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1 to Updated Final Safety Analysis Report, Chapter 3, Appendix G, Part 2 and Appendix H
	ML22131A130
Person / Time
Site:	Seabrook
Issue date:	05/05/2022
From:	; NextEra Energy Seabrook
To:	; Office of Nuclear Reactor Regulation
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SB 1 & 2 Amendment 52 FSAR December 1983 APPENDIX C LOAD CELL CALIBRATION AND ORIGINAL DATA 3G-29

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SB 1 & 2 Amendment 52 FSAR December 1983 00 446 00 507 00 4 ll 9 00 507 00 433 O(J 508 00 446 00 502 O.'ZD 00 440 (10 505 00 4 ~ 1 00 502 00 435 o.4[; 00 497 00 442

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SB 1 & 2 Amendment 52 FSAR December 1983

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0 3G-47

SB 1 & 2 Amendment 52 FSAR December 1983 LOAD TEST UNITED ENGINEERS CONTAINMENT LINER ANCHOR _IOF_ I TEST SPECilviEN: "'STuD~ 'Q PEAK LOAD: sz. s KIPS i' I c: . PSI DIAL # I LOC A'riO N: /.Sn.J Asov =

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SB 1 & 2 Amendment 52 FSAR December 1983 CONTAINMENT LINER ANCHOR LOAD TEST FABRICATION OF SPECIMENS SEABROOK PROJECT Date: April 7, 1981 Prepared by:lt~l~
B. Galunic 3G-52
SB 1 & 2 Amendment 52 FSAR December 1983 Containment Liner Anchor Load Test Fabrication of Specimens Seabrook Project
1. INTRODUCTION The containment structure at the Seabrook Nuclear Project is a right vertical cylinder having an inside radius of 140 feet and wall thickness of 4'-6", and it has a hemispherical dome which is 3'-6" thick. At the base is a 10 foot thick mat. It is designed to resist the pressure from the most severe break in a reactor coolant pipe. In order to meet the leak tightness requirements of the vessel, a steel liner plate is installed over the inside surface of the concrete. The liner is generally 3/8 inch thick in the cyl-indrical portion and is thickened to 3/4 inches in the penetration areas near the base. The liner in the dome has a uniform thickness of 1/2 inch and it is 1/4 inch thick on top of the mat. It is anchored to the concrete shell by embedded structural tees and studs welded to the liner plate. Headed studs are only used on the 3/4 inch plates in the penetration area. The tees are used in all other regions.
The purpose of these tests is to define a load-deflection curve for the anchors which can be used in the analysis of the liner/anchor system. The liner strains and anchor displacements must meet the requirements of the ASME Section III Division 2 Code.
2. MATERIALS 2.1 Tees The tees are made from SA36 steel. They were rolled in Japan and accord-ingly have metric dimensions. The tee WT 100x100 corresponds very closely 3G-53
SB 1 & 2 Amendment 52 FSAR December 1983 with the American W~ 4x7.5 (3.94 in. VS 4.0 in. flange Width).
2.2 Studs The stud materia l conform s to ASTM Specifi cation A-108 Grade 1018. The yield stress is approxim ately 50 ksi and the ultimate strength is approxim ately 60 ksi.
2.3 Liner Plate The liner plate is made from SA 516 Grade 60 steel (Specif ication 9763.
006 15-1). The plate was cut so that the tensile load on the plate during the test is applied in the directio n of rolling . The plate thickne ss used for all tests, includin g the studs, was 3/8 inch. In the containm ent structu re the studs are welded to a 3/4 inch plate. It is expected that the thinner plate used in the test will permit larger rotation s of the anchor in the vicinity of the plate causing larger stresses in the concret e and thereby conserv ative results.
2.4 Concret e All concret e was mixed in accordan ce with PSNH Specific ation 9763.006
~9-7 and 9763-69 -3. The design strength vas 4000 psi. The concret e mix is the same as used in the containm ent structu re. An air-entr aining and retard-ing admixtu re was used. The concrete was Atlanti c Type II and the coarse ag~
gregate conform s to ASTM C-67.
2.5 Reinforc ement The concrete is reinforc ed with rebar that conform s to ASTM A615 Grade 60 Specifi cations .
3G-54
SB 1 & 2 Amendment 52 FSAR December 1983
3. DESIGN OF SPECIMENS The dimensions of the specimens, the reinforcement and pertinent details are shown in the drawing LT-1. The overall size of the specimens and the length and taper of the liner were based on the dimensional limitations of the testing equipment. The reinforcement served two purposes. It first provided a confinement of the concrete and prevented cracking that could occur during transportation and other handling. Also, additional rebar were placed on the side of the tees away from the load application. The purpose of these bars was to prevent overall cracking of the specimen when the test load is applied.
They are intended to eliminate failure modes that might occur due to the phy-sica! limitations of the test specimen. Any cracking of the free vertical surfaces would not be representative of what could occur in the actual struc-ture which is continuous. The length of the tee specimens was held to 12 in-ches, to minimize the effect of the free edge.
These problems are not expected to occur when studs are used because the failure will be localized to a small area. The same overall dimensions were used for simplicity of fabrication.
4. POURING PROCEDURE The test block forms were fabricated at the Seabrook site. The liner formed one side of the form as is the case in the containment structure. The tees were oriented vertically during the pouring operation. Before the con-crete was poured a thin coating of WD-40 was sprayed on the liner to eliminate bond between the liner and concrete. Concre~e was mixed at the Site Batch Plant and brought to the test area by trucks. The concrete was placed into the forms by a pump truck to simulate actual field placement conditions.
3G-55
SB 1 & 2 Amendment 52 FSAR December 1983 Each specimen was fabricated in three lifts. After each lift a vibrator was used to consolidate the concrete and eliminate voids. Two different trucks were used. Twelve cylinders were taken from each truck. In addition, six cylinders were made for each specimen. These were stored on site in a controlled environment curing room. Three were broken on the day of the test of the specimen. At the end of the pour the top of the concrete surface was troweled to a smooth finish . A chemical curing compound was applied to the exposed surface to seal in moisture and thereby replace water curing.
5* TRANSPORTATION The specimens were transported to Knoxville, Tennessee on two flatbed trucks 14 days after fabrication . Five day cylinder breaks indicated a strength of 3550 psi.
3G-56
SB 1 & 2 Amendment 52 FSAR December 1983
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'I ENGINEER DATE
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4-1 (1 M12S~ 5*0 STANOAilO WE!qHl
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( tfll) r I I, t'*'!> J liN[R ANC~QB TEST SPECIMENS SECTION AA ~{Dill_
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fiRST ISSUE
~0 a:z DATE DESCRIPTION ENGR SUP [1\jG L i- I
SB 1 & 2 Amendment 52 FSAR December 1983 Plate 1: Close-up of tee welded to liner plate Plate 2: Reinforcing cage and tee 3G-59
SB 1 & 2 Amendment 52 FSAR December 1983 Plate 3: Finished specimens at end of pouring operation 3G-60
SEABROOK DESIGN OF STRUCTURES, COMPONENTS EQUIPMENT AND Revision 8 STATION SYSTEMS Appendix 3H UFSAR Deleted in Amendment 53 Page 3H-1 APPENDIX 3H (DELETED IN AMENDMENT 53)

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