 4 4 e 4 C m m* m c* 9 N h d h g S 9 $o R O, po Ro @cg w7h7 4eai Im eige:. e s A s am 2 om ng mm I

~

o w I 5* Eo 52 32 N e o d o e O n g g g E" = e o a o a ~ g 3

3..g 5

g u 5 a 1 4 5 E a u w = a j Ew F,E* F* Ew Ed E 'a E M x f 8 a r S d5 :E dE et d 'r jI yI do d d d d = = = = 28 GE 5 5 5 5 E E E E E 5t 52 52 Eg 50 = ',t[ *w 4 2 1 1 ~ D 5 5 ER R& S 4E la 5% a e g e 5 5 5 5 E s Is l It :a ai :. s e a e 5 EE E E' E U EE E:

I E$

2 2 Of gf "I gM e ( E t 8" 8* 8* 8= 8% w 8w Sw g g g g c8 .8 E8 8 a 1 C I 1 i 2 2 i C. ~ e e n a E EE U U U G. U U U U U .U .U ,U U U U- ~

n Sheet PS2 -3 of PS2 -5 NATA RECORnING (CONTn.) ISTtt44fMT BttetiPflows TNVAR Witt/TW AN$pliffff ICee't.) Pressure = 51 8psig

l3 g "o [

.startAcsusuv (sucuss) gg LocArtou i. cescetrTrow

• Az Hutu stav.

ternictre Accerfast: As una:Tosto Actuat. anxAnsa m on, cn. b 224-5 (vtstten) Arts noHz f80 fif.3 fee (sets) (sc241 0.3 54 7,N M Q

• * * -0.052
• 1.986 2,60 et

24-6 (vraitcAL) Arts DONE O

gas.gg g*gg -0.052 te sts.13 0 !!5 33 to (sc244) (sc244) g, i g j .24d-2 (VESTicAL) INTttHEDIAT DOME 151.0 O.M 134d-8 (VttTICAL) INTt9HEDIAfg ISO 157.0 lo DsU I 0W tis.33 coHx "contara c243-9 (vtstren) t rutt:HEnt Aft o Iff.33 :e tic 24c) (sc24c) O'W coH 18 2" 4 (6 24 cg, gy

2. 0 -

2. 60 c143-to (vraticAL) tuftsitroIAT 180

1. 82 44 0*bTI O=lb Dans se tt$.3) c24-7 (vtetten) Attu To me tio.H d

/ / .,/, ,/ O(lE7'ED y POLAa c Aus atit to 148.9'. / '\\ t c14-0 (VttffcAL) Art! TO 220 Il0.H ,f .\\ \\ / -s \\./ \\ cPawt RAIL to 188.9S j 270 33 0 ( SG 24) (IG 24) $'fg fugg'[o'*wlt,'*' ec L 3.g l, c14-s I S0b A'

• veerecAt. Artu To YOP gg 33, g O.,30 1 g gq a,s.,,

or sG sttutt.o WALT. c-2, coHTMH' TINT Watt To 3F0 . Z 3. 0 o, goy O.f4 s ortant t'arn SLAB c-20 ST. FL. STttL TO 91 22.07 N s te (-)16 D6lf7'89 j. j, SASE cW1MT G-31 EDGE COMc. ft.10 100 25.0 ..-p-N x x ust cuTm

e. (-in x

/ \\. c-st s07..rt, stru. To o 2s.o N N N ust cwim. ee (-lu s

• NOTE : To obtain displacement from the one-third,'two-thirds or apex measurement points to the base mat, it is necessary to add the vertical wall displacements (IG20 for 0 AZ, IG21 for 180 AZ) to these calculated values of dome displacement.

m U)

Tcchnical R: port WF TR-20422(842) ENGNEERING SERVICES i '4 i 'C 0 e %i 8 l E wt i u i i 2+9i-i w x-t i. 1 - u i -c 'c: i, o .= i

g

.c!, o' li i 1 i I i w n. -G M t m C O m F m M 4 N u P g 4' g n 6 '4 rA ol y (n n r r s n ces b 6, m@ 8 8 En 4 6 c

m. A. @ a

= d v N. e n. g g d 0 0 0 0 0 0 0 0 0 d 0 c' O o 6 0 0 0 @ ro d N b F N rd + a 00 D O Y @F m M p M s -N p s T

• @ N 9 -@ g

~ g{ G. g

7.. O.

e = ~ ?. F5 4 =

l

+. W e N. c. i o O O O O Q O Y G G o o O n i, o,O c O,9 E' c i e, m e i-c e = I i a I! o 'E EI 48 k! I 6 s 4 9 4 5! c 4 2 : a a g 6 O d O o o o 'J o 4 4 4 4 4 oj u me a u I be u l o C. z l g a m e o o O oi o g e g 1 4 a e o ~ o o c n t =1 9 1 o e' t' b. 0; r. c-

• t c'

hi E 3 c. E e d 6 6 6 6 6 6 o o o o 4 0 4 o o o o O'O E* 4:o i mp 3 3 3 3 2 8 E 3 3 3 2 e m U 5 i 5 5 5 $ hi :i d Nl 5i.5 E i E E I 2, 2 a a a a a a - u

== a = a a aa a a =

== = = ~~ t = 5 E g 5 5 S S g 4 5 5 5 5 5 5 5 5 5 5 5 5 S d a 4 = = = 2 2 = 2 2 2 a g g g g a = 2 = s a a 4 s a s a a a 2 5-5 E g g E g g E g E g 5 5 51 U Eo 5a E E E K E E EB 5 = EH i a. E af EE 00 E d d d a d d d d d d d d d d d d E5 ~5 0 2. 2 S. S. 2 S. S. 3 S. S" 8 2 3 S. S. E*E S 3 S a = = ( M E E E. = = s a a

4-Technical R: port Y TR-20422(842) N SOMCES l A E N A w 0 g c 8 N S M N I I C g en (n us on g'q N N S 4,o 4 4 4 4 l a a b b bb b f o b I e = O s ca m c 3 = { 4 4 4 G 3 G J q e N b b b Y d b b ~ g It) U 8 E V es [ d ~ g n n a n m m co m k. u t o o o o o o o o g 4 c 4 4 4 4 a a 7 g g sa: A d 8 5 m m g 4 o o a.u. Se 5 4: e.t eo. c0 to ao a w w p a t= c en d h b b 0 0 d o f 0 d d d d 5 5 d .j .a g w m m g a N N e t u g i H i' l i l i H E .o J J J J J J J = .= = = .= = .= E t g e i e e e i e e d d d d d d d d i W 3 3 3 3 3 3 3 m a = l .2. E EE 2

Technical Report YIFi TR-20422(842) N ES 1 n i y e d {3 .h + a I I Y m. w L 4 L s o q e o ol i G .Ji t H-t-a g. i 4' t-l- A. 1

d S

3 s v. c:

a u

g ' I b [.O t I l + A N P 4-id,s r4 4- **

m. r-A

]- ~'s ^* s J N,M g g r b + I c d 'P f d d E A1 0] O bl Q ) %lt ( h I + 6 e4 G , - + le

• ' 4-g' 4

5 & c E s t s.,s +a m

=

,q, I, i bl 5..-

5..F l

e @ W O + 4 f .a ,d o, E e O O. z o O O C _' O o = 8 u +lelw m = = =. w s a = =. o *a = w w w i = c e =. 9 9 y e, e o a e g e; 4 a n a o e u .= w a a. A y ~ = = o l I e e w e o 4 c-e e o h 4 m m a m m b M 4 m !1

• e 8

4e m e t r e t e e 'e e N o o m E g a o a ; o o o o o 2 is e r 8 D Q C '8 E a s s R z 2 s s s klq s i i i i i i i s i H t a n i O, f << o. N. H ? 3: = s a = = = = a e o np o E ~ g e o = c, 5

o a'

= t = l t_ = 2 2 t 3 Eg e ~e 5 p [ s-t d o s a i E t oe g

1. c *s 4

= e e = a s 5 5. 5 = s s 'E z a a a a 2 gw g; t s g e 2 5 g au w tE.3ngi 1 2 E.7 t I i 5 = 1 e = = g a E i i .g a u i I I i 8 I ti twJ ;s ^ gt 19 o ~ t 4 E q :. Ea 2u 83 c. ( T t U j g g g i E E E g.Sm,l 5 8 g a4 v '.1 ; 8 8 8 8 8s l_ i, 4 = = e r

!. !. s 2

m A I 3 3 3 3 E EE h !k i

Technical R:p3rt YF M TR-20422(842) ENGNEERING SENICES ~ t c - O Q r u .n .+- ~ i t. .S d 3 4 u 3 c-e.. .c

• ^

Ln d \\n 6 6

• 6 m

c3 e + s r o o r K g A m ~ + c^ o r-4 m r B y l d Q d d d O d d d d d d d l 0 g. e.. m .w s s m_ -. ~ em. 4 r4 'O b 2 D '~ p a " 2 e t^ C F O O 6 @~~ S +N F M r-E ai e^ 4 r. ~ r- .B 4 F j + k d 6 d d d d D G T d d .d d Q di O C l e 4 5 E E. 5 I 8 j E e e w e n u s e o o a a a a 2 n n 8 k. w a a. c E. as c + + + + e e e S S =

• 0 E.

o-e e m 2 in e e e + g 2 if d 6 d d O o o C 4 4 ~ i <c i W e 8 8 8 8 29 30 SO S h,3

c. 5i s,'.

l w 3 3 J o = m a a w 7i m '[3 l g 3 e i 2 9 20 g ::. A o A og#Er E el-r ~ 2C el "3 g f. 7 a 4 '4 4 4 in st

E E.

2 E "I E 2 Be 52 3 d d 3; =; 2; =; E e o e o e =

s

+ a 2 a S o o e = g = u f = a u g 4 O E E E 5 d 'Sw 2 2, F, Sh Ed S E h h b r a et et en gr er er eo q g e g E E E E 5 t 5t 5t 52 E g zo SR 50 50 m a 5 = 3 W3 14 53 B a "" "t EE E" a e e e t Is II t EU Ia En g% 8 e 0 0 0 0 = ei = e :: :o =e :- a

==h

t t Et EW tt E

~ ~ 8m w 8* 8= 84 S' ki

T Et Db" ~E"5 t

I" s ES -M 8% 8% N N N I ~ 2 C C. ~ e ~ a ~ ~ E E. S G. G G. G.. E G. G G. U U 'U .U U U U U ~ y

~ Sheet P60-3 of P&O-5 DATA RECORDINC (CONTD.) H -4 dfffts8pff Pr$cafettosse invas vier /tsAussecess (ca 's.) Pressure - 60 lpaig 3' @ to ::r o :s Locattes startAcausut (sucuss) Ag g nn. 2. sescatettow

• azzuwru stav.

Persectse accettants as samstones actuat asussse M as, Lo 224-3 (vrsticAL) Arts aoMr 18 0 fif.1f e. (sc24) (sc34) 0.458

1. [

$$o iss.sp gp -0.M 2.t54 2.go c14-6 (vretten) arts moea O tes.es gp _ gg te stf.3,8 c244-7 (vraticAL) tute:HentAtt o t15.D to (sc144) (sc244) o, gg y IG21 ef o,(Q (. yo 2.47 s244-s fica) tutteurniate

1. 80 t 2.0 to g

g, g gg gr, sf 5.3J a. (acts.) (sc24c) case-s tien)ituftsutstats o O. 5 2 31 3.00 c24s-13 (vratica) turtsHrsI4ts I8O 882 44 .g g,g ocha s.1(5 33 \\ \\. [ k \\ c24-7 (vraticAL) artt to vi, 310.31 g, s toLas entus aAIL . Iss.ss / f DELET40 7 s c24-s (VesticAL) Artt to 374 110.33 \\ '\\ \\ cPANT SAIL to $ss.si \\ \\ / \\ 270 33 0 ( tG24) (EG 24) gg RR* jg*g"*g'u~yg'[p'*wls,' ' c14-s EG 24 2.tF4 2..so O.C or SG SHetto WALa. Q.fS$ g, 4 VEerscAt. AFce To roe g yyg c24-13 9 c-2s C8+stAsWP1ENT Walt to J50 - 2 3.D o, ggg o,gg o = i q.1, g, g q -f 7 sverous Fttoes GL A B 1 ~ / \\ c-io st. rt, stret. to S1 22.02 / N, /\\ DELET40 sass cutut = (-126 i ,, / / ,/ to-st encz cowe. rt to Iso 2s.o sAsr cutwr se (.)3d f' ,f, \\ j / g

i. (-3a /

- s sb-32 not..rLe avttL 70 8 25.0 ~ /.- O sass cwtwr. s 1

• NOTE: To obtain displacement from the one-third, two-thirds or apex measurement points to the base mat, it is l

) necessary to add the vertical wall displacements (IG20 or 0* AZ, IG21 for 180 AZ) to these calculated values of dome displacement. ~ m U) i

Technical Report Y TR-20422(842) gg gg TA l l l M: t ,+ k I L m i U 9 i 3 l i 39s: i i ig I ,i i. i b< i a g h d d! N N N N 4 N % @ b N N $'Q e !A @ f r b Q Q 4 4 Y IO N D % m' x v

r. 3

r. r. r. r r e r v r g

a r 6 o G d 6 0 0 0 0 O Q 0 0 0 O 0 0, 0 0 i 0 d b 0 $ 0 0 5

• b 6

@ N @f %h m f ~ E y tn e r +FN F 0 4. a m o N o o, 3 +

• r r q 8

e 4 r to e m e r r r c- =g f b d b b b.b b d b b bbb f. b d bdf I c s 8 g 88 i k.E k b U E Ol q e 0 o o o ~. ~ 4 ~ ~ ~ ~ ~ ~ ~ e .m a 2 en s, p a t a k a e. n R, S n E D E gi a a R e a. 8 o - s e = o o r t o o I d 6 6 6 6 6 o 2 6 6 c o l d o o o o o ,.-<= s .a e me z a = a 6 E 'g i i i ii i i iiiiji::,i iln iii, e i l 3 3 l g h-a s s 5 E 55 E E 5 =l = = = = =

== = E E E B g a e e g a g a e e g a e a [ i i i i a E a i i i a i i i g g 5 g g E g i i i i i i i i E i i i g a a a a 2 i-5 s, i, f E E E E E ! R, E E E :, i i i ! E c- = s. i a,

.y m

d-e a a cg a e e

a =

a e e

a :

a a a a a a a e =e =a E EE IE 5 3 3 3 5 3 3 i ! i 3 3 !! is ! ! ! ! I = = = s. a a = = = = = = = = = = = = = e

Tcchnical R: port "A' M TR-20422(842) ENGNEBMG SERVICES \\ l i th. k 6 ~ ta= C in 1 2 U U I .c .r3 + m % o A ~ N + , W E 6 g s c C F C F F P r I. o 00 d d o' c' O 98 E Q w I N c4 + t in c-cA l 5 C C C C C P. 6 r, ^ ~ gg s 0 9 0 0 0 0 0 0 C U B-M V as E k b N N a =N a = = = a. g

=

g a 6 3 8 5 w K e. S 4 + m is . a _ a n g a 2 i 6 6 6 6 6 6 o 6 2 5 i 5 d 5 5 5 5 8" I-

s a

a a a a a 2 N E = g u i 1 1 1 1 1 1 1 1 =

• - n E

e a a a a a a a.a g g 2 _e d d W W d d d 4 i 5 5 5 5 5 5 i 5 I gg =

=

=

Tcchnical R;p:Irt W TR-20422(842) ENGINEERING SERVICES ?- t O a o a Q S R 2 o. I 2 x x l 4 % = E q g N N 4 43 Q 4 o o o ,l t I k 4. +.

a. *P e3 V r.

'.^ t-n '.n. t 4-a. m ~.., s. + o *. c-N 'f', e-e c-r r t A 4 ,s tn e F F F r r a a J r ce ). p r c-r g 1 r-o c. g y.o,c ., a r n,< , = ol e. c +: ~ l.h J 4 o 9 ro o r-o gi ~- $ -e-e. o 5 l g ,2 s

• d' d G O 6e o o "o.

d e: x si d i i 6 C. d. O. I' ddoico C

c. r g a m

I o. 5 @.T '^. $

ja p ;-- g E. $ o g ,0 t e.n g nsp' ! T '^k. gg ,n

• E

e. 6 F 5 6 3

ooeoococ eeoc. o eneoo i[

's :;:

' ' i i. e I. = = = = =

== = = = = = = = = = = = ; si 2 = x.: 2: 2 2 2 2 2 2 2 2 = 2 2

2. !!

$..;. 3 d=1 ll l 33 e i r: ]4 : l 2

Ef

~ c. i I l t F G e in o 0

• . o $14

= + 4 ea o in Q s 6 5

g n' r

s- @i r -

s s a e; d d

6 i o s o'El r

r-4 r-r r-F m r e r-a co r e e e o l' C' rl da e e m3 u am N ,t' u r o o6o o o gg,9 g u ,r r. -*g S a.R f. C 1 9 'O 6 ,, : :9 5 j "

e. ; %

dd6 6ded66 dd 6 ddde dddd6ddd{ o M 24 4- *caN in a N + E c^ m + - t +e a a en rA u N in i e-N 3. g 2', 5 P. g .s 5 m '^ r' r' *4 m r-t r 4 oo ~ --o o c- - l T T

e. e^ m

= ) to r r-e- 9 ( $ 30 0 0, .c 2 24 c o ddo d do c o d 000dd A' A * \\ T e c 3 j 3 I 2 = = 0 $ Y a [. O O 2 a x a e 8 = s..=.,a = = = = e a e s a a $13

Technical R: port . Y TR-20422(842) ENGNEBUNG SERVICES i 7 m w C at e 5 i 8 b ~ s. E 9*! .J 15 3 .l b 1 9 i .i

p. s, e.

. ~

r. e e. s., c e.

l T N % % a r d d T & T 4 % d 6 f @fd f I I I F @ P P F I P P A @ r @ P y 'J,; g Om N m N o u in +- 4 4 co N - rses ._ E g t t t s t r t tst9t f; 6c dd d d d d d d d o' od 66 6cd 4 e r-m s m w a 4 + w +__+u g e, -- m c o eJ lii,- N

• 4 g p

. T. N T 7 o N O

== O 4 ~I" m O f" N P r- .P. r-r, r, s (n s 0 0 0 0 o o o o d d dd O ddO 0, 00 g to al E 5 E E i E 3 3 E 5 5 5 5 5

y a 4 e t 1 i CONTAINMENT STRUCTURAL INTEGRITY TEST SEABROOK STATION - UNIT 1 I APPENDIX J SIT PRETEST CONTAINMENT SURFACE INSPECTION REPORTS i t 4 Y k i l 4 i l

APPENDIX J SIT PRETEST CONTAINMENT SURFACE INSPECTION REPORTS Prior to the structural integrity test, a thorough visual inspection of all exposed accessible Containment surfaces was made, and this included the following: 1. Containment interior steel liner inspection 2.. Overall inspection of the Containment exterior concrete surface 3. Containment exterior surface major crack survey The pretest Containment surface inspections were performed by the YNSD STD on February 10, 1986 through February 15, 1986 in accordance with the re-quirements of General Test Procedure GT-M-106 (Appendix G). The pretest inspection reports prepared by~ the STD are presented in this appendix. 'These reports were reviewed by UE6C. All defects and concerns identfied in the reports were addressed by UE6C as follows: Containment interior steel liner inspection a. Observation: Concrete walls without liner plate .n reactor cavity area at El. (-) 26.0' to (-) 53.0' and C.. 0*-180*, 180*-360*. Disposition: The Containment liner plate in the reactor cavity area was installed per UE&C Dwg. Nos. 9763.006-F-101461 and F-101462. This liner plate is not visible from inside because it is covered with internal con-crete. See UE&C Dwg. Nos. 9763.006-F-101416 and F-101417. I SB-1 SIT Page No. J-l

a b. Defects noted: Small bore stainless steel line f2803 rigidly re-strained between Containment wall (El. 31.0', Az. 115*) and opere - ing deck. Disposition: Accept 'as-is'. Per letter SM #14316, the referenced line and support are acceptable for the SIT conditions including the movement of the attachment points. c. Defects noted: Two steel bent plates welded to liner plate (El. 24.0', Az. 175*) without identification. Disposition: NCR 94/13158 (Ref. In-Process Inspection Reports RMT-54, 55, 56,and UBMT-128) was ' written to address this defect. The rdferenced bent plates were considered temporary attachments which were used by PDM as scaf fold bracket straps and these should have been removed. Per disposition in the referenced NCR, the bent plates were removed per approved field procedures. d. Defects noted: Rigid conduit permanently affixed to liner plate (El.16.0', Az. 70*) and building steel. Disposition: NCR 54/6655B was written to monitor the conduit clamps during the SIT. Accept 'as-is' without expansion couplings between the supports oc the Containment liner and supports on the building steel. After the SIT, the conduit clamps and associated hardware were inspected s SB-1 SIT Page No. J-2

per dispositions on NCR's 54/6655B and 94/13158 for bent or deformed conduit clamps and 100% retorque of clamping hardware. The inspec-tion reports are contained in 'In-Process Inspection Report No. E1053', and no further disposition action is required. e. Defects noted: Monorail attached to the liner plate wall may pro-hibit growth or movement of the Containment wall. Disposition: The temporary monorail was removed prior to the SIT. Overall inspection of the Containment exterior concrete surface Pretest inspection revealed various concrete surface imperfections, such as, minor concrete spalling, voids in - concrete surface, wood pieces embedded in concrete (flush with concrete), etc. As a result

• of these findings, the NCR 59/5518C was written to monitor all concrete surface imperfections during the SIT.

Final disposition for the referenced NCR was given by UE&C based on posttest inspection. Posttest inspection did not indicate any deterioration or significant cracks at these locations, which would have any significant impact on the behavior of the Contain-ment. Therefore, all concrete surface imperfections were accepted 'as-is' except for depressions larger than 1 1/2" inclusive. All depressions larger than 1 1/2" inclusive were repaired (Ref. In-Process Inspection Report No. CS-803) per applicable field procedures. SB-1 SIT Page No. J-3

Containment exterior surface major crack survey Pretest survey for major cracks on the exterior concrete surface identi-fled numerous cracks around the electrical penetrations (El. 0.0' to + 25.0'). All cracks were under 0.01 inch in width and they were marked in field with black markers. This area around the electrical penetra-tions (Sheet A9.1 of Appendix C) was selected, in addition to the predetermined areas per CC-6233, for crack monitoring during the SIT. The area was painted white and grid lines were marked for crack mapping. Crack patterns at various pressure plateaus (width 1 0.01") in this area are shown on Figures 6a and 6b in Appendix I. The maximum crack widths recorded at peak pressure of 60.2 psig were 0.015 inch, and these are well below the acceptable limits of 0.035 inch (Appendices C and D). Cracks closed upon depressurization and the maximum crack widths recorded at 0.0 psig depressurization were only 0.005 inch. i SB-1 SIT Page No. J-4

ATTACHME E 9.1 GT-M-106 REV. Pag 21 Cf 1 i PRE-SIT COEAINMEE IEERIOR STEEL LINER INSPECTION A ma Inspected: E L.(-) 2 d TO (-> 5 3',. AE. O TO 180. 180* To 3(oO* NOTE: TWIS AREA M AS COhlC R ETE WALLS WITM OUT A STEEL LINER PLATE. Defects Noted: NO DEF ECTS WERE FOUND. Inspection Completed By (1): b (), Date: FE S.12. 8 6-Inspection Report Review By 2): (( Date: .J - & -/ C. I (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet / or (,

ATTACHMENT 9.1 Pa6e 1 Of 1 GI-M-106 REY. 0 PRE-SIT CONTAINMENT INTERIOR STEEL LINER INSPECTION Area Inspected: EL.(-> 2 5 TO O' / O'To F.I A"A O* TO 180. 180* To %O Defects Noted:-NO DEFECTS WERE D ET EC_T E D. Inspection Completed By (1): f) Date:_F EBmtL 86 Inspection Report Review B (2): X / Date: 2 - // -#/- (1) AtlSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet 2-- or ( _. _ _ _ _ _ -. - ~ ~~

ATTACHMEfff 9.1 Paga 1 of 1 GT-N-106 REV. PRE-SIT CONTAINMEffr ItTTERIOR STEEL LINER INSPECTION Ama Inspected: EL. 2 5' TO 10 0. AE. O* TO I80*. I AO* ro 360* Defects Noted: 1, E L. 31,.' AE. 1I5 S M ALL BORE STAINLE SS STEEL LIME

• 280 3 15 B EIM c.

R IGlD LY R ESTR AIME D BETWEEN COMTAIN MEMT WALL AND ' O P ERNTIN G Deck ( E L. 25'l-RER SUPPORT

• l-2803-RG-1 (dck w-J)

~ 4 E L. 2 4'. A Z. 175 - TWO GEMT STE EL PL ATES; W ITM MO IDENTIFIC ATI ON; ARE W ELDED TO TH E C OMTAINMENT LINER PLATE WITM OUT USIMG WELD PADS. $ EL; l(!,. A 1. 70 - R)GlD COMDUlf i5 PERMAMEMTLY AFFlxELO TO LINER PLATE AMD BulLDiMG STEEL. (a r x y / /J/3') Inspection Completed By (1): au t/ Date: F EB.17., 8 4, Inspection Report Review By 2): Date: 2 -// -ft. i (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet P or

i ATTACHMEKr 9.1 i Pag] 1 cf 1 GT-N-106 REV.. @ PRE-SIT C0KrAI!F.:,Kr INTERIOR STEEL LINER INSPECTION Ama Inspected: EL.180 To APEX. AE. O*To t ecf. 180* To 3 (,0* Defects Noted: NO DEFEC.Ta OBSERVrn Inspection Completed By (1): A~ o, sis Date: S//-80 Inspection Report Review By (2): / Date:_ 2 f f -ps, (1) AllSI H45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet [ or h

• ATTACitiEE 9.1 Pwe l of 1 GT-M-106 REY. 0-PRE-SIT COWAINMENT IEERIOR STEEL LINER INSPECTION Area Inspected: E L. M 2.5 TO APEY A1. O To i 8O. I 8O TO 3(c,o perects Noted: C 1RC UMFER EMTl AL M ONO RAIL T14AT A7FA C W E R TO LI A1E R PLATE AT AP PRO X.

o E L.130 MAY P ROMiBIT FREE CROWTH O F? MOVEMEMT OF C ONTAIM MR kit WALL _ ( McAioRAit is $ckE N tt:o ro BG. Rt: Moved PRio R To SIT) Inspection Completed By (1): ,, s. c) c// Date: FG G is", e 6 Inspection Report Review (2): Date: 2 -rf -f 6 (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet f~ or

ATTACHMENr 9.1 Gr M 106 REV. b Page 1 of 1 ) PRE-SIT CONTAINMENT INTERIOR STEEL LINER INSPECTION Area Inspected: E c..~ 2 f ' r o AffX A& O

• 7~o /F0 * //o
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(D A/Gid Go dous /~ nFrixfn rs psr&<a x s7e n e w m" De vdL 6C A lA37 ff A*Jo /f usc. Di M G, SWfd'. 47 Tis Y ' fsc.:.w 4C s+ 2-/m u rM </a*,/Jo' z4e J'/Q l,. '210 s An rf.' e oasa a rr ro passa Arnns sai,cac sir ,orx Nc/2 J~Y/+trf ^ ~Jo act yy/jst, / +//.A Date: 3 - 8 E (d' F Inspection Completed By (1):.. f4 Inspection Report Review By (2): / Date: J -/ -PC, I ) (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III [> of Sheet

ATTACHMEMr 9.2 GT-N-106 REV. @ Page 1 of 1 i PRE-SIT OVERALL INSPECTION OF CONTAIltiENT EXTERIOR Area Inspected: EL.r-)2d TO 115. AZ. O TO 18d, 180* TO 3 (o O* Defects Noted: 1, A E. 15 EL.30 Co u CRETE SPALLED AROUklD IW SERT. VOID AREA is s Id' d AMD =2'AT DEEPEST Pol MT. (Ne a-n - rrt.t ] 2, A 4. 15 0*, EL. 5' - VotD IN COMCRETE SOR FAC E. IS j APPR OX. 10" L OM G ; 3" W IDE,, 2" DE EP. TWERE ARE ROPE IM PRESSIONS INStOE Tut vot D. (acx.r'y-tri.r] j _5, AZ.15 0 EL. Id-A PIECE OF WOOD r l'x 3 OBSERVED FLUSW WITH COklCRETE SURFACE, EMBEDDFn DEPTH U Mi< N O W N. (p c. x - fy-f)W / Inspection Cotopleted By (1) w? Date: F EB.11. 8 /o Inspection Report Review (2): Date: 2 -/p.# t i (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet l oc ]

ATTACHMEfft 9.2 GI-M-106 REV, 0 Page 1 of 1 PRE-SIT OVERALL INSPECTION OF C0f(TAI! net (T EXTERIOR Area Inspected: EL.115 TO 13 5 AE. O TO 180*- 180* To %O* ' efects Noted: D 1, AZ. 2 3 5*, E L. 119' - END OF WOODEN Ex4 OBSERVED FLU SH wtTM C.ONCRETE. DEPTM IM TO CONCR EW U M KM O W t4. (+/cA, fp-rns) 2, AZ.190 EL. 14 0' D EFORMATI ON IN CONTOUR O F-CONCRETE. IT APPEARS A PLYWOOD FORM MAY NAVE SL)PPE.0 C A USIK1 G 3 A BULGE AMD IMDENT IN WALL. (+/ c A fy.rD*fl Inspection Completed Ey (1):_ e/ Date:F EB 10, 8(o t Inspection Report Review By (2): Date: 2 - // -f ( (1) ANSI N45.2.6, Level II i (2) ANSI N45.2.6, Level III l Sheet 2-of ]

(,AC 9.2 Gr-N-106 REY. I i I PRE-SIT OVERALL INSPECTION OF CONTAIfMEffr EXTERIOR ~ Ama Inspected: EL.13 5 TO APEX. A4. O* TO 180. 180 TO 360 Defects Noted: MOME M OTE : 3 ROPE EMDS WERE OBSERVED PROT RU DIN G _ OUT OF CONCRETE. (A./cx-fy-fr,'/') Inspection Coropleted By (1):b c2 Date: FEB. l o, 8 G Inspection Report Review (2): [ Date; 2 -/ z (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet.8 or /

ATTACINENT 9 3 Page 1 of 1 Gr-N-106 REV. O I PRE-SIT CONTAINMENT EXTERIOR MAJOR CRACK SJRVEY Area Inspected: E L.(-) 2 5 To d / O'To l15[ AE.6 TO 180. 18 8 To 3(oO Defects Noted: NO DESEcTS DETECTED. Inspection Completed By (1): /t Date: f-//- M Inspection Report Review By (2): M-Date: 2 -rf -/-C (1) ANSI N45.2.6, Level II (2) ANSI NI45.2.6, Level III Sleet / of y /

ATTACHMENT 9.3 cr-M-106 PIV. O Pge 1 of 1 PRE-SIT C0tRAINMEE EXTERIOR MAJOR CRACK SURVEY Area Inspected: EL.IIS To 13 5, AiE. O'- 180*. 180 To 3( O* Defects Noted: EL.118 - AE. 70*- CRACK RUN NIM Cs V E R TI CALLY,. ADJ Ac_ t: M T TO ELECTRICAL C AB LE s ATACM ED To C ON TA1NME.MT Walt-. l Inspection Completed By (1):. c/ Date: FEG.14, B /o Inspection Report Review B (2): Date: 2 -r/ -/T., (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet 2. of

ATTACHMEtc 9.3 pge 1001 cr-M-106 REv. o i PRE-SIT C0!GAINMEtG EXTERIOR MAJOR CRACK SURVEY Area Inspected://_. (-) 26 '10 t/s ' A2 o '70 /Bo ' ggo /80* 70 %* Y&'/f~/C A1ASA ? $4Ef7/2/ cal. Pc,usn2s rias foe,.s LL, O 70 +26' Defects Noted: 77/8 ds/rs/28 dx TC A /04 t'sw7xsn'/urwy* wsrci /N rye . 54 fl* Yi2 /csfe Priv2r/247/od scea e,2e, a e c c. o ro 7s-NA5 6 k FCst/ S i s'd" Cx),4r'y/D G. A D/sr/Nd7 PA77 East / 6X/57Y w s 7H t/d/27? ML CMgcd5 /2uww/NC FA oier Kned Pnn r./2snu rs 77/E /t/Ex r / N r/ a t-V d S s7t t 32 Pc sts c 7 /2 4 7)oit). /?DD-7/wg c / J,c,2, /cgz. C A* A C c \\ [L// 70 20 -o dea ) 62/J 7 SETWCCN 7NE /JWS Of ffsvf 7/2 AT/ud5. Norf /FaA)YAL fCMCKS fxes 7 47 i Vs?Li o d S for A 7/c st/5 S osti E f c / j E 7/2 4 rie),t,/ 7~ry k/ ;7/;,/7/- / ON/EA 5 47' /n/7'[i2/Wd D,A TA* Loc >p 7/es.l5. A'1cS T A dE cAs 3 /~ f /fn '/)E/9 TNi - (2/ W/ OD/ PCDe//idEsM[st.//~dl' 7HE %f'[C ~ [b?c x < L'2J /:srMax'E/) /n/ S~st t/9 Pts / TH Ec,se r Atfdx2x c,2. M/ /AE sQd[p? $ t;!Cc/ 4 0 0 6 A '/ 0 /t Y O/ $ E k ~ Inspection Completed By (1): d Menen g Date: S/[+'/N Inspection Report Review Ey (2): Date: 2- // -/0 (1) ANSI N45.2.6, tevel II (2) ANSI N45.2.6, Level III Sheet 7-or

• .ATIACHMEta 9.3 Page 1 of 1 Gr-M-106 REV t

PRE-SIT C0!frAINMEffr EXTERIOR MAJOR CRACK SJRVEY Area Inspected:. LL (-) 2(s 727 //s ' Aff. O ro /80

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sea oc ma: narnica nanssno,o L., e o ' ri, rzr' Defects Noted: f/ M /x 7T'A&e d0' xJrdinhstritif Watt sis) Tkf f & c'c34 iC/7L I Pf N f FA A 7/0^) A7264 / Acred fl. (-17-4 tb d ' J/4 s' Nc/>er(Ecu'< dAde Mf. A9'oCf~ Siffr A r 79/E Afx/69"A A 770s)J (33)//W4;? ? Cn nu7 /s,snsii,/. %!r co sfinu &niersew;vons rb h va 6 7 4 # 7/07J VEA D c/=?L.L Va /? fos 7AM &SY t/A/l0CA fn'E . 0/ W/O7N 0,<Du'>s2nn1C AJ f of 7.t/f </'Ce, Ac'ci $12E A " s /2 2 E O ini r*/ ci O wi m RL Acx srxiexafd. d'L+1c' r4 *w C !s AM As f>< 7DuSiuh" l Af /N 77/f C///*f/2 PCitsE T3.',.*. ?eitj / w m (SC E 87A#E/2 5tt[ET). ) g 7, /. Inspection Completed By (1): 115;" Mcdoc / / a Date: d '>,'6MI e Inspection Report Review By ): M A Date: .2 -t"MG (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III Sheet or

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+ L I N f 'I CONTAINMENT STRUCTURAL INTEGRITY TEST SEABROOK STATION - UNIT 1 I APPENDIX K SIT POSTTEST CONTAINMENT SURFACE INSPECTION REPORTS 1 i 1

I APPENDIX K SIT POSTTEST CONTAINMENT SURFACE INSPECTION REPORTS Af ter the completion of the structural integrity test, final surveys of the Containment interior liner and outside concrete surface were made in order to determine whether there were any visible signs of permanent damage or localized distress due to pressurization. The surveys were performed by the YNSD STD on March 22, 1986 through March 24, 1986 in accordance with the requirements of General Test Procedure GT-M-106 (Appendix C). The post-SIT Containment inspection reports prepared by the STD are presented in this appendix. These reports were reviewed and accepted by UE&C. The liner and concrete surface appearances remained unchanged from those found during the pretest inspections conducted on February 10, 1986 through February 15, 1986. There was also no change in liner appearance (and therefore, no damage) at El. (-) 23.0', Azimuth 350' where potential voids behind the liner plate were identified (Appendix L). Therefore, it is demonstrated that the concrete surface and the liner plate are sound and were not affected by internal pressure of 60.2 psig. I SB-1 SIT Page No. K-1

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ATTACINEKr 9.6 GT-M-106 REV. 0 Page 1 of 1 s POST-SIT COMPAINMENT INTERIOR STEEL LINER INSPECTION Ama Inspected: E t. (.-) 9 lo To APE x A1 O *To AE 300 3 4 Defects Noted: MO DEFECT 6 Wep.E MoTED I i 1 Inspection Completed By (1): / 4 ->4;/.h.v_.4 Date: 3/h' 2/66 3,dy/f-6 Inspection Report Review By (2): M Date: I (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III 7 I,Fl!f "b;:i ".>i' Ej! * ' ' . h'f l 4 Sheet / of 2. i flE l

ATTACHMENT 9.6 GT-N-106 REV. O page_1 of 1 ( POSI-SI'r CORTAINMENT IMrERIOR SIEEL LINER INSPECTION Ana Inspected: Et 4-) 53 ro E t M h ; As o' ro As W Defects Noted: AlO DEFEors WERE PJOT1FO i i Inspection Completed By (1): it;U. /A m Date: 3/23/h,G Inspection Report Review By (2): Date: >"/l y// C f (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III [*g h"!! j']

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AW ACHMER 9.7 GT-M-106 REV, 0 Page 1 of 1 1 POST-SIT OVERAI TNSPECTION OF COKrAINMEMr EXTERIOR Area Inspected: E L. I15 ro APEX AE O To \\ 80*. ISO

• To % o*

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ATTACHMEKr 9.7 Gr H-106 REV. @ Paga 1 of 1 POST-SIT OVERALL INSPECTION OF COMTAINME.'TT EXTERIOR E e (.-1 2 s ' To O', c'ro Ii 5 ' Aeo're % o* Area Inspected: Defects Noted: MO DEFEdT5 k)o rEO I Inspection Completed By (1): /Aw2 Date: 3/2f /AG g Inspection Report Review By (2): / Date:.7 '2 r- # C (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III

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ATTAC}tEffr 9.8 GT-M-106 REV, 0 Page 1 of 1 i POSI-SIT CONTAINMENT EXTERIOR MAJOR CRACK SJRVEY Area Inspected: E L C4 26 to Ape w. A a O 'ro Aa %o

• Defects Noted: do Aooin ON 44.,

PffC.TS TED J Inspection Completed By (1): /du O Date: 3/2f[8 4, Inspection Report Review By (2): I_/ Date: 1 F!/4 (1) ANSI N45.2.6, Level II (2) ANSI N45.2.6, Level III _/of [ Sheet

\\ CONTAINMENT STRUCTURAL INTEGRITY TEST SEABROOK STATION - UNIT 1 e f APPENDIX L' SPECIAL CONDITIONS: NRC UNRESOLVED ITEM ASSOCIATED WITH THE CONTAINMENT SIT ^ l

APPENDIX L SPECIAL CONDITIONS: NRC UNRESOLVED ITEM ASSOCIATED WITH THE CONTAINMENT SIT During the construction of Unit 1 Containment, the NRC raised two concerns that required further verification during the structural integrity test. These concerns are as follows: 1. The In-Line Cadweld Concern: SSCA No. 0109. Unresolved Item 80-12-01 UE&C to perform crack mapping during the SIT and evaluate the results relative to use of multiple in-line cadweld splices. I 2. Potential Voids Behind Liner Plate: Blue Sheet 047 Poter.tial voids were identified behind the liner plate at El. (-) 23.0', Az. 350*. NRC requested special attention to this area during the SIT. All documentation related to above concerns are included in this appendix. Multiple in-line cadwelds were identified to exist on some vertical rebars located in areas shown on sheets A7 (referenced Perini Dwg. 1-CS-RBP-1, Sh. 16) and A".1 (referenced Perini Dwg. 1-CS-RBP-1, Sh. 20) of Appendix C. These areas were selected for crack mapping during the SIT. Crack pattern charts for these areas are shown in Figures 1,6a and 6b of Appendix I. The maximum crack width recorded was 0.015" (Figure 6a) and this is well below the acceptable limit of 0.035" (Appendix C). Small cracks were distributed i SB-1 SIT Page No. L-1

( over the areas, and the in-line multiple cadwelds did not result in larger cracks. All cracks closed tighter on depressurization; the maximum crack widths af ter depressurization were 0.005" which is less than the acceptable ' limit of 0.01". For further-discussions on crack patterns, see Sections 10.5.2 and 11.2.8. Instrumentation IG29 (Appendix C) was provided to evaluate the behavior of the liner plate (El. -23.0', Az. 350*) where potential voids behind the plate were identified. The measured maximum radial displacement at channel IG29 was 0.193" and this is within the acceptable value of 0.224" (Table 10-1). The deflection recovery 20 hours af ter depressurization was 86% of the maximum deflection. This is a positive indication of the elastic behavior of the liner plate. The plate did not show any evidence of local distress due to pressurization. For further discussions, see Sections 10.*4.2, 10.4.9 and 11.2.8. SB-1 SIT Page No. L-2 i l 1

I MEMERANDUM R.E. Guillette Karch 7, 1986 N I couramv on Location R.K. Tucker YNSD T.F. I7.1.9.I',r'M3.1.8 SN-56-201 coupaNv oa tocation STRUCTURAL INTEGRITY TEST SUBJECT

Reference:

1. YFQA - 858 Backround:

During the construction phase of Unit 1 Containment, the NRC raised two concerns that were placed on the future verification list, these were: 1. Void behind the liner Blue Sheet - 047 2. Multiple in-line cadwelds Discussion: 1. The concern of voids behind the liner plate was brought about as a result of soundings taken by craftsmen that produced a hollow sound. It has been the position of this Project that soundings do not produce accurate results. (Response to Blue Sheet #47) Start Up Procedure PT.36 addresses both pre and post inspections of the liner for deformation or other data that may be required to interpret the behavior of the structure. In additin, an LVDT will be located in the area of a hollow sounding area (EL.(-)23'-0" Az' I 350*) to provide addition verification of the project position. 2. The in-line cadweld concern was originally identified when approximately 1000 cadwelds around the pressurizer were cut at a single elevation. In-line cadwelds in this area and the exterior walls where multiple in-line cadwelds existed were evaluated by Engineering and determined not to be detrimental (Ref. Response to NRC Unresolved Item 80-12-01). The concern that arises from a line cadweld splices is that under load, slippage in the mechanical joint can result in creep, which would results in a few large cracks in the concrete at local points rather than small cracking distributed over the wall area. To address this concern, crack mapping vill be performed in accordance with Division 2, CC-6233. In addition, Engineering will perform visual inspections of accessable areas during the test to further insure that large cracks that would be indicators of in-line cadwelds are identified should they occur. It should be noted that there are no areas of the exterior structure that have a large number of in-line cadwelds. If there are any questions, contact R.K. Tucker at extension 2039. l l ~ 1 ~ l K. K.'/fu ck e r Mechanical Engineer g Seabrook Project RKT/sbs cc: R.E. White ,,,,K.ll "-I rd =_ J.W. Stacey j ..w

MEMORANDUM o 08/62 January 24, 1986 J. DeVincentis TO cowaar on tocarsom u,, R.E. Guillette 10/07 FROM FRE Q 1.1.4/YFQA-858 CoWANY on toCAfloN SUBJECT NRC UNRESOLVED ITEM ASSOCIATED WITH THE CONTAINMENT SIT We have an open item on the Future Verification Items List associated with the Containment SIT. Please advise me who has the responsibility in this area. FVI No. 56 A. SSCA No. 0109. Unresolved Item 80-12-01. The NRC closed Unresolved Item 80-12-01 based on its being carried on the FVI to assure that UE&C performs crack-mapping during containment SIT and evaluates results relative to use of multiple in-line cad-weld splices. B. Blue Sheet 047 addresses the NRC concern relative to potential voids behind the Containment Liner Plate. UE&C's response to Blue Sheet 047 has been accepted. However, the NRC's A.A. Varela has requested that the area in question be given special attention during the Containment Integrity Test. I ~ R.E. Guillette Assistant Construction QA Manager REG /psd cc: G.F. Mcdonald M.P. McKenna - 80

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V.W. Sanchez - 62 l I i

e 0' f 9.I44 MEMORANDUM gg

• '. SINCLETON YAFC TOAM A/s/g) yQ 1

n l COMPANY Om LOC ATION OATE pgog R.A. REBEL UE6C RCM FILE 11.2 COMPANY Om LOCATsOw SUBJECT YAEC BLUE SHFFT #047 Please be advised that UE&C has evaluated the subject NRC Inquiry and offer the attached response. If you have any questions. Contact R.J. Roellig at Ext. 3150 \\L0s.h R.A. REBEL CC: RH BRYANS DE McCARRICAN TP VASSALLO Jr. DC LAMBERT MA EDGAR JL LANZA f i

() Q" BLUE SHEET iu s " e + 2.7 v r o. FORM - 001 I PAGE I OF-SEABROOK STATION ~ 047 NO~ REQUEST FOR FOLLOW-UP ACTION NRC INSPECTIONS DATE: 7/20/82 TO: UE6C RCM/ Site Engr. - R. Bryans Evaluation of " soundings" on Containment UNIT: inspection item

Description:

_ liner for potential concrete voids. some craftsmen found an

1. 1 Containment, During the ongoing construction in Unit hard object, emits a area on the liner that, when struck with a hammer or similar This area is at approx. elev. (-) 23, AZ. 350.*'

" hollow" sound. f Please evaluate the significant of these " soundings" and deter =: Corrective Action Required: there is a void in the concrete behind the liner. _ if there is reason to believe that h be Detail the justification of your evaluation and any further action t at may necessary. I i l ,0. k / w e e p.~ Approved B. J.W. Sing 1Wton l Date Required: RInA/g? I Requested By: hg (6 YAEC FOAE ' ~~.='ad to rescond by memo referrmg ident number of this report. I

P aqs s RESPONSE TO YAEC BLUE SHEET #047 We have evaluated the soundings on the Containment #I Liner, discussed in Blue Sheet #47, and have determined that the " Hollow" sound of the liner plate is not significant. The construction joint in the Containment Structure in this area is located at Elevation (-)21'-6" (as shown on FP 44775 and FP 44776). The approximate centerline of the hollow sounding portion of plate liner is also at Elevation (-)21'-6". Concrete preplacement checkout by Perini Engineers, Perini QA, UE&C Engineers UE&C QA, YAEC QA, and the Authorized Nuclear In'spector would have revealed any voids at that elevation. We have verified that soundings have not proven to be an accurate method of checking for voids, under or behind, base and liner plates. To substantiate this statement, the following outlines our previous experience on this subject. Case No. 1: Soundings were performed on the liner sump pump, the elevator ( pit and the recirculating water sump pit liner floors at El. (-)26'-0" in Containment #1. The liner floor in each case did have a definite " Hollow" sound. Exploratory holes were cut in all three sumps. The Recire, and the' pump sumps did have voids and were repaired. The elevator sump had no voids. As a precautionary measure, the liner sump floors were completely removed in Containment #2. Concrete was poured up locally to the underside of the sumps, the sump floors were installed and welded on the finished concrete. After installation soundings still yielded a " Hollow" sound. There obviously were no voids. Case No. 2: In Containment #1 Primary Shield Wall, soundings were performed on the Neutron Detector Embedded Plates and yielded a " Hollow" sound. A Site Approved Change (SAC 41/1507) was written in order to drill holes in the suspect areas. Again, no voids were found.

Yg 4 Q Cesa No. 3: Field Cenetruction Testing Procedure 2. " Procedure for Grcut Testing" was written to evaluate the performance of various manufacturers' non-shrink grout under identical conditions. Three different types of grout were placed under identical base plates. Soundings were performed on all base plates and several areas of the base plate produced a " Hollow" sound when struck. When.these questionable base plates were lif ted from the grout, there were no voids, only small air pockets which had an average depth of 1/8". Case No. 4: Many soundings have been done on pump bases (i.e. NCR's 661 and 779) and the results of exploratory drilling did not reveal voids in every case. Many cases revealed no voids or very minute gaps between the pump base and the g; out further proving that soundings do not result a true indication of the depth or existeace I of a void. In addition to the previous examples, we would also like to add the following comments: 1. Extremely small amount of shrinkage of concrete commonly occurs and will result in a " Hollow" sound. 2. Integrity of liner to function satisfactory under operating and accident conditions are not impaired. 3. During the placement of concrete, QC inspections ensure that placement and consolidation techniques result in no voids. No NCR'S were written for this pour. Therefore, based on the location of the joint, the unreliable nature of using soundings to determine if voids are present and the other reasons mentioned above, we conclude that there is not sufficient evidence that a void exists behind the Containment Liner and destructive testing is not warranted.

/* the painting contractor to omit paint from any liner areas with questionable surface conditions or potential defects. Another inspector observed the following Unit I construction activities: select soil backfill and compaction for the service. water pipes in the area between Units 1 and 2; application of water seal membrane and protective 4 '. cover below grade on diesel generator and waste process buildings; prepara-tion preceding concrete for the Primary Auxiliary Building south wall; containment spray pipe alignment and weld prep in the equipment vault safety injection pump tank weld and fit-up; containment interior slab at Elev. 25'/ concrete preparations; and rebar installation in the containment exterior wall. No items of noncompliance were identified; however, one item remains unresolved t as discussed below: An inspector observed four consecutive cadweld splices on a vertical outer-layer #18 rebar for the Unit 1 containment building exterior wall. These splices were identified as number 170 Rs and'were noted to occur between Elev. 4.5' and about 8.5'. Later the inspector was informed by contractor that other similar series of cadweld splices exist in the containment wall vertical and diagonal rebar. These were the result of replacing a rejected cadweld splice, when cut out, with two cadweld splices. Upon inspection and rejection of any replacement cadwelds, their successive replacement by two new splices has resulted in situations where a series of cadweld splice, now exist where origin' ally only one was required. The inspector requested that the extent and locations where _a.setig_s of more'than two caoleC' 4efiHdd,- e61iiaTs'd, and70stified~y one was 6r~iginally detailed to.be Jslices frrtreen pro 6de'divhen onl~.tikTpa into account the accept:able concrete crack size resul.tinj7rnmWMi'al excess sta.in ajBtimulation across each location where series 7 spUceJ~sifst~on one rebar. The inspector also questioned what causes~hTve li en attributed to7fielumerous visual rejections e ~ of cadweld splices and what corrective actions have been taken by the licensee to reduce this reject rate. Subsequently, it was learned that a UE&C ECA (10/0041B) is to be is ued changing the method by which cadweld end void measurements are taken to bring these measurement technicues in line with the ERICO intent and avoid the unnecessary conservatism leading to the high reject rate and multiple replacement splices. Pending review by the NRC of the requested justification for acceptance of existing numerous cadweld splices in series without any apparent specified limit; NRC examination of the new cadweld void measurement techniques; and NRC evaluation of any further licensee corrective action, if justified, this item is unresolved (443/80-12-01). D -,-.-_-,..y,m, -,.-..m,

3 i /

2., Plant inspection-Tours (Units 1 and 2)

The inspectors observed work activities in-progress, completed work and plant status in several areas of the plant during general inspections of the plant. i i The intrectors examined work for any obvious defects or noncomp1tince with Particular note was taken of regulatory requirements or Itcense conditions.the presence of qua as inspection records, material identification, nonconfonning material The inspectors identification, housekeeping and equipment preservation. interviewed craft personnel, supervision, and quality inspection personnel as such personnel were available in the work areas. Specifically, the inspectors examined the control and acc Reinforcing steel delivery and installation and Regulatory Guide (RG) 1.10. cadwelding operations were witnessed in Units I and 2 containment building areas, as were welding activities on the Unit 2 eleventh containment liner ring. The temporary installation and support of the Unit 1 main steam and feedwater An inspector witnessed fabrication piping inside containment was observed. activities for the Unit 1 pipe w restraint schedules and drawings for adequate control of material, location, An embedded plate in the primary shield wall which and assembly details. was designed for interface support of restraint PW-201-2 was visually checked for correct size, orientation and location and ultrasonically examined for Revision 2, at:d proper thickness, with reference to UE&C drawings F104036 i g F104075, Revision 5. I Also, a regional inspector accompanied licensee and NRR geologist personnel I 19,1981. on a tour of the two nonsafety-related cooling water tunnels on October Bed rock features on portions of the completed machine-bored tunnels, currently being lined with fonned concrete, were observed. No items of noncompliance were identified. Licensee Action on Previous Inspection Findings 3. (Closed) Unresolved item (443/80-12-01): Justification for multiple continued cadweld splices in series - NRC inspection report #443/81-07 a. this item unresolved pending the following: Licensee concurrence in UE&C technical evaluation and conclusion that 1. the effect of multiple splices in series in Unit I containment shell is insignificant. NRC technical review of the potential effect that multiple cadwelds, as ~ 2. located, have upon the containment shell concrete. j The Licensee concurred in the UE&C evaluation of the significance of 1

Also, multiple cadwelds on containment concrete shell crack control.

the NRC has reviewed the UE8C technical evaluation and recomends that one of the areas with multiple splices be selected to perform crack-mapping during the containment structural integrity test (SIT). At this inspection the licensee comitted to identify one of the areas with multiple splices as one of the five areas to be mapped according to L

4 Regulatory Guide 1.18. The inspector was infomed by the licensee that i this will be entered into YAEC's computer program of long tena verification items to assure that the aforementioned test and evaluation 'of that area is perfomed. Since any future potential safety concerns would be. identified by the $1T and its data analysis, the inspector c'onsiders this item currently closed. b; (Closed) Noncompliance (443/80-13-03): Field initiated design changes / controls for rebar cadweld splice stagger. The inspector reviewed UE&C EngineeringChangeAuthorization(ECA) 01/2127A and noted that it had been incorporated by interim procedure change into the affected Perint QC procedure, QAP 10.3, Revision 5. The corrective actions documented in the licensee response to the NRC Notice of Violation were confirmed. This item is closed. c. (Closed) Noncompliance (443/81-01-02): Lack of skewed fillet weld acceptance criteria. The inspector reviewed ECA 25/0327A Pullman Field Instruction FI 103 (Revision 1) and Pullman Procedure JS-1X-6 (Revision 2) to substantiate procedural controls over the handling of ASME Section III skewed fillet welds. Various random field inspections of ASME NF support installation confirmed that welders were installing welds and that QC inspection was being accomplished in accordance with the newly established criteria. The inspector verified the conduct of i training in this area. This item is closed. i d. (Closed) Noncompliance (443/81-03-02): Unspecified pipe, support weld g lengths - Also reported as a potential significant deficiency under 10CFR50.55(e). The inspector examined ECA 25/0559A and noted the. issuance i of revised pipe support details for approximately 24 hangers, to include i minimum weld length criteria. Discussions with Pullman engineering and QA personnel confimed that official Requests For Infomation to the A/E would be initiated for any welds for which weld lengths were undefined and could not be determined dimensionally. The licensee investigation of this design deficiency uncovered no actual cases of installed supports with inadequate weld lengths. l Based upon the scope of Itcensee corrective' action, evidence that previous i hanger installations are adequate, and revisions to the contractor i procedure (Pullman JS-IX-6) controlling the welding of safety-reinted' i pipe supports, all aspects of this issue, both as a noncompliance and a i potential significant deficiency are considered closed. (Closed) IJnresc1ved item (443/81-05-03): Regenerative Heat Exchanger e. bolting and torquing to ASME and design considerations. The inspector reviewed the following documents which confinned that the regenerative ~ heat exchanger and any other poter,tially affected ASME Section III items which are supported by noncode anchor bolts, have been considered with regard to design torque and 11F bolting requirements and installed i accordingly. -- UE8C Memo S/L CE-1491 (10/8/81) -- ECA's 01/1875D, 01/2461B, 01/2737A, and 08/1166A Since the A/E has confimed code applicability to the component / bolt

i ( .) s j CONTAINMENT STRUCTURAL INTEGRITY TEST s SEABROOK STATION - UNIT 1 APPENDIX M c CHRONOLOGICAL LOG f d 1 J 1

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., so' WA sJnk s?J JAww dia ak dum. En r2t/e m - .i u a4J K oJ rAuu. w A wsaetA' KV 38El J L 2 L srr> t%$ YEA Wa Mm unis a As~~ L Peda) Ad tdLA ph 2.ief L mLL a raA W % cA A L - s/'n a ny J eu % en fe ~ s/ ! a n a,X X m m s/J/ Dak ~ L V I I i Edutu-~ a.n </ e, A 6 ?l 2 /a J -n % ~ m Ad4 kJ d>-- Y $du J L $MJ'm 74/ Pered AL A la. }luJ b nuaer/ '~71< AL tA4 AJ Vn GoW E5G.Jska af 69so a .I?evs % n A,. u ~ U ia r.fu A :, L ae/ m r.sc & L A A.- o 3./ A <~ W W. A?4Lt-nu n ~ d'. L 4.2.1 L Aa d At< !La ~/ biEw NuA,.w % rdJ f W { d<a Lu.n.L o.4s%uldstLE & L~na - Nh..o tL AJ .. <Au-- L~A~14-e u. o.sok.(acna/= o. iD *F ) er l NOTE: Init.ial each ehtry. i -. ~ TPI-64-F04 REV. 4 i Test No: PT-37./ Sheet Id of _ // CHRONOLOGICAL LOG Date/ Time Entry WW A'u/ de?Y & /L W Sk Alhe . IaA% m, Swu& I ( Bu.re a<.t d Adu 4t/NA, llCL. ^>u Y M.wh d i v v v A ^2 84/4 bet &. % Y" A & sa f dlLu a:&s e d m de4 & L L / lAfrAtj5-Yd F*- $If ad$kLTD .o k M A sks oe& /'f Ndw $.WWu W <- d s + DV-,3 Y A d4.A ~ M& % & J /' 1 i - Jby AA 2 d MeL aAln w YJAdd A1acL U Ed-r .e d *, Y/d dsr e d h w (- l den 6. 2. L) W h &.b/ h< bu<< w AY heucd $Ah t.'~,s m.u LJ ' !de.A. CUEb o d Coriat,, f ATc d -tt "W D,:L c: c.T o.7 h Relie*d Ch'? J b o b Ncd.c~ u k- - 'W h~<.a 2 is-u a,A s.,a,ura A I p d m., s t w A &.s. ) /t3d 3il% 4 /]2d 2 tf-ne w. i A ne o. u m J s s.s w + xb n Yu Nls.w f />L ! J L 2 2 '. th h*W b -Y$$$0 W ( M: Init.ial each entry. TPI-64-F04 REV. 4 Test No: 87-37,( _ _ _ _ i Sheet / 5 of // e4 CHRONOLOGICAL LOG Date/ Time Entry Y I NW L ~c' Ash] Naffd ~= s< J4/ kt .Z24i~ _kt/m. W./M. t% ka::un u2Wu d - M3ff.ccQ /'d at4/ l'/'/d oSo 774 scf/dm J J.,$ 0 7 7v K eq. r) M' To pr 4 : r.o so v a es 1 < c t.q c '~ = 0.00/74 v A nah. M.w fwl did7 /ur d 41. hsa i% 5 4 - a M A ) s J an _ edm w d.7. 7s Ye a' m //' i 7ffl 4 :, //Jr ge 4 . //as' - 6. ast?& = / d 7 5 p-- 4 m 4'cl i2l' L ' e n' / at/ Mu.i d f.2 avAd e+d[ ul<.r.1 Y5'on~L-...-- da. A . h <w .<c AaA I R&/ nr dst & xwAd. f6 ?Y [A..ih,b m.a a ~. /A.Ja aV'sa w.s Aede$ w J ed lid MW' $sLitw lA*D SJ 4 7'l ccFm,u d f/ A & /., A M 4 : ant u2'W"I . A.,i s d b v 7, aduAda (pr.n /.s.' l s-.(' euuiJ Ant 44 ndad ). ALYm ide nr a,, 6. y'2. L /S.J. seEm. Oh.44' W /3 ar~ - n'sL u ,.o A l& A fi n $~ kr.o (N"- W M Im' o Nfin m/'. M a s,a G u < e i s~ w. ia.$'. IS6 %l-( NortE: Inittal each entry. D' l - f T-3 ']. I /51 of /s b of JP INSTRUMENT SELECTIOtJ GUIDE THE ItJSTRUMENT SELECTION GUIDE MUST BE LESS THAN OR EQUAL TO 25*/. La AT THE END OF THE ILRT ACT I','E PRESSURE SENSORS = 1 PRESSURE LOOP REPEATABILITY =.0010 ACTIVE TEMPERATURE SENSORS = 26 TEMPERATURE LOOP REPEATABILITY =.051 ACTIVE DEWPOINT SENSORS = c DEWPOINT LOOP REPEATABILITY =.500 257. La .038 % PER DAY = CALCULATED ISG = .0049 % PER DAY (24 HOUR) MItJIMUM ILRT DURATION BASED UPON ISG CALCULATION = 3. *. HOURS ll ' O S bh Wk fB '/ D TPI-64-F04 REV. 4 Test No: PT-37./ I Sheet /h of // CHRONOLOGICAL LOG Date/ Time Entry Yw W Y& $3>>& /M 6 ?% Axl A vz -4. _ six. nia Wh 0 A d 90%', H D. J.y cdc/t i M e1. m /C M. W Y Y id>5!A o/ m k.l?w & &

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