ML19276H137

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Reactor Containment Bldg:Ring Girder Surveillance Test 1 Yr After Structural Integrity Test. Prepared for Met Ed
ML19276H137
Person / Time
Site: Three Mile Island Constellation icon.png
Issue date: 07/09/1975
From: Herr J, Klingaman R
GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT, METROPOLITAN EDISON CO.
To:
References
GAI-1872, NUDOCS 7910100615
Download: ML19276H137 (26)
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gal Report No.1872 THREE MILE ISLAND NUCLEAR STATION UNIT 1 REACTOR CONTAIN;VIENT BUILDING RING GIRDER SURVEILLANCE TEST ONE YEAR AFTER S.I.T.

METROPOLITAN EDISON COMPANY SUBSIDI ARY OF GENERAL PUBLIC UTILITIES CORPORATION

!120 136 PREPARED BY GILBERT ASSOCIATES , INC.

RE ADING, PENNSYLVANI A

July 9, 1975 GAI REPORT NO. 1872 THREE MILE ISLAND NUCLEAR STATION UNIT 1 REACTOR CONTAINMENT BUILDING RING GIRDER SURVEILLANCE TEST ONE YEAR AFTER S.I.T.

METROPOLITAN EDISON COMPANY Subsidiary of General Public Utilities, Corp.

Prepared By: , , N J. C. Herr Metropolitan Edison og# /.

Approval By: / '/// M/l///A R. M. [ ngama Gilbert Associates, Inc.

525 Lancaster Avenue Reading, Pennsylvania DLS

l20 137 GILBERT 45$UCIATES,1.%C.

s TABLE OF CONTENTS Section Title Page 1.0 SYNOPSIS 1

2.0 INTRODUCTION

1 3.0 ACCEPTANCE CRITERIA AND CONCLUSIONS 2 3.1 ACCEPTANCE CRITERIA 2

3.2 CONCLUSION

S 3 4.0 TEST PROCEDURES 4 4.1 STRAIN GAGE READINGS AROUND RING GIRDER 4 4.2 VISUAL INSPECTION FOR CRACKS IN CONCRETE 4 4.2.1 Crack Patterns in Selected Whitewash Areas 5 4.2.2 Cracks in Concrete Around Doce Tendoa Bearing Plates 5 5.0 DISCUSSION OF RESULTS 5 5.1 RESULT OF STRAIN GAGE READINGS 6 5.2 RESULT OF CRACK INSPECTION IN WHITEWASH ARFAS 6 5.3 RESULT OF CRACK INSPECTION AROUND DOME TENDON 3 EARING S PLATES 6.0 PROBLEM AREAS AND DEFICIENCIES 8

7.0 REFERENCES

10

'420 i38 GILBERT 4$50CIATES 13C.

LIST OF TABLES TABLE 1 REACTOR BUILDING RING GIRDER REINFORCING BAR STRESSES (KSI)

TABLE 2 RING GIRDER STRAIN GAGE READINGS, MAY-JUNE, 1975 TABLE 3 CONCRETE CRACKS ADJACENT TO DOME TENDON SEARING AREAS - SW QUAD TABLE 4 CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS - SE QUAD TABLE 5 CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS - NE QUAD TABLE 6 CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS - NW QUAD LIST OF FIGURES FIGURE 1 RING GIRDER SURVEILLANCE FIGURE 2 CRACK PATTERN ARF.A AT AZIMUTH 175 AREA NO. "120 FIGURE 3 CRACK PATTERN AREA AT AZIMUTH 20 AREA No. 131 0

FIGURE 4 CRACK PATTERN AREA AT AZIMUTH 320 AREA No. 132 FIGURE 5 CRACK PATTERN AREA AT AZIMUTH 350 ARE.A NO. 133

'd20 159 ,

GILBERT 4$50CIATES. INC.

1 1.0 SYNOPSIS The Three Mile Island Nuclear Station Unit 1 (TMI-1) ring girder section of the reactor building was subjected to a surveillance test during the period from May 2, 1975 through June 9, 1975. The purpose of this test was to demonstrate continued confidence in ring girder construction and repair, in accordance with TMI-1 Technical Specification 4.4.2.2., one year after the Structural Integrity Test (S.I.T.).

The stresses in those reinforcing bars being monitored by su,.;in geges do not exceed the allowable tensile stress and have not I

changed appreciably since the last test.  !

None of the observed concrete cracks are greater than 0.008 inch wide and most are less than 0.005 inch wide.

These observations indicate that the ring girder is fulfilling its design function one year af ter the Structural Integrity Test.

Collection of data from the reinforcing bar strain gages and inspection of the concrete cracks was performed by Metropolitan Edison Co=pany with the technical assistance of Gilbert Associates, Inc.

2.0 INTRODUCTION

The objective of the ring girder surveillance test was to establish the stress in selected reinforcing bars in the ring girder area, to inspect the crack patterns in selected areas on the ring girder, and to inspect for cracks in the concrete around all of the,jdgn : np c!LBERT A$$UCIATES. INC.

2 bearing plates. Information was obtained during the test to be compared with similar infor=ation collected during the prestressing operation and the Structural Integrity Test and to form base infor-mation for future tests. The test was performed as the second inspection - one year after the Structural Integrity Test.

Testing was performed in accordance e# th procedural requirements as set forth in Reference 1.

Results of prior ring girder surveillance tests during prestressing are contained in Reference 2, those during the S.I.T. are in Reference 3, and those Six Konths Af ter S.I.T. are in Reference 4.

This present surveillance test confor=s with the commitments of the

" Report on Contain=ent Ring Girder Construction and Repair," and its subsequent addenda, originally filed December 3, 1971 with the Directorate of Licensing of the United States Atomic Energy s Co=sission and complies with the requirements of IMI-l Technical Specification 4.4.2.2.

3.0 ACCEPTANCE CRITERIA AND CONCLUSIONS 3.1 ACCEPTANCE CRITERIA Acceptance criteria established prior to the test and specified by the TMI-l Technical Specification 4.4.2.2 and the TMI-l Surveillance Test (Reference 1) are:

a. The difference or deviation between reinforcing bar stresses, for the sa=e strain gage, shall not exceed 111,300 psi when a comparison is made between the current readings and the data obtained i= mediately after full prestress. Any deviations in GILBERT 4$50CIATES. INC.

1470m , 1, 3A1 3

3 reinforcing bar stresses which exceed the acceptance criterion shall be reported to the Station / Unit Superintendent for evaluation and resolution.

b. Any crack width greater than 0.010 inch in the four 6 ft x 12 ft whitewash areas shall be reported to the Station / Unit Superintendent for evaluation and resolution.
c. Any crack width great .e than 0.010 inch in the concrete around all dome tendon bearing plates shall be reported to the Station /

Unit Superintendent for evaluation and resolution.

3.2 CONCLUSION

S Data collected during the present test substantiates that the ring girder is fulfilling its design function.

a. Deviation between reinforcing bar stresses, for the sane strain gage, does not exceed +11,500 psi and is acceptable. The largest deviation, for the same strain gage, is +3,000 psi.

For a " sister bar" strain gage the largest deviation is +7,800 psi.

b. Cracks in the concrete surface in the four whitewash areas at azimuths 20, 175, 320, and 350 degrees are all less than 0.010 inch wide and are acceptable. None of the cracks observed are greater than 0.008 inch wide, and most are less than 0.005 inch wide,
c. Cracks in the concrete surface around all accessible done tendon bearing plates are less chan 0.005 inch wide which is less than the acceptance criteria of 0.010 inch and is acceptable.

s Gn.BERT Assoc 14TES. INC. 'A20 -

1A3

L 4.0 TEST PROCEDURE 4.1 STRAIN GAGE READINGS AROUND RING GIRDER Strain measurements were made at fourteen locations on both hoop and vertical reinforcing bars (see Fig .re 1). Readings were also taken on the 'hister bars"in accord with Reference 1, Section 6.3.1.1.

For detailed account of the procedure see Appendix II of Reference 4.

Table 2 presents Strain Gage Data.

Stresses (Table 1) have been computed using the formula:

0=ExC where c = Stress (psi) 0 E = Modulus of Elasticity (29 x 10 psi) c = Strain (in/in). The strain listed in Table 2 is microstrain.

-6 or that value times 10 (i.e., sierostrain listed as

-6 66 = 66 x 10 in/in).

Portable strain indicator, BEL Model 120C, wasused to measure strain.

Si=pson 160 Multimeter was used for ground readings. External temperature readings were taken with an Amprobe Faste=p Temperature Indicator Model T151.

4.2 VISUAL INSPECTION FOR CRACKS IN CONCRETE An optical comparator was used to measure the cracks in the concrete.

Only those cracks 0.00f inch wide, or larger, were measured to be recorded.

c!LBERT 45SOCIATES. INC.

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5 4.2.1 Crack Patterns in Selected Whitewash Areas During the previous tests the four 6 ft x 12 it areas between elevations 439 f t and 451 f t and centered on azimuchs 20,175, 320, and 350 degrees, had been whitewashed and plotted in a 1-foot grid. For the purposes of the present test no new whitewash was applied. All presently visible cracks were measured and charted on appropriate data sheets (see Figures 2, 3, 4 and 5) .

Reference 4, Figure 4, Tendon Nos. 306, 307, and 308 were incorrectly identified and should have beenlabeled as 307, 308, and 309 but show proper crack patterns. This has been corrected in Figure 3.

The number of cracks between 0.005 and 0.008 inch wide were compared with information collected during the prestressing operation, Structural Integrity Test, and Ring Girder Surveillance Test Six Months After S.I.T.

4.2.2 Cracks in Concrete Around Dome Tendon Bearing Plates All of the visible cracks around the accessible doce tendon bearing plates were visually inspected, and a description of their location, direction, and size was entered on a data sheet (see Tables 3, 4, 5 and 6).

5.0 DISCUSSION OF RESULTS 5.1 RESULT OF STRAIN GAGE READINGS As theorized in Reference 1, Section 6.3.1.1, some of the strain l

gages have beco=e inoperable, or have questionable readings. On '

the main bars, of the 23 functioning strain gages at full prestress, 13 have meaningful readings for this test. " Sister bar' data was used ,

I I

'd20 144l i

I CILBERT 45$0Cl4TES. ISC.

6 for calculating the stress in five reinforcing bars, as noted in Table 1, giving =caningful readings for approximately 78% of the original 25 functioning gages. As stated in Reference 4, Section 5.1, this tends to cloud the credibility of the data, and indicates that less information will be available in future tests.

The selection of valid readings is made difficult by the deficiency noted in Section 6.0-c. Stress values selected for Table 1 were l

based on ground readings from Table 2 and Reference 3, Appendix I, '

Table I.

I l

None of the deviations in stress between this test and after full l l

prestress is greater than i 7,800 psi. By deleting the data for the f

" sister bar", the largest deviation is +3,000 psi, -2,300 psi.

This data is well within the acceptance criterion of 111,500 psi.

5.2 RESULT OF CRACK INSPECTION IN WHITEWASH AREAS None of the cracks observed in the whitewash areas of the ring girder are greater than 0.008 inch wide. Most are less than 0.005 inch wide.

The cracks are random in pattern and characteristic of shrinkage cracks with the lack of any stress cracking.

Comparing the plotted cracks in Figures 2, 3, 4, and 5 with those plotted for the Six Month Af ter S.I.T. test, the following comments  !

apply:

Area No. Comments 120 (Fig. 2) 25 Additional cracks between Elev. 445 ft and e

448 ft, total length approximately 60 1gchp .

3 r- ,

comssucims. isc. I

7 Area No. Cecments 131 (Fig. 3) 'Jhitewash crack pattern unchanged.

132 (Fig. 4) 10 additional cracks between Elev. 440 ft and 451 ft, total length approxi=ately 75 inches. ,

i i

133 (Fig. 5) 7 additional cracks between elev. 445 ft I

and 451 ft, total length approximately 50 inches Three old cracks have decreased in width to less than 0.005 inch.

(Section 5.3 discusses cracks around dome tendon bearing places.) ,

l The additional cracks represent approximately a 5% increase in l

hairline cracking of the white-washed areas. New cracks are less than 0.005 inch wide.

For this test, the quantity of cracks in the range of 0.005 to 0.008 inch has decreased as shown in the following table:

Period No. Cracks 0.005" to 0.008" After Full Prestress O S.I.T. - 30 psi 0 S.I.T. - 63.3 psi 3 S.I.T. - 7epressurized to O psi 0 Six Months Af ter S.I.T. 9 One Year After S.I.T. 6 These surface shrinkage cracks are less than 0.010 inch and do not impair the ability of the concrete to function as intended in the design.

I I

G!t.BERT 45 SOC 14TES 1.5C. *4 '

S 5.3 RESULT OF CRACK INSPECTION AROUND DOME TENDON 3 EARING PLATES The cracks observed in the concrete surface around the accessible done tendon bearing plates are less than 0.005 inch wide. Tables 3, 4, 5, and 6 give the locations of these cracks.

As is characteristic of shrinkage cracks, these cracks are random in location with respect to the tendon and lack stress cracking.  ;

The previous tests inspected the area around the do=e tendon bearing plates and no cracks were noted over 0.005 inch wide, except for one case described in Reference 4, Section 5.3 (Tendon D-303, southeast quadrant).

9 i

The section of concrete which was broken off Tendon D-303, Southeast '

Quadrant, is scheduled to be repaired in the su=mer of 1975. I Cracks exist in the concrete of 124 do=e tendon bearing areas.

During the Six Month After S.I.T. test, 71 areas had cracks. In the 284 observed areas, there are 18.7% more doce tendon bearing areas with cracks at the end of this inspection period. As previously noted, these are less chan 0.005 inch wide and characteristic of shrinkage cracks.

6.0 PROBLEM AREAS AND DEFICIENCIES i

The following problem areas and deficiencies were encountered during I 1

the surveillance test.

a. Ten (10) do=e tendon bearing areas are blocked from inspection

~

by the vent stack at buttress no. 5, and therefore can not be inspected for cracks. Therefore, 97% of the 294 doce tendon i

1 4 9 q' jf7 c!LSERT A550CIATE$.13C. 1

9 bearing areas were inspected for concrete cracks, which provides a good representation of all bearing areas. This has been notad in Reference 4

b. Strain gage readings from thirteen (13) =ain reinforcing bars are questionable due to low ground values. The " sister bar" is still available for five of these. This indicates an inaccurate ground reading or an electrical short in the leads and/or strain gages. As stated in Met-Ed's letter of May 31, 1972 to Mr. A. Giambusso, Directorate of Licensing, U.S. Atomic Energy Commission, "It should be pointed out that every effort will be

=ade to read the strain gages; however, we have no guarantee that the gages will continue to operate throughout the duration of the program." This has been noted in Reference 4.

c. Ground readings were not taken with a sufficiently high capacity resistance seter. The reading of the Simpson 1o0 Mulifmeter's (used for this test) highest numerical reading is thirty =egohns.

The next higher reading is infinity. The level of assurance that the gage is not grounded is not as high as in past tests.

The Surveillance Procedure will be changed to specify that a sufficiently high capacity resistance necer be used for future tests.

d. Due to misinterpretation of Reference 4, Appendix II, Figure 7 the connections to the BLH Steam Indicator were =ade improperly during the taking of raw data and the readings consequently were reversed in sign convention. When the error was discovered, i

che 3LH Indicator was then reconnected to co_ of the strain CILBERT 4$50C14TES (NC.

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10 gages in accordance with Reference 4 and the reversal of signs was verified. Sign convention in Table 1 and Table 2 is proper.

The Surveillance Procedure will be modified to include a limit and precaution on connection of leads to the strain indicator.

7.0 REFERENCES

1. Metropolitan Edison Co., " Ring Girder Surveillance Program",

IMI Surveillance Test No. 1303-8.2, December 1973.

2. Metropolitan Edison Co., "TMI-l Reactor Building Ring Girder Surveillance Report", November 12, 1973.
3. Gilbert Associates, Inc., "TMI-l Reactor Containment Building Structural Integrity Test", Report No. 1838, Metropolitan Edison Co., June 15, 1974.
4. Gilbert Associates, Inc. , " Reactor Containment Building Ring Girder Surveillance Test Six Months After S.I.T.," Report No. 1855, Metropolitan Edison Co., November 8, 1974

'.21] 149 CILBERT 4350Cl4TES. I.NC.

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TABLE 2 .

TilREE IHLE ISLAND UlllT I RlHG l>#RDER REINFORCING DAR STRAIN GAGE READINGS, MAY - JUNE. 1975 (ADJUSTED FOR THE INITIAL ZER0 TO Tile PRIOR-TO-PRESTRESS CONDITIONS OF MAY 13, 1973)

HAIN GACf itEVAll0N AllWUitl SIRAIN (p INCH /lNCH) GROUND (011W5) _

TfMRAluRE N illlE LOCAll0N (fi) (a) EXIERNAL INTERNAL REDAR SISTER B AR Rf8AR SISTER BAR DAT HOUR AIR SKIN AIR

$2 H00P 435 108 95 lid = - 78 78 l18 1045

$2 VtRI 435 108 -600 " 5-0 108 50K 73 73 1030 53 Il00P 43h 24h C 2368E 300K ~

82 84 104 6-9 1530 h3 Vfill 435 24h -20 -78 300K "*

$4 Il00P 435 3h2 253 258 30W B0 78 84 6-G 1345 54 VfHI 435 3h2 C $8 30W ~

hh Il00P 440 108 _g40 _34E 500K ~

77 75 IIB 5-0 10l$

$$ VIRI 440 108 3100 -142 30W = 74 72 1020 SG HOOP 440 245 1980 4G6 ~

IW SG B0 104 6-9 lbl5

$6 Vtki 440 245 -4220 -404 350K '"

82 84 1530 Si il00P 440 352 203E l390 - 500K 80 78 84 6-6 1345

$7 Viki 440 3 ',2 8 310 f =

50 1100P 44G 108 A A A A 50 VtHI 446 108 264 B; - - 74 80 l18 5-9 0945 59 Il00P 44G 245 155 124 81 78 104 6-9 I330

$9 VtHI 44G 245 750 333 600K ~

74 7G J gG 00 l!00P 44G 352 3140 ll;50 hu 2W 76 76 84 6-G 60 Viki 4 411 352 5000 9050 GW 750K 1130 129 1100P 44G 00 A A A A 129 VtHI Igy 81 74 IIB 5-9 1345 44G 00 -830 320 E 130 Il00P 44G 320 1240 130E 10W = G8 70 5-13 1030

'" ygg 130 VtHI 44G 320 74 750 30W GG 64 5-9 1525 GI il00P 452 108 12 C ~ C 77 77 1530 61 VIHI 4h2 108 72 69 ~ ~ 75 118 5-8

., 77 1430 s 1i2 Il00P 452 245 -7h0 2G 50K '"

bJ S2 VIRI 452 245 178 0 f

01 78 104 6-9 1330

'> li3 Iluur 452 3h2 BG 21 63 VfHI 452 352 105

[ ] 75 12 84 6-6 1110 102 NOIES: A. NO CACE INSTALLED AI IHl3 LOCA110N. E. Alill0UCH C000 GROUND READING FOR 1111S TEST, D. CAGE DESIR0fE0 DURING CONSIRDCil6N. READING QUESil0NA8tf 00E 10 LOW CROUND IN C. GAGE IN0PERAllVE. PAST IESTS.

D. REA0lHC QUESil0NABLE DUE 10 LOW CROUNO.

. HOUND READING NOT MEANINGIR M 10 8.

TABLE 3 CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS Southwest (S .W.) Ouadrant is::. ,.

< /.

<~<~4 u-.--- GGGGGGGGGGGGGGGG x-< -aa-<---

GGGGGGGGGGGGGGGGGGG

- << ------- -- xx-1 GOGO

x. x x. .r. .<. GGGGGGGGGGGGGGGC{GGG

-- x < < x x x - x - - - < - s N e <-wE.c6

  • dQ Areas with cracks noted thus: V LEGEND FOR CRACK LOCATION 1st Letter 2nd Latter 3rd Letter H = Horizontal L = Lower R = Right V = Vertical C = Center L = Left C = Across Corner U = Upper C = Center Tendon Crack Tendon Crack Tendon Crack No. Location Ramarks No. Location Remarks No. Location Remark:

109 (Note 3) 133 HUR 325 CLL,VLC.VLR 110 (Note 3) 134 VUC 326 CLL2VI.L 111 -

135 VUC 327 VUR,VLL,HLR 112 -

136 -

328 VLL,VLC,VUR 113 -

137 -

329 VUR,VLL 114 -

138 -

330 VLL 115 VLL 139 -

331 CLL 116 -

140 -

332 -

117 VLR 141 -

333 VLL 118 VUR,VLR 142 VLL 334 -

119 VLR 143 CUR 335 -

120 VUR 144 -

336 -

121 -

145 -

337 -

122 VLR 146 -

338 -

123 VUR VLR 147 HUR 339 CUL 124 VUL,VLR 148 HUR 340 -

125 -

149 -

341 -

126 VUL,VLL 243 127 -

(Note 3) 342 CUL 244 (Note 3) 343 HUL 128 -

245 ELR 344 HUL 129 -

246 HLR 345 HUL,VUR 130 -

247 HCR 346 HUL 131 -

248 HUR,HLR 347 CUL 132 -

249 HUR,HCR 348 -

349 -

NOTES

1. All cracks are less than 0.005 in. wide.
2. Unless otherwise noted the cracks extend from the natal bearing place across the adjoining te, to four inches of concrete.
3. Bearing area blocked from inspection by vent stack.

1 4,a L.'J 152

TABLE 4 CONCRETi CRACKS ADJACENT TO DOME TENDON BEARINC AREAS Southeast (S .E.) Ouadrant GGGGGGGGGGE-SEC~SEE6GGGG66 z u xx--- u- n----------

eGGGGGGG

@@6666663666666636366E@6 x - u --- s u z a < u u a n-6668666060006066

< <--- <u <ax Areas with cracks noted thus: V LEGEND FOR CRACK LOCATION 1st Letter 2nd Letter 3rd Letter E = Hori: ental L = Lcr.rer R = Right V = Vertical C = center L = Left C = Across Corner U = Upper C = Center Tendon Crack Tendon Crack Tendon Crack No. Location Remarks No. Location Remarks _Y o . Location Remarks 142 -

226 -

'J1 -

143 -

227 -

302 HUK HLR,HCR.HLL 144 -

228 303 HUR,VLR (Note 3) 145 -

229 -

54 VUR,HCR HLR,VLR 146 -

230 -

305 CUR,11LR 147 -

231 -

306 HLR,HCR.HUR 148 -

232 -

307 VUR 149 -

233 -

.08 HUR,HCR,VLR 210 CLT 234 -

309 -

211 CUR 235 -

310 CUR 212 CUR 236 VUR 311 CUR 213 CUR 237 -

312 CUR 214 -

238 -

313 CUR 215 HUR 239 VLR 314 CUR 216 HUR 240 CUR 315 EUR 217 CLT 241 -

316 -

218 CUR 242 -

317 -

219 -

243 -

318 -

220 -

244 _

319 _

221 -

245 CLL 320 CUR,CUL 222 -

246 HUL 321 CUR 223 VUL 247 HUL 322 -

224 -

248 EUL 323 -

225 VLT 249 CUL 324 CLL NOTES

1. All cracks are less than 0.005 in. wide.
2. Unless otherwise noted the cracks extend from the natal bearing plate across tL adj oining two to four inches of concrete.
3. On center of right side, concrete broken off as described in 5.3 of Reference 4 '

'^20 153

TABLE 5

. CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS Northeast (N.E.) Ouadrant r ..

CGGGGGGGGGGGGGGGGGGGGG/2GGGGGGGGGtW90e s e s

=-<---------<<<x1<<--

CG6C4CGGG OOOees.szGGGGGGGGGGGGG xa- ncomau.s<-- << -

+

Areas with cracks noted thus: 7 LEGEND FOR CRACK LOCATION 1st Letter 2nd Lettg 3rd Letter H = Horizontal L = Lower R = Right V = Vertical C = Center L = Left C = Across Corner U = Upper C = Center Tendon Crack Tendon Crack Tendon Crack No. Location Remarks No. Location Remarks No. Location , Remarks 101 - 125 - 208 HUR 10 2 CUR,VLR 126 - 209 VLC,VLR,VLL 103 VLL 127 CUR 301 -

104 VUL 123 - 302 EUL 105 CUR 129 -

303 hTL 106 -

130 VUL,HUR 304 -

107 CUR VLL,VLR,VUL 131 - 305 -

108 VUC 132 -

306 hTL 109 HUR 133 -

307 HUL,HLT 110 - 134 -

308 HUL 111- VLL,VUL 135 -

309 hTL ,\1L 112 VLL 136 -

310 HUL,VLL 113 VUR,VLL 137 -

311 VUL VLR (Note 3) 114 VUL 138 -

312 WL (Note 4) 115 -

139 -

313 HUL,VLL 116 -

140 -

314 HUL 117 -

141 -

315 VUL,HUR 118 -

201 -

316 -

119 -

2J2 CUR.VLR 317 -

120 -

203 CUR,VLR,CUL 318 -

121 -

204 ELC 319 VUR 122 -

205 'CTJR 320 vUR 123 -

206 HUR 321 -

124 -

207 -

322 -

NOTES

1. All cracks are less than 0.005 in. wide.
2. Unless otherwise noted the cracks extend from the =etal bearing plate across :he adjoining two to four inches of concrete.
3. Five cracks less than 0.005 in. radiate dcun from :he bottom of the bearing plate, spaced approximately five inches on centers and ter=inating about ene inch from the edge of the bearing plate.

.. Four cracks - si=ilar to those described in NOTE 3. 'A20 154

TABLE 6 CONCRETE CRACKS ADJACENT TO DOME TENDON BEARING AREAS Northwest (N.W.) Quadrant ,,,

= G@6GOG b+4-G66EE666666EGGGG EGEGNA c - - -.a 94*4G666666SS66Ge

< an--- <- x<- w eGGOGO

__<<x-ECGO66CGG64CGG

.,,-o ..,,

Areas with cracks noted thus: 7 LEGEND FOR CRACK LOCATICN 1st Letter 2nd Letter 3rd Letter E = Hori: ental L = Lower R = Right V = Vertical C = Center L = Left C = Across Corner U = Upper C = Center Tendon Crack Tendon Crack Tendon Crack No. Location Remarks No. Location Remarks No. Location Remarks 101 -

219 -

325 VUL,VUR.VLL 102 CUR 220 -

326 VUC,VLL 103 -

221 -

327 -

104 -

222 -

328 VUL 105 -

223 -

329 VUL 106 (Note 3) 224 -

330 -

107 (Note 3) 225 -

331 -

108 (Note 3) 226 -

332 -

201 -

227 -

333 -

202 -

228 -

334 HUR 203' -

229 -

335 CUR,VLR 204 -

230 CUR 336 CUR 205 -

231 -

337 -

206 -

232 -

338 UR 207 -

233 -

339 rild 20 -

234 -

340 -

2 CLL 235 -

341 -

1. JJ CUL 236 -

342 KUR 211 CUL 237 -

343 -

212 -

238 -

344 -

213 -

239 -

345 -

214 -

240 (Note 3) 346 HUR 215 -

241 (Note 3) 347 FUR,EUL 216 -

242 (Note 3) 348 CUR,HLL 217 -

323 VUR,VUL 349 -

218 -

324 HUL,VLL NOTES

1. All cracks are less than 0.005 in. wide.
2. Unc >s othetvise noted the cracks extend from the =etal bearing plate across the adjoining two to four inches of concrete.
3. 3 earing area blocked from inspection by vent stack. 3 4q0 155

SW] 310* 2LO* 2 l 200* I43* -l I 60* to' C' bA " '

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245* 175* 10 8'

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t,s 42 4[REi45f-d .&t . .

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$ - AREA wd]TEQ$d .tRE4 '

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  • l33 ' *l32 AR A *I20 -~

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d* I2;d . AtiA *I51--- >

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.,8 . 121 u) >

130 ,

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p Eumet &POmu l0 GBl at BI ath0CealtONS. tHC.

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[ _

_ Srcnon 1-1 Section 2-2 Secrica 3-3 [f/=raud8ta Puu

,i3 3A o

C X3 m

a

ALL CRACKS ARE LESS THAN 0.005 IN. WIDE UNLESS NOTED.

1S o NEW CRACKS SHOWN IN RED A B C D E F l

1 f 1

% \

2 y o 2 2H [ 2H 2V / , , i i ) '

s r / 2V

! } l

-\

1 sch 1'L 'd wl l

. L '

Y))d (X 4 Y 4

/ s%d! L\ ,yb-w 2H 5 5

4 SH we m t T

90<

\

,1 I

6H

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5

- 329 328 327 6

l i r e ~

(6H _

I J

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l 10 [

j 10

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10 \

'~"

11 L,oo k f 11 11 11H

~

I l l \l if l1H 11V 11V lo {b l lo fe E11V 12 12 12

- )

^ 3 c o E' CRACK PATTERN AREA AT AZIMUTH 175' d26157 AREA NO.120 FIGURE 2

NEW CRACKS SHOWN IN RED ALL CRACKS ARE LESS THAN

.005 IN. WIDE 20 A, B C D E F yy M p im 74 P '1L >g a lC~h >, ( 'T'W n_ FM , e ri H 491_i s_bif i 2

hkb l Y Ykbbbbhi2v 2H \ l lI l l 2H 2v . . es - i

'2v

[ , 2H2

~ '

2H2 '

. .J 1 'y , . .

', 'y 1.; .Q.;}

_ g.mc .+.m< -

, :s ,

, a 33

. . . .' l f'

\

\

2g2 /) 2H IO9 loe 10 7 2V

) f i (a s( s f '! 6H k[Fi- N J^

e .

j[? y.e . , 

                                                                      .-l
                                                                                                                            -l^',        -
       /             6H                                                                                                           /               j
      /I)
     /(,i 307                          308                              .309 i
/

b:; - 

     's s          _          -!                                             %

s N. 10 10 10 _ 11 l l l l , 11 (IIH 11H ! l) l l l l l11H IJ V 11V l\ l l l l 11V 12 12 12 A B C D E F CRACK PATTERN AREA AT AZIMUTH 20' AREA NO.131 FIGURE 3

NEW CRACKS SHCWN IN RED ALL CRACKS ARE LESS THAN 0.005 IN. WIDE UNLESS NOTE 3. 320 i A B C . D, E F 

                                                                      <                          h                k,'

2H w w w l r; ( \' ,l w2 

                                                                                                            '"[n l 2H 2 V. '   '                         '              i           i          '           '2V I                 .

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s ss 6H 'h / 6H y;;;' ~ 'y. , - - + , :a! (h . , . 

                                                                                      .n.
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                                                                                                          - m/

f 

           'N                    10                                                                   f                 10 10                                 1
                                                    .l 11 -     -              11                               lI              l          '

11 11H 11H l\ l l l /l, l IIH IIV 11V ) l l [ 11V 12 12 12 i A B C D E F CRACK PATTERN AREA AT AZ!MUTH 3:0* AREA NO.132 420 159 sicuRE 4

ALL CRACK 3 ARE LESS THAN NEW CRACKS $HOWN IN RED l 350 0.005 IN. WIDE UNLESS NOTED. A B C D E F ( i S l 

                                           ')             %                                          /

2 o qo o j 2 2U \ { 2H 2Y 2V 3 A s% _ s  % 3 

                                                          . cow ,

as 3 2 4 h .cc5 4 gy ) ' 6 30 o V { 6 

                                        /                 I               I 4        6H                                                             {
                  ~

i ( 3 GH _ \ ] I ' 5 324 325 326 6 I k 7 6H ' ~ 

                                                                                             \

90 7 0 

                                                   /                                                       10 10

_ 11 11 b I]llV llH lj l l l 113 11y o o / l o oj ( jp; lly I 12 12 

                                   ^        n                c           o          e 1 90 160                                                                             r CRACX PATTERN AREA AT AZIMUTH 350' AREA NO.133                                                            FIGURE 5}}
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