ML18019A559

Predicted Behavior of Containment Bldg During Structural Integrity Test

ML18019A559
Person / Time
Site:	Harris
Issue date:	11/04/1985
From:	Manchak J, Weber M CAROLINA POWER & LIGHT CO.
To:
Shared Package
ML18019A558	List: ML18019A557 ML18019A559
References
NUDOCS 8602030191
Download: ML18019A559 (115)

Text

CAROLINA POWER

& LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT PREDICTED BEHAVIOR OF CONTAINMENT BUILDING DURING STRUCTURAL INTEGRITY TEST I= ~ ~

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PDR 1013R Date 02/28/85 10/30/85 11/04/85 No.

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J Manchak g:Pf T McCarthy~~

J Manchak)g, T McCarthy (A M Weber M Weber

1

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT Table of Contents

~Pa e

1.

Purpose of the Analytical Prediction 2.

Containment Building Description, Materials of Construction, Governing Code 2.1 2.2 2.3 Physical Description Materials of Construction Principal Governing Code 3.

Predicted Responses of Building to Structural Integrity Test (SIT) 3.1 Analytical Models 3.2 3.4 Effects of As-Built Changes and Simplifications in Analysis Computer Programs Used Predictions Analysis Loadings for Overall Model 4.

Displacement Measurement Locations A

endices A.

Concrete Containment Structure FSAR Figures CAR-SH-CH-22:

Figures for Displacement Measurement Locations C.

Field Change Requests and Permanent Waivers for Containment Building D.

Containment Building Superstructure and Foundation Mat Concrete As-Built Strengths E.

Calculations Results for Predicted Responses of Containment Building to Structural Integrity Test

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT 1.

PURPOSE OF THE ANALYTICALPREDICTION The purpose of the analytical prediction of the behavior of the Containment Building (CB) to structural integrity test (SIT) conditions is to demonstrate through correlation of predicted with actual responses that Containment Building (CB) design for internal pressure loads is satisfactory, and that construction and quality of materials of construction are adequate.

Commit-ment to the SIT is stated in Section 3.8.1.7.1 of the Plant Safety Analysis Report (SAR).

2.

CONTAINMENT BUILDING DESCRIPTION, MATERIALS OF CONSTRUCTION, GOVERNING CODE 2.1 Physical Description The CB is a reinforced concrete structure with steel plate liner on the interior side.

The building shape is a vertical right cylinder with hemispherical dome and circular flat base which has a recess below the reactor vessel.

The radius to the inside face of the cylinder wall and dome is 65 ft.

The cylinder wall is keyed into the foundation mat and is 160 ft high to its liner intersection with the dome liner.

Wall thickness, concrete with liner plate is 2 ft 6 in. for the dome and 4 ft 6 in. for the cylinder except at major penetration areas where thickness is increased to 6 ft 6 in.

extending outwards.

The radius of the circular foundation mat is 74 ft, and the mat is concentric with the CB.

Mat'hickness below the base liner is 12 ft except at the perimeter of the mat where the thickness is increased by a 2 ft 6in. deep by 6 ft vide shear key below the mat and centered on the cylinder wall.

Liner plate thickness is 1/2 in. for the dome, 1/4 in. for the base, and 3/8 in. for the cylinder wall except for the region of the polar crane runway support brackets where the thickness is increased to one inch, extending outwards into the wall concrete to retain the flush face interior.

The base liner is overlain with concrete, the top of which forms the floor inside the Containment.

Liner plate is anchored to the CB wall, dome, and mat concrete by headed studs welded to the plate except in regions where larger loadings require the use of larger bent-end rod anchors.

Anchors are omitted from wall and base liner in the region of puncture of the two liners, and compressible material is provided between base liner and interior side floor concrete, and wall liner'nd wall concrete to allow building responses to loadings to take place in that region with minimum straining of the liner.

All equipment systems penetrations into the CB are through the cylinder wall except for four pipe penetrations through the foundation mat, one each into four 8 ft 10 in. inside diameter valve chambers which are below the CB wall and'embedded in the mat except for the chamber side away from the CB where embedment is only partial.

Access into the CB is through an equipment hatch, personnel air lock, and emergency air lock whose sleeve inside diameters are 24 ft, 9 ft, and 4 ft 11 in. respectively.

Penetration sleeves are anchored to concrete by headed or bent-end rods welded to the sleeve, and are not directly connected to wall concrete reinforcing steel except for the main steam (MS) and feedwater (FW) sleeves (3 each).

The close proximity to each other of those sleeves requires retention in continuity of reinforcement in that region to be obtained by means of reinforcing steel anchorages to the sleeves.

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT 2.1 Physical Descript1on (Cont'd)

The major structural features of the CB are presented in Appendix A figures.

2.2.

Materials of Construction CB superstructure and mat are of reinforced concrete, specified compressive strength 4000 psi for the mat, 5000 ps1 for the wall from 1ts base (El.216 ft) to its intersection with the dome (El. 376 ft), and 4000 psi for the dome.

Reinforcing steel is ASTM A-615 Grade 60, liner plate ASTM A-516 Grade 70, and valve chambers, penetration

sleeves, and wall reinforcement anchorages to the MS and FW penetration sleeves are ASTM SA-516 Grade 70.

2.3 Principal Governing Code The principal governiag code for the CB is the ASME Boiler and Pressure Vessel Code Section IIINuclear Power Plant Components, Division 2 Concrete Reactor Vessels and Containments (ACI Standard 359-74),

1975 Edition and Winter 1975 Addenda.

3.

PREDICTED RESPONSES OF BUILDING TO STRUCTURAL INTEGRZZY TEST (SIT) 3.1 Analytical Models e

2 Finite element models and computer program analysis were used to calculate th pred1cted responses of the CB to SIT pressurizat1ons and concurrent temperatures.

An overall (global) aad three local area models were analyzed.

The properties of the elements considered tension cracking of concrete due to pressurization.

Liner plate ie included ae reinforcing steel.

3.1.1 Overall Model A finite element model for the cylinder and dome configuration was simulated by inputting the properties of a segment of CB superstructure and mat with the relevant boundary conditions.

The model used is an 8 degree wide radial segment of half the superstructure.

The shell was modeled by quadrilateral finite elements.

The polar crane runway structure ie represented in the segment by reactions at the crane runway brackets.

Foundation mat and supporting media properties were represented by a series of springs located at node points.

The model ie shown ia Appendix E.

3.1.2 Local Areas Models Three local area models were used for analysis of the ma)or penetration regions where cylinder vali concrete thickness ie incxeased.

The cvocal area models were developed for the areas identified below.

Quadrilateral finite elements vere also employed for the models.

The models were extended sufficiently to place their boundaries into regions where there is compatibility with CB structure overall response to the loadings.

a)

Area with penetration sleeves of equipment hatch, personnel lock and containment purge makeup

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT 3.1.2 Local Areas Models (Cont'd) b)

Area with penetration sleeves of main steam and feedwater pipes c)

Area with containment purge exhaust and HUAC duct The models are shown in Appendix E.

3.2

'ffects of As-Built Changes and Simplifications in Analysis 3.2.1 As-Built Changes 3.2.1.1 Field Change Requests and Permanent Waivers Field change requests (FCRs) and permanent waivers (PWs) identify and describe differences in "as-built" structure from that shown on drawings or required by specifications and standards.

Those for the CB superstructure and mat were tabulated (Appendix C).

Review of the tabulation indicates that there are only two categories of FCR and PW changes that might affect structure responses to SIT loadings.

These categories are:

1)

Change in structure dimensions a) diameter b)

Wall thickness 2)

Change in wall reinforcement a) arrangement b) amounts in local areas The two categories of change were evaluated for possible effects on CB responses to SIT conditions.

It was concluded that the effects are probably below the threshold of measurability because of the smallness and randomness of the changes, except possibly for deviations of the CB from a true circle.

For those deviations, if liner tolerance deviations identified in the PWs are conservatively assumed to also be deviations in the location of the wall, displacing the wall from a true circle, CB deformation responses in those regions may be changed to a detectable level.

During pressurization, CB concrete cracking patterns will be checked for patterns indicative of change of shape in shell in local areas from noncircular to circular.

3.2:1.2 Materials of Construction Mechanical Properties 3.2.1.2.1 Concrete The concrete test reports for the CB superstructure and foundation mat were reviewed. Weighted average values of concrete as-built compressive strengths were calculated for each 10 ft height increment of the CB cylinder wall, and each approximately 9 degree segment of the dome (except for the two-stage topmost placement).

As-built concrete strengths are considerably higher than the concrete strengths specified, varying from (values are rounded off) ~

Carolina Power 6 Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SXZ 3.2.1.2.1 Concrete (Cont'd) 5230 psi (El. 256 to 266 ft) to 6470 psi (El. 216 to 226 ft) for the cylinder wall (5000 psi specified),

from 4560 psi (El. 428.6 to 433.9 ft) to 5990 psi (topmost placements) for the dome (4000 psi specified),

and 6620 psi for the'at (4000 psi specified).

Appendix D furnishes the weighted average values of as-built concrete strengths obtained from the concrete test reports for the CB.

Calculations indicate that under full SIT'ressurization, CB superstructure concxete will be fully cracked ezcept where bending moments genexated by pressurization reduce compression in concrete and close the cracks.

The principal region of occurrence of this is at the base of the cylinder wal1, for a height of about the lowest 5 feet.

The reinforcement anchoring the CB to the foundation mat prevents the CB from moving out radically and induces bending moments in the wall and compressive stresses in the concrete on the outer side of the wall.

However, the effects on the responses of the CB to pressurization by the higher as-built strengths of the concrete of the cylinder wall and mat are considered to be minor and have not been taken into account in the responses prediction.

3.2.1.2.2 Liner Plate The certified mill test reports for the CB liner plate and welding electrodes show strengths considerably higher than minimum required yield strengths for those materials.

Since under SIT pressures and temperatures liner plate stresses remain within elastic limits, the higher values will have no effects on either predicted or actual responses.

3.2.2 Construction Opening The construction opening from elevation 234 to 336 feet and azimuth 17-41-30 to 315-05-06 and which encompasses the equipment hatch was the last part of the CB superstructure to be constructed.

During the time of open area, the cylinder wall on either side of the opening supported CB structure above that spanned across the opening as well as CB structure directly above itself.

In addition part of the load of the polar crane and runway girder supported by brackets above the elevation of the top of the opening also was supported by the cylinder wall on either side of the opening.

As a result, locked-in stresses and strains are present in the CB structure around the opening.

In addition, placement of concrete in the construction opening last in the sequence of placement of concrete further induced locked-in stresses and

.strains and in addition enhanced the formation of cracks around the perimeter of the opening due to the setting shrinkage of the concrete in the opening.

The condition described is ezpected to affect the formation of cracks in the region when SIT pressurization is applied, and the region will be monitored for crack formation during the test.

3.2.3 Simplifications in Analysis Certain simplifying assumptions were made in the computerized analyses performed for CB responses to SIT loadings.

It is not expected that the analysis results are significantly affected by the assumptions.

The assumptions are:

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT 3.2.3

~

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Simplifications in Analysis (Cont'd) a)

Concrete tensile stress to induce cracking is assumed to be the same for all the various "as-built" concrete compressive strengths.

b) c)

Design basis values, not as-built values of concrete compressive strengths were used to calculate concrete modulus of elasticity.

Stresses present in concrete and reinforcement due to temperature difference between time of construction and time of test are neglected, and average exterior and interior air temperatures are assumed to remain constant during the SIT.

The temperatures assumed for the SIT are 40F for the part of the CB higher than the elevation of roof line of the adjacent RAB, and 60F for the, part of the CB that is lower than the roof line.

The CB response predictions analysis was based on exterior, air temperatures which were derived from meteorological records for the site and other nearby locations for December,

January, and February.

Interior air temperature value was estimated from the conditions expected to exist indoors at the time of the test, for the month of the test.

The region of the CB wall where stresses are most affected by temperature changes is the cylinder wall at its base, where it is fully restrained by the mat.

Wall stresses due to temperature are neglible when wall and mat temperatures are at construction temperatures (considered to be 60F).

Divergence of mat and wall temperatures more highly stxess the wall, and are additive to wall stresses due to SIT pressurization when wall temperature is higher than mat temperature.

The effects of wall-mat temperature differences diminish with distance away from the mat.

Since at SIT pressurization superstructure concrete will be fully cracked except as noted above, temperature difference between time of construction and time of teat willaffect response only at pressurizations below maximum.

Locked-in stresses due to temperature and accumulated load from structure above will change pressure levels at which cracking of concrete is initiated at various elevations.

The impact is relevant only to intermediate pressuxizations, and have not been taken into account in the predictions.

3.3 Computer Programs Used Three variations of the National Aeronautics and Space Administration (NASA) finite element computer program NASTRAN were used in the computer programs analyses for the predicted responses of the CB to SIT pressures and temperatures.

Carolina Power 6 Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT 3.3 Computer Programs Used (Cont'd)

EBS/NASTRAN developed by Ebasco Services Incorporated was used for the response analysis of the overall model.

The program is suitable for determination of responses because of capability to calculate propagation of cracks in concrete sections under various loadings.

In the program the cracked section is represented by a series of flat shell layers with coupled in-plane and out-of-plane stiffnesses, enabling the monitoring of crack propagation from one layer to the next at each stage of loading, and the calculation of section properties at various extents of cracking.

MSC/NASTRAN by MacNeal-Schwendler Corporation was used for the local area models analyses.

Input of concrete cracking in this program is manual.

EBS/NASTRAN program concrete cracking results were used for input.

3.4 Predictions Analysis Loadings for Overall Model The loadings considered for the overall model were pressure, dead load of polar crane in its parked location, and accumulated dead load of CB structure above the elevation of interest.

Effects on radial movement due to the dead load of the crane (resistance to movement caused by friction between the wheels and the crane runway rail, with crane in its parked location) were evaluated, found to be minor, and have not been considered in the predictions.

Effects on vertical movement due to the dead load of the crane were evaluated, found likely to have measurable effect, and were considered in the loadings for prediction of CB vertical movements.

Since temperature was assumed to remain constant for the period of the test, effects of temperature change were not considered.

3.5 Predicted Responses The predicted responses calculated from the computerized analyses are presented in Appendix E tables and figures.

Table El lists the deformations predicted for the CB.

Table E2 lists the strains predicted for the liner, and Table E3 lists the strains predicted for the reinforcing steel.

Figures El through E5-8 define and detail the overs'. model and the various local area models.

Figures E6-1 through E6-4 furnish plots of the deformed structure at azimuths of particular interest.

The radial and meridional deformations of the CB listed at the elevations given in the figures are used to develop the profiles of the deformed structure.

4. -Displacement Measurements Locations Displacement measurement locations are shown on the figures of Appendix B.

The figures are from Specification CAR-SH-CH-22 "Figures for Displacement Measurement Locations".

CAROLINA POWER

& LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT PREDICTED BEHAVIOR OF CONTAINMENT BUILDING DURING STRUCTURAL INTEGRITY TEST APPENDIX A CONCRETE CONTAINMENT STRUCTURE FSAR FIGURES

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT APPENDIX A Table of Contents FSAR Fi ure No.

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& LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT PREDICTED BEHAVIOR OF CONTAINNENT BUILDING DURING STRUCTURAL INTEGRITY TEST APPENDIX C FIELD CHANGE REQUESTS AND PERMANENT WAIVERS FOR CONTAIRKNT BUILDING

TABULATION OP FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-049R1 FCR-C-065 PCR-C-097 PW-C-100 P CR-C-1 16 FCR-C-1 17 P CR-C-1 20 PCR-C-l 25 P CR-C-l 37 P CR-C-142 PW-C-164 FCR-C-179 PCR-C-186 FCR-C-l 89 12/19/77 02/18/78 04/14/78 04/18/78 05/03/78 05/03/78 05/04/78 05/09/78 05/24/78 05/23/78 06/07/78 06/28/78 07/05/78 07/11/78 DATA ON PCR/PW POR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-2213, G-611:

Bevelled keyways, relocated keyway waterstops.

2167-G-612 R4:

Relocated welded wire mesh to lower elev.

(216)

No ref. doc.:

Replaced work slab by asbestos cement board 2167-G-550, G-560:

Seal mat section below strength concrete accepted 2167-G-615 R3, G-616 R3:

Rearrangement of mechanical splice locations in mat, El. 180 to 204 2167-G-614 R5, G-617 R5, B-9005-1 R6:

Reactor sump rebar adjustments made to maintain correct spacing 2167-G-550 R7, G-617 R5,:

Seal mat, Azimuth 180-204, rebars relocated to clear areas of excessive preceding concrete pour 2167-G-612 R4, G-613 R4, 614 R4, G-616 R2:

Mat construction Joints rearranged 2167-G-612, 3, 4, 5:

Deleted mat construction Joints at Azimuths 90 and 30; added joint at Azimuth 11 2167-G-611 R5:

Deleted mat construction joint at El. 195.42 2167-G-614 R5:

Relocated reactor sump rebars to obtain tolerances 2167-G-611:

Reduced time interval between mat concrete placements 2167-G-618 R5:

Relocated CB exterior wall dowels 2167-G-617 R5:

Corrected rebar concrete cover insufficiency at El. 207 FW-C-l 91 07/11/78 2167-G-613 R5:

Accepted omission of five (5) horizontal rebars in keyway (near El. 216)

PCR/PM TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION FCR-C-1 92 FCR-C-193 FCR-C-199 PW"C-202 PWW-208 FCR>>C-210 FCR-C-213A PW-C-235 07/11/78 07/11/78 7/14/78 07/19/78 07/24/78 07/26/78 02/16/79 08/19/78 2167-G612 R5:

Corrected reactor cavity incorrect rebar bends 2167-G-612 R5:

Accelerated construction by introduction of additional staggered rebar mechanical splices 2167-G-613 R5:

Relocated row of shear bars in keyway to allow surface preparation for next pour 2167-G-610 R6:

Mat waterproof membrane damaged and repaired (six (6) places) 2167-G-616 R2:

Mechanical splice repaired 2167-G-610 R6:

Deleted mat construction points at Azimuths 208, 270$

330 2167-G-619:

Removed or bent rebars interfering with valve chamber portion to be embedded in the mat 2167-G-615 R4:

Accepted local spacing violation of two (2) mat circumferential bars at El. 216 FCR-C-236 08/16/78 No document:

Increased concrete at top of mat to obtain top rebar cover PW-C-255 FCR-C-259 FCR-C-291 08/31/78 09/01/78 09/27/78 2168-G-228 R8:

Accepted change in sump liner elevation due to grouting 2167-G-611 R5:

Revised topping concrete finish 2167-G-631 R4:

Deleted lean concrete at construction opening and protected exposed rebars C-2

TABLULATIONOP FIELD CHANGED AND PERMANENT WAIVERS POR THE CONTAINMENT BUILDING FCR/PW PCR-C-303A CP&L ISSUE DATE 02/17/79 DATA ON PCR/PW FOR EXTERIOR MALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OP CONDITION & RESOLUTION Corrected 8th row dowel incorrect projections by extending projections using mechanical sleeve connections; deleted excess dowels PW-C-312A PCR-C-362 PCR-C-369 PCS-363 FCR-C-388 PCR-C-411 FCR-C-412 PCR-C-425 PCR-C-459 PCR-C-499 PCR-C-520 02/17/79 11/06/78 11/06/78 11/07/78 11/15/78 l2/13/78 12/13/78 12/21/78 01/16/79 02/06/79 02/21/79 2167-G-1630 R3:

Containment base slab drainage-corrected mislocated drainage pipe 2168-G-289 R3:

Penetrations sleeves shortened to fit into forms 2167-G-631 R4, G-901 RO:

Increased thickness (1 in. max) around major penetrations to suit forms 2168-G-231 Rll, 2167-G-631:

Increased length of penetration sleeves 2167-G-683 R2, B-9005-20 Sh.

4 of 4:

Cut rebars and added splices at shear key 2167-G-683 R2:

Lengthened several too short bars at Azimuth 180 by mechanical sleeves splicing 2167-G-761 R2:

Added temporary opening below air lock to accommodate later insertion of rebars (due to late delivery of lock) 2167-G-631 R4, G-630 R3:

Extended equipment hatch blockout to include air lock S-151 region 2167-G-680 R4:

Deleted construction joints at Azimuths 190 and 340, El. 221 Same as FCR-C-459 2167-G-685 R3:

Bent mat dowels at El. 221 per ACI-359 C-3

TABULATION OF FIELD CHANGE REQUESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-522 FCR-C-533 FCR-C-538 Rl FCR-C-594 FCR-C-508 CP&L ISSUE DATE 02/21/79 02/26/79 03/02/79 03/29/79 03/01/80 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT RFFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167M-683 R3:

Relocated (in elevation) 1st layer radial bars in mat from bottom of internal mat El. 216 None:

Used 3/4 in. expanded metal mesh for vertical construction joints 2167M-618 R6, 619 R6, R31 R5:

Adapted cylinder wall vertical rebars to accommodate mislocated dowels in wall key 2167M-619 R6:

Row 1 dowels interference with Penetrations S-25, 27, 31, 88 (dowels bent, some cut to clear interferences) 2167-G-864:

Added No.

8 rebars in mat to makeup rebars displaced by conduit FCR C-612 FCR-C-660 04/09/79 05/07/79 2167M-632 R2, 633 R2, 634 R2, 635 R2, 636 R3, 637 R3:

Replaced cylinder wall rebar terminations in steel beams by bent rebars 2167M-763 R3:

Blockout of MS-FW penetration area:

Provided detail for alternative with no rebars PW-C-682 PW-C-727 05/15/79 06/06/79 2167M-618 R6, 619 R6:

Cylinder wall dowels at El. 218, rows 1, 28 mislocated and rebars above restored to specified location by gradual displacements 2167M-641 R3:

El. 226, variations in concrete cover for 10th row bars between 3-1/2 to 6 in.

FCR-C-731 FGR-C-732 FCR-C-841 06/07/79 06/08/79 08/15/79 None:

Cleanout troughs adde'd to cylinder wall at construction joints about 20 ft. spacing 2167M-631 R4:

Cylinder wall.relocation of construction joint at El. 226 pour to clear mechanical sleeve splices 2167M-766 R3:

Revision to weld on mechanical connection sleeves

FCR/PM TABULATION OP FIELD CHANGE RE UESTS AND PERMANENT WAIVERS POR THE CONTAINMENT BUILDING DATA ON FCR/PW POR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION PCR-C-850 PCR-C-883 08/17/79 08/29/79 2167-G-766 R2:

Revision to weld on mechanical connection sleeves 2167-G-762:

Added vertical construction )oints 17 ft. on either side Penet.

S-58 between El. 226 and 236 FCR-C-953 PW-C-984 Rl PW-C-1 033 PCR-C-1 085 09/27/79 11/02/79 11/09/79 12/02/79 2167-G-630:

Replaced four (4) vertical construction points in cylinder wall with five (5) points for pour at El. 236 2167 G 618 R6 619 R6y 641 R3p 650 R3 Revised vertical reinforcement of Rows 8, 7 to accommodate too-short, missing and mislocated rebars between El. 236 and 246 and Azimuths 16 to 160 2167-G-762 R3:

Repair of unsatisfactory weld of mechanical splice sleeve at Penet.

S-58 2167M-618 R2, 2167-G-561 R2:

Added No.

8 or No. 10 rebars horizontally and vertically at interior face in region of excessive concrete cover of outermost rebars PCR-C-1115 12/10/79 2167-G-631 R6:

Relocated horizontal construction points from El.

258 to 256 to accommodate forms VCR"C-1 129 PCR-C-1143 12/18/79 01/04/80 2167 G 632 R2 y 633 R2 y 634 R2 y 635 R2 y 636 R3 y 637 R3 Replaced rebar splice structural beams with bent bars on rebar rows 9, 10 Bethlehem dwg 8099-43:

Added rebar mechanical splice sleeve to radial rows 2 and 3

PCR-C-1197 Rl 09/02/80 2167-G-631 R6:

Added horizontal construction points around S-58 at El. 242 and S-152 at El. 263

FCRIPM TABULATION OF FIELD CHANGE REQUESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING, DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION PW-C-1205 FCR-C-1234 FCR-C-1243 PW-C-1272 PW-C-1302 FCR-C-1353 R2 FCR-C-1355 PW-C-1361 PW-C-1370 02/04/80 02/15/80 02/22/80 03/04/80 03/18/80 07/07/80 04/09/80 04/10/80 04/15/80 2167-G-761 R3:

Row 1 vertical rebars under Penet.

S-151 deficient welds in two (2) mechanical sleeve connections accepted 2167M-631 R6:

Added a horizontal construction joint at El. 231, from Azimuth 199 to 148 None:

Request made that for exterior surfaces with excess concrete cover rebars, if less than 6 in. cover, leave alone, if 6-9 in.

cover, add No.

8 or 10 at 12 in.

(Request not approved) 2167M-638 R5:

El. 277, Azimuth 45 6th row repaired damaged rebar with mechanical splice sleeve 2167M-630 R5:

Add vertical construction joints between El. 236 and 286 2167M-631 R6:

Add horizontal construction joint at El. 311 from Azimuth 240 to 300 and relocated joint at 318 to 316 all around 2167M-619 R6, 650 R3, Bethlehem 8099-13 R2:

Adjustments in Row 8 vertical rebars between penetrations S-92 and S15 2167M-651 R3:

Makeup of 7th row vertical and horizontal rebars between Azimuths 16 and 46,. El. 266 to 286 (thirteen (13) verticals, twelve (12) horizontals) 2167M-650 R3:

Makeup of 2-8th row vertical bars originating at El.

216 PW-C-1416 04/29/80 2167M-637 R3, 764 R2, 619 R6:

Extension of 7 Row 8 vertical rebars near S-151 to obtain specified rebar arrangement C-6

TABULATION OF FIELD CHANGE REQUESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING CP&L ISSUE DATE DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT!

DESCRIPTION OF CONDITION & RESOLUTION FCR-C-1423 FCRW-1427 PW-C-1 433 FCR-C-1525 FCR-C-1596 FCR-C-1601 VCR-C-1 645 FCR-C-1 678 PW-C-1686 PW-C-1689 05/05/80 05/05/80 05/09/80 06/18/80 06/27/80 07/02/80 07/1 8/80 08/05/80 08/07/80 08/08/80 Specification Ch-6-R6:

Details provided for vibration procedure to consolidate concrete placement between El. 231 and 236 below equipment hatch 2167~651 R3, DCN-550-302 RO:

Provisions for addition of exterior surface rebars to minimize surface cracking due to thermal expansion PW"C-984 Rl, 2167-G-618 R6:

Accepted omission of three (3) vertical rebars between Azimuths 180 to 162 at El. 231, Rows 7, 8

2167-G-631 R6:

Replacement of 4000 psi concrete between El. 326 and 376 by 5000 psi concrete 2167-G-631 R6, 640 R4:

Added a horizontal construction joint at El.

362 and a 10 ft lap splice (El. 362-372) on CD-10 rebars 2167-G-640 R4:

Displacement of CD-2 rebars into 8th row vertical rebar plane to obtain sufficent concrete cover 2167-G"631 R6:

Temporary support of MS and FW penetration sleeves with flued heads by concrete anchors above El. 311 2167-G-651 R3, FCR-C-1475:

Radial shear bars modification at El.

336 (top of construction opening above equipment hatch) 2167-G"651 R3:

Retention of five (5) QC-rejected mechanical splice sleeve connections at top of equipment hatch construction opening El. 336 (total number of splices is 228) 2167-G-641 R4, 618 R6:

Retained incorrectly spaced row eight (8) rebars-between El. 337 and 362 at Azimuth 16 C-7

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-1 700 FCR-C-1 715 PW-C-1725 PW-C-1726 FCR-C-1727 FCR-C-l 728 FCR-C-1744 PW-C-1783 PW-C-1814 FCR-C-1845 CP&L ISSUE DATE 08/12/80 08/19/80 08/20/80 08/20/80 08/20/80 08/20/80 08/28/80 09/11/80 09/23/80 10/09/80 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION FCR-C-1475, SK-1364-CH-2519 Sh. 3:

Accelerated placement of two (2) concrete lifts above construction opening in wall 2167-G-651 R3, 2167-G-637 R4:

Cut and repair of four (4) rebars to obtain access into wall for cleanup 2167-G-651 R3, PW-C-1686, FCR-C-1425:

Retained five (5) mechanical sleeves re)ected by QA (168 total sleeves) above the equipment hatch opening 2167-G-651 R3:

Omission of one rebar lap splice (rebar CC-901) at

.Azimuth 16 2167-G-651 R3:

Relocated three (3) radial shear bars near El. 356 above the equipment hatch 2167-G-640 R4:

Row 8 verticals, reduced concrete cover to 1 inch for mechanical splice sleeves at El'56 2167-G-632 R2:

Retained discontinuous Row 3 horizontal rebar at Azimuth 16, El. 358 ft 9 in., one side plain end, other side with anchor plate 2167-G-631 R6 Sect. E-E, Penet.

S-152:

Thickened area dimensional variations accepted.

Additional rebars (No.

6 at 9 in. each way) requested for areas where concrete cover exceeds 6 in.

2167-G-631 R6 Sect.

H-H, Penet.

S-58:

Retained out-of-tolerance forms, causing 1 in. additional concrete cover in thickened concrete area 2167-G-631 R4:

Added horizontal construction points in the thickened area region of S-151 and S-57 at El. 226, 234,

240, 245, 2517 256$ 260.75 C-8

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PM CP&L ISSUE DATE DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION FCR-C-1 846 FCR-C-l 864 FCR-C-1 865 FCR-C-1932 PW-C-l 956 PW-C-1 958 PW-C-l 962 PW-C-2051 Rl PW-C-2078 PW-C-2089 PW-C-2105 10/09/80 10/14/80 10/14/80 10/31/80 11/07/80 11/07/80 11/11/80 12/23/80 01/07/81 01/21/81 01/20/81 21670-G-631 R4:

Added horizontal construction joints in the thickened area region of the MS-FW penetrations at El. 256, 263.5, 271, 278, 286.83, 289.83 2167-G-631 R6 Sect.

H-H:

Increased thickened area concrete by one in. at S-S8 2167-G-631 R6:

Added horizontal construction joint at S-58, El. 252 between Azimuth 120 and 180 2167-G-650 R4:

Revision to MS and FW penetration sleeves temporary supports (used Row 8 rebars) 2167-G-641 R4, 618 R6, Bethlehem 8099-11 Rl:

Omitted vertical rebar anchor on one bar and terminated one continuous rebar with an anchor (penetration S-152) 2167-G-762 R4:

Exterior wall-welding of rebar anchors per vendor procedure accepted 2167-G-766 R3:

Repair of rebsr mechanical sleeve connection (for rebar between MS and FW penetrations) 2167-G-632 R3:

Corrected incorrect arrangement of rebars Rows 3 and 4 above S-152 and S-58 between Azimuth approximately 200 and 320 by mechanical sleeve spliced rebars CAR-SH-CH-6 R7 Para.

11':

Exterior-wall placement ICBXW263001 unit weight is 136.6 pcf due to entrained air 2167-.G-619 R6, 631 R6, 764 R3, Bethlehem 8099-13 R2:

Rebars rearranged above S-92 and S-15 2167-G"619 R6, 561 R2, FCR-C-1243:

Added temperature reinforcement No.

8 rebars at 12 in. ea.

way Azimuth 120 to 130, El. 271 to 276 because of excessive concrete cover on exterior face rebars C-9

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCRIpII CP&L ISSUE DATE DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION PW-C-2146 PW-C-2160 PW-C-2165 02/10/81 02/18/81 02/20/81 2167M-619 R6, 561 R2:

Added temperature reinforcement No. 8 rebars at 12 in. ea.

way Azimuth 120 to 145, El. 276 to 286 because of excessive concrete cover on exterior face rebars 2167-G-641:

Row 7 - four (4) verticals mislocated between El. 286 and 294, Azimuth 176'54'38'21e5 2167-G-632 R3:

El'86-294, Azimuth 120-130:

Mat of No.

6 or No.

8 rebars (at 12'n. ea.

way) added to region due to excessive concrete cover on 10th row horizontal rebars PW-C-2167 02/23/81 None (relevant to final condition):

Variations in radius of steel liner between Azimuths 170-180 and El'86.54-290.54 PW"C-2170 PW-C-2218 02/24/81 03/12/81 2167&-651 R3 !

Eliminated one No.

6 CC904 shear bar 42 in. away from Azimuth 120 (towards 180) at El'92 for access into wall 2167-G-767 R2:

Noi 18 Row 2 rebar CB13 connected to No.

11 radial rebar P W-C-2227 FCR"C-2247 03/17/81 03/25/81 2167M-766 R3:

Pent.

S-1 Azimuth 278 row C position 10, gA-rejected mechanical sleeve connection:

Rejection approved 2167-G-762 R4, 763 R4 766 R3:

Rearrangement of radial shear bars around MS and FW sleeves FCR-C-2259 03/27/81 PW-C-2282 Rl

'4/15/81 2167-G-651 R3:

Revision to CC904 No. 6 shear rebars 2167-G-770 Rl:

Modifications to exterior face vertical rebars below S-151 C-lo

TABULATION OF FIELD CHANGE REQUESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW PW-C-2333 FCR-C-2324 FCR-C-2366 PW-C-2432 PW-C-2433 PW-C-2459 FCR-C-2483 PW-C-2495 CP&L ISSUE DATE 05/05/81 04/29/81 05/20/81 06/17/81 06/17/81 06/22/81 07/07/81 07/10/81 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION FCR-C-1423, CAR-SH-CH-6 R7 Section II:

Use of form attached vibrators and probe vibrators in areas of rebar congestion in the exterior wall (thickened areas of the peronnel air lock, MS-FW penetrations, equipment hatch) accepted 2167M-761 R4, Bethlehem 1364-13217 Rl, thickened area at S-151, S-57:

Added No.

6 at 9 or No.

8 at 12 in. in region of excess concrete cover over outermost rebars.

None (for the Containment):

Reduction of exterior wall thickness by 0.5 in. between Azimuth 325-333 and El. 234-236 2167-G-631 R6:

8 in. dia. by 1 ft. long plastic tremie buried in concrete at Azimuth 343 El. 240 2167M-637 R4, Bethlehem 1364-9672 Rl:

Mislocated Row 3, 4

horizontal rebars at El.241.7 retained 2167-G-617 R5, B-9005-1 R4:

Modification of CA-49 No. 11 rebars at valve chambers to fit within concrete 2167M-636 R4, 637 R4, 641 R4, 650 R4:

Adjustments to row 1, 7, 8

dowels above El. 362 to obtain correct rebar arrangement 2167M-761 R4, Bethlehem 1364-13217, 8099-33 R3, 1364-13220, 8099-33C Rl, S-57 region:

Rebars 29 and 30 modified to obtain 2 in.

concrete cover FCR-C-2557

'8/03/81 2167-G-631 R7, 764 R3, Bethlehem 8099 R2:

Increase in wall thickness from 4 ft. 6 in. to 4 ft. 8 in. to obtain rebar concrete cover

TABULATION OF FIELD CHANCE REQUESTS AND PHQhQJENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-2558 FCR-C-2577 FCR-C-2581 PW-C-2597 CP&L ISSUE DATE 08/04/81 08/13/81 08/17/81 08/29/81 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-631 R7:

Placement of concrete at El. 256, Azimuth 315-05-06 to fillin previous pour overhang 2167-G-638 R5, 639 R5, Bethlehem 8099-57 R2, 8099-54 R2:

Correction of infringement of 6th row diagonal rebar in 5th row space, Azimuth 300-33-33, El. 362-389' 2167M-631 R7:

Relocation of horizontal construction joint Azimuth 315-06-06 and 16-35-43 to El. 261.80 2167-G-641 R4, 650 R4, 651 R4:

Deviations in projection of 40 bars (Azimuth 0 to 360) to specified elevation above El. 368; bars left as is ~

FCR-C-2600 FCR-C-2632 PW-C-2650 PW-C-2660 PW-C-2689 08/26/81 09/03/81 09/15/81 09/16/81 09/30/81 I

2167M-631 R7, MS-FW areea, Azimuth 230-300, El. 246.25-260.50:

No.

8 rebars at 12 in. ea.

way added due to excessive concrete cover over outermost rebars 2167M-763 R4, 651 R4:

Replacement of outside face continuous bars with lapped bars 2167M"766 R3:

Deletion of compressible material around rebar plate attachments to MS and FW penetrations CAR-SH-CH-6 R8, ASME B&PV Code Section III CC-4240:

Cold~esther curing of containment concrete details added CAR-SH-CH-6 R8, CP&L NCR-C"454

& DDR-655:

CB exterior wall and base mat concrete placements were not kept above 50F and moist cured for first 7 days after placement C-12

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING PCR/PM PW-C-2690 FCR-C-2755 Rl FCR-C-2825 FCR-C-2832 Rl CP&L ISSUE DATE 09/30/81 11/20/81 12/02/81 07/18/83 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION 6 RESOLUTION 2167-G-651 R4:

Relocation of shear bars CC-900 from Row 1 to 2 at El'76 above the equipment hatch 2167-G-760 R3, Bethlehem 8099-62 R2, 63 Rl:

Revision to radial shear bars in radial layers 1, 3, and 4 below S-150 (90 degree ends replaced by anchor plates) 2167-G-618 R6, 641 R4:

Edge of construction opening Azimuth 16-35%3, El'65 to 341:

Shifted one Row 8 vertical rebar 6 in. to clear mechanical sleeve splices of horizontal rebars, adjacent bars exceeds 18 in.

2167-G-631 R7:

Added No.

6 rebars at 9 in. ea.

way Azimuth 323-347 from El ~ 269 to 286, and Azimuth 315-319 from El ~ 270 ~ 5 to 284 due to excessive concrete cover on face rebars PW-C-2840 Rl FCR-C-2843 FCR-C-2864 Rl 12/16/81 12/08/81 03/05/82 2167-G-634 R3 > 640 R5:

One CD-2 Noi 11 parapet dowel at Azimuth 170, El'63.92 was bent to clear a mechanical splice sleeve, and one bent CCWOI No.

18 at Azimuth 15, El'95 was straightened out 2167-G-641 R4, 666 R3: El'62 Azimuth 0 to 180, vertical rebars Rows 7, 8:

Correction of incorrectly space concreted rebars by the addition of two rebars, with displacement of the upper ends to obtain correct rebar spacing 2167-G-640 R5:

Deleted construction joint at El ~ 381, provided temporary supports for liner, and placed 10 ft. left of parapet concrete from El ~ 376 to 386 FCR-C-2873 12/08/81 CAR-SH-CH-6 R8:

Modification to lubrication of concrete pump pipeline and subsequent concrete placement (for application to placement of dome concrete)

C-13

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-2887 PW-C-2891 Rl CP&L ISSUE DATE 01/08/82 02/01/82 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-631 R7:

Added vertical construction points at Azimuth 16 and 238 between El. 366 and 376 CAR-SH-CH-6 R9:

Deviation from CH-6 form cleaning requirements consistent with form vendor's recommendations for cleaning of form surfaces after each use PW-C-2900 01/11/82 SK/A-G-177 RO (by CP&L): As-built tolerances excesses of the containment liner between El. 264-296 and Azimuth 240-300 FCR-C-2901 01/11/82 2167-G-631 R7:

Added No. 6 rebars at 10 in. ea.

way El. 366 to 376, Azimuth 180-200 because exterior face rebars have excessive concrete cover FCR-C-2902 FCR-C-2913 FCR-C-2937 01/11/82 Ol/20/82 02/02/82 2167-G-631 R7:

Relocated horizontal construction )oint from El. 376 to 376'2 2167-G-640 R5, DCN-550-906 RO:

Installation of additional CC-578 rebars with field-located 42 in. minimum lap splices at 15 degree minimum offsets.

2167-G-651 R4, 661 R4, FCR-C-2259 RO, 2632 RO (Dome):

Replacement of non-lapped CC-904,

CJ290, CJ291 by lapped (33 in.) bars where continuous bars cannot be installed FCR-C-2974 I

FCR-C-.3019 02/02/82 03/05/82 2167-G-640 R5:

Addition of vertical construction points at Azimuths 4-07-22, 94-07-22$

184>>07-22$

274-07-22 2167-G-640 R5:

Added No.

6 rebars at 9 in. ea.

way Azimuth 263-275 El, 380-386, Azimuth 193-199 El. 379-386, Azimuth 193-199 El.

379-386, Azimuth 80-88 El. 380-386 because face rebars these areas have excessive concrete cover C-14

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-3036 PW-C-3038 FCR-C-3059 FCR"C-3061 CP&L ISSUE DATE 03/11/82 03/11/82 03/22/82 03/23/82 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-640 R5:

Horizontal construction joint lowered 3 in. to El.

385 '5 Azimuth 94-07-22 to 184-07-22, Azimuth 274-07-22 to 4-07-22 2167-G-640 R5:

Added No.

6 rebars at 9 in. ea.

way between El. 381 and 386 at Azimuth 95 to 98, 115 to 126, 275 to 278 2167-G-640 R5:

Location of dome concrete construction joints at Azimuth 0, 90, 180, 270 between El'85.75 and 425 2167-G-640 R5, 661 R4:

Use of 12 ga.

expanded WWM 1/2 x 1/2 for dome exterior side form, 4.5 in. maximum concrete thickness between dome outermost rebars and the WWM, unknown minimum thickness grout cover on the WWM FCR-C-3067 03/24/82 2167-G-640 R5, dome El. 391 and above:

Construction joint preparation for next pour by wire brushing and blow-off of loose material with air and/or water to obtain surface stipulated in CAR-SH-CH-6 PW-C>>3166 FCR-C-3129 04/06/82 04/08/82 2167-G-763 R5, Bethlehem 1364-15001 Rl, 8099-61<

Correction of incorrect vertical rebar installation at El'65.08 in thickened wall section of MS-FW penetrations area by the addition of rebars per 2167-G-651 with B class lap splices in spaces of 18 in. or more which have no outside face rebars

{see attachment to the PW) 2167-G-631 R7:

Addition of No.

6 at 9 in. ea.

way or No.

8 at 12 in. ea.

way in sloped sides of MS and FW penetration area thickened section due to excessive concrete cover on outermost rebars PW-C-3171 04/20/82 2167-G-633 R3:

One Row 3 CC93 horizontal rebar which should be continuous was terminated somewhere between Azimuth 300 and 315 FCR-C-3193 04/29/82 2167-G>>631 R37 Same as FCR-C-3129 c-15

iABULATIONOF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW PW-C-3198 PW-C-3218 PW"C-3388 CP&L ISSUE DATE 04/30/82 05/07/82 07/11/82 DATA ON FCR/PW FOR EKTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-618 R6, 637 R4, 633 R3: El'72 '85 'zimuth 253 to 263 excess concrete cover on Row 1 dowels (is 9-1/2 in., should be 6

in.); Row 3 dowels are directly behind, and out of location, per PW-C-2900, liner plate is at shorter than specified radius 2167-G-640 R5:

Revision to the dome concrete placements sequence in the 38 ft ~ diameter region at the top of the dome FCR-C-716, SK/A-G-177 R2:

Containment liner plate allowable tolerances exceeded between El'92-314 Azimuth 240-300 PW-C-3389 FCR-C-3399 FCR-C-3460 FCR-C-3661 FCR-C-3706 07/11/82 07/14/82 08/19/82 10/07/82 11/02/82 2167-G-639 R5:

Bethlehem 8099-38 R5, 1364-14880 R2:

One rebar in 5th row diagonals terminating at about El. 282 and Azimuth 24 1 is 2

ft, too short 2167-G-631 R7:

Added No. 6 at 9 in. or No.

8 at 12 in, rebars ea, way due to excessive concrete cover on rebars in transition area of wall opposing RAB column line 25 and 29 2167-G-631 R7, 635 R3:

Wall thickness increased from 4 '

to 4'2 ft, El'90 to 296 in MS-FW region near Azimuth 300 and area above and between S-l and S-2 to obtain 2 in. concrete cover on mechanical sleeve horizontal rebar splices 2167-G-631 R7:

Added construction joints at El ~ 277, 283 290> 296 302, 308, 314, 320, 325, 330 between Azimuth 315-05-06 and No. 35-43 (equipment hatch area) 2167-G-660 R4, 661 R4:

Misarrangement of terminations of 9 widely separated (over 30 degrees apart)

Row 2 meridional rebars c-16

TABULATION OF FIELD CHANGE RE VESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCRIpIt FCR-C-3707 PW-C"3728 FCR-C-3744 CP&L ISSUE DATE 11/02/82 11/10/82 11/17/82 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167"G-661 R4:

Reduced concrete cover to 1 in. (was 2 in.) for 5.5 by 5 ~ 5 anchor plates of dome outermost meridional rebars 2167-G-660 R4, 661 R5:

One ft. reduction in length of dome 1st layer meridional rebars at 9 widely separated locations 2167 G 640 R5, 661 R4:

Increase in dome concrete thickness bY up to one inch above El ~ 430 to obtian 2 in. minimum concrete cover for outermost rebars FCR-C-3770 FCR-C-3793 FCR-C-3794 FCR-C-3816 FCR-C-3819 12/01/82 12/13/82 12/13/82 12/23/82 12/29/82 2167-G-662 R4!

Added 12 at 4 in. diameter holes in dome bottom hub plate for concrete vibration 2167-G-640 R5:

Addition of a dome construction joint at dome radius 9.97 ft~, and revision to placement of concrete in the area 2167-G-662 R5:

Use of form vibrator, concrete design mix M-97, and lubrication grout for dome concrete placement below dome top hub plate 2167-G-662 R5~ FCR-C-3794:

Use of form vibrator, concrete design mix M-97, M&7 2167-G"640 R5:

Addition of a dome construction joint at radius 9.57 ft.

PW-C-3820 PW-C-3832 12/29/82 01/06/83 2167-G-660 R4, 661 R4:

17 CJ-289 No.

6 rebars bent back into shape, and one CJ-289 replaced CAR-SH-CH-6 R10:

Reduction from 72 hrs. to 68 hrs. in between dome concrete placements for placement ICBXW442-0044 C-17

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PM P

W-C-3835'W"C-3886 PW-C-4004 PW-C-4040 FCR-C-4078 PW-C-4095 FCR-C-4189 PW-C-4207 FCR-C-4228 CP&L ISSUE DATE 01/10/83 01/31/83 03/16/83 03/29/83 04/12/83 08/16/81 05/19/83 05/26/83 06/10/83 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G-640 R5:

Cleanup of about 8 oz. of tapwater fluid No.

2 (oil) from concrete surface below the upper dome hub plate 2167-G-640 R5 ~ FCR-C-3219 Rl:

Concrete placement of dome concrete on ICBXW438001 in 51 hours5.902778e-4 days <br />0.0142 hours <br />8.43254e-5 weeks <br />1.94055e-5 months <br /> (instead of 72) 2167-G-638 R6, 639 R6!

Mislocated Row 5, 6 diagonals at the equipment hatch corrected by additional rebars 2167-G-632 R4, 633 R4, 636 R5> 637 R5, 651 R5> 764 R3, Bethlehem 1364-14903 Rl, 15004 Rl:

Spacing violations of horizontal dowels at the equipment hatch, Rows 1, 2, 3, 4 (see as-built)

CAR-SH-CH-19 R6:

Tensile testing of rebars damaged by concrete masonry drill bits 2167-G-619 R6, 650 R4, 651 R4, DCN-550-799, 770 Rl:

One incorrect vertical rebar CB-8 termination (should terminate at El'56.05) 2167-G-651 R5, 2168-G-231 R15:

Rearrangement of 5-CC907 and 909 Row 7 rebars at MS-FW penetrations 2167-G-634 R4> 635 R4> 650 R5> 641 R5> 651 R5> 764 R3:

Spacing violations Rows 7-10 and the additional horizontal row, equipment hatch area dowels (see as-built drawing) 2167-G-760 R4:

Shear rebar bolts angled through rebars in equipment hatch area PW-C-4264 06/22/83 FCR-C-716 RO:

Liner tolerance deviations greater than specified in FCR"C-716 RO ~

The region is between El 274 and 342, Azimuth 16 to 317 C-18

TABULATION OF FIELD CHANGE RE UESTS AND PERMANENT WAIVERS FOR THE CONTAINMENT BUILDING FCR/PW FCR-C-4298 FCR-C-4395 FCR-C-4426 FCR-C-278 CP&L ISSUE DATE 07/06/83 08/12/83 08/23/83 09/17/78 DATA ON FCR/PW FOR EXTERIOR WALL AND FOUNDATION MAT REFERENCED DOCUMENT:

DESCRIPTION OF CONDITION & RESOLUTION 2167-G"631 R8:

Located construction joints in equipment hatch area, Azimuth 315&5&6 to 16-35&3, from El. 270 ~50 to 341.25 at El ~

275e25

~ 279 ~ 25 ~ 283 ~ 25 ~ 288 ~25~ 293 ~25 ~ 298 ~ 25 ~ 303 ~25~ 308 ~ 25 ~

313 o25, 318.25 y 323.25

~ 330.25 CAR-SH-CH-6 Rll:

Equipment hatch area Azimuth 315-05-06 to 16-35&5,.from El'88.25 to 293.25 'our 1CBXW293001 placed on previous pour 1CBXW293000 after 66 hours7.638889e-4 days <br />0.0183 hours <br />1.09127e-4 weeks <br />2.5113e-5 months <br /> 2167-G-631 R7:

Added surface rebars No. 6 at 9 in. ea way in equipment hatch area between Azimuth 16 '

and 12, El'03.25 to 336 due to 6 in. concrete cover on outermost rebars CAR-SH-CH&6:

Repair of honeycomb area in mat at El ~ 204 above northernmost valve chamber FCR-C-292 09/27/78 CAR-SH-CH&6:

Revision to repair method for FCR-C-278 C-19

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CAROLINA POWER

& LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT PREDICTED BEHAVIOR OF CONTAINMENT BUILDING DURING STRUCTURAL INTEGRITY TEST APPENDIX E CALCULATION RESULTS FOR PREDICTED RESPONSES OF CONTAIRKNT "BUILDING TO STRUCTURAL INTEGRITY TEST

Carolina Power

& Light Company Shearon Harris Nuclear Power Plant Predicted Behavior of CB During SIT APPENDIX E Table of Contents Title Predicted Deformation of Containment Building at Test Pressure and Temperature E2 Predicted Str'ains in Containment Building Liner at Test Pressure and Temperature E3 Predicted Strains in Containment Building Reinforcing Steel at Test Pressure and Temperature

~Fi utee El E2-1 E2-2 E3-1 E3-2 E3-3 Local Models Locations and Boundaries Containment Building Axi-Symmetrical Model Sheet 1 of 2

Containment Building Axi-Symmetrical Model Sheet 2 of 2 Nodal Points and Elements Definition for Partial Local Model 1 Nodal Points Definition for Partial Local Model 1 Elements Definition for Partial Local Model 1 Nodal Points and Elements Definition for Partial Local Model 1 E4-1 Nodal Points and Elements Definition for Partial Local Model 2 E4-2 Nodal Points and Elements Definition for Partial Local Model 2 E4-3 Nodal Points and Elements Definition for Partial Local Model 2

E5-1 Nodal Points Definition for Exterior Portion of Local Model 3 E5-2 E5"3 E5-4 E5-5 E5-6 Elements Definition for Exterior Portion of Local Model 3 Nodal Points Definition for Local Model 3-5A Elements Definition for Local Model 3-5A Nodal Points Definition for Local Model 3-5B Elements Definiton for Local Model 3-5B

Carolina Power

& Light Company Shearon Harris Nuclear Power -Plant Predicted Behavior <<

CB During SIT APPENDIX E (Cont'd)

Table Of Contents

~Fi ures E5-7 E5-8 E6-l E6-2 E6-3 E6-4 Title Nodal Points Definition..for Local Model 3-5C Elements Definition for Local Model 3-5C Structural Integrity Test Response Predictions for Axi-Symmetrical Model Structural Integrity Test Response Predictions for Local Model 1

Structural Integrity Test Response Predictions for Local Model 2 Structural Integrity Test Response Predictions for Local Model 3

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